I . I I TECHNICAL SPECIFICATIONS FOR FARMERS BRANCH CREEK CHANNEL IMPROVEMENTS Prepared for: The Hudson Group, Inc. 3050 Post Oak Boulevard, Suite 110 Houston, Texas 77056 Prepared by:
Turner Collie & Braden Inc. 5710 LBI Freeway, Suite 370 Dallas, Texas 75240 September 1993 . j i 
Item A2004 Item A2008 ItemA2009 Item A2273 Item A2274 Item A3006 Item B100l ltemB200l .Item B300l Appendix TECHNICAL SPECIFICATIONS Table of Contents Embankment Clearing and Grubbing
(Olanriel) OIannelExcavanon Riprap Filter Fabric Concrete Slope Protection Concrete Concrete Structures Reinforcing Steel Geotechnicallnvesfigation 
I Std. 8/1/79 '. ITEM NO. A2OO4 • EMBANKMENT PARr 1 • GENERAL 1.01 Scope of Work Place and compact approved materials to required li:nes, grades, and cross-sect:ions as shown on PLANS.
PARr 2 .; PRODUcrs 2.01 General As called for in other items of mOOOCAL SPECIFICATIONS or as shown on PLANS. PARr 3 • EXEetmON 3.01 Construction Methods Place embankment on properly
cleared and prepared areas. Use suitable materials from excavation, borrow, or other designated or approved sources. Use material free from vegetation, roots, and debris. Scarify or
roughen existing sloped areas receiving new embankmenL Construct embankments or fills in successive horlzontallayers, extending across entire fill area. Fill material to be placed in
horlzontallayers of depths compatible to material being placed and type of equipment to be used. No layer spread for compaction to exceed 8 inches of compacted thickness. Each layer
of fill to be uniform as to material, moisture, and density before compaction. Compact to required ' density density by blading, rolling, and sprinkling with approved equipment. Use,
mecl1anical tamps to obtain required density in inaccessible areas. Unless ' otherwise specified, place embankment at or near optimum moisture and compact to at least 95 percent AASHTO
Standard Methods T-99-74 density. Make at least one density test per 500 cubic yards of embankment. 3.02 Measurement and Payment Unless otherwise indicated, no separate payment for work
performed 􀁵􀁮􀁤􀁾􀁲􀀠this Item, including testing. Include cost of same in Contract price bid for items of which this work is a component. When indicated in PROPOSAL as pay item, measure
'Embankment" by cubic yard volume based on average end A2004·1I2 
"Std. 8/1/79 areas and actua11engths placed. Measurement to be made from prepared ground elevation to finished top and side slopes. Embankment to be paid for at Contract unit price.
Price paid for embankment to be full compensation for all items of work described herein, including testing. ENDOFrrEM I. A2004 -212 
Std. 811119 ITEM NO. A1OO8 • CLEARING AND GRUBBING (CHANNEL) PAlIT 1-GENERAL 1.01 ScOpe of Work Furnish labor, supervision, materials, equipment, and supplies necessary for clearing,
grubbing, and stripping operations. PAlIT 2 • PRODUcrs 2.01 General Not required for this Item. PAlIT 3 • EXECUDON 3.01 CoDBtl'uction Methods A. Oear, grub, and dispose of trees, stumps,
brush, logs, vegetation, rubbish, and other objectionable matter from the entire easement area. B. Protect from damage any trees designated to remain. C. In areas to be cleared that
are not within the limits of the proposed channel, clear out stump holes of all refuse and loose earth, backfill and compact to approximate density of surrounding ground. Do not allow
water to accumulate in stump holes before backfilling. D. Bum or dispose of offsite all refuse from clearing operations in approved manner. Obtain required permits from various governmental
agencies involved. Bury no refuse on Owner's property. 3.02 Measurement and Payment Measure "Oumnel Oearing" by the acre or lump sum as indicated in . PROPOSAL. Payment for work under
this Item will be made at Contract unit price for "Otannel Oearing.· ENDOFlTEM AlOO8 ·111 
_J Std. 5/13/80 ITEM NO. A2009 -CHANNEL EXCAVA1l0N PART 1-GENERAL 1.01 DescrlpUon A. Extent of Work: Work under this Item consists of required excavation for completed channel or ditch
section, disposal of excavated materials in designated areas, and aU related work as shown on PLANS and as spedfi.ed hereinafter. B. Work Specified Elsewhere -Erosion Control: Per Item
"Seeding,· 'Spot Sodding Grass,' or 'Concrete Slope Protection.' PART 2 -PRODUcrs Not required for this Item. PART 3 -EXEcunON 3.01 Construction Methods A. Excavation: Contractor to
excavate to required lines, grades, and cross..:sections shown on PLANS or as modified by Engineer. Material to be removed in. channel excavation of whatever character or physical conditions
will be U1'lclassjfied and paid for as herein provided. li. tolerance of 0.3 foot plus or minus from typical dimensions for channel excavation will be allowed, provided that no abrupt
changes in grading of side slopes or alignment occurs. Where special structures, inlets, and concrete lining are provided for, construction· to conform to grades and dimensions indicated.
Dimensions for embankment and shallow ditches at top of channel slopes are minimum. Grade interceptor .. ditches to slope U1'liformly to nearest inlet. B. Pipe1ine Crossings: . Contractor
to suspend machine excavation within 5 feet of any pipeline right-of-way U1'ltil a company representative is present to identify pipe location and to direct further excavation operations.
Notification of pipeline company of Contractor's operations and request for attendance-of a representative to be Contractor's responsibility. Contractor to resume suspended operations
only U1'lder supervision of pipeline company representative and employ only such excavation methods, means, equipment, and safety measures as approved by representative. Contractor not
to accomplish work on pipeline as part of this Contract, such as lowering,. cribbing up, construction of bents, repairs to coating, cutting, welding, making repairs, A2009 -1/2 i 
Sid. 5113180 or other essential work, aD. of which will be done by pipeline company and at its own expense. Contractor to be solely responsible to pipeline company for any damages to
its line and any related construction as a result of Contractor's operations, irrespective of any order, diredive, or approval by Company Ieptesentative or of his presence at the site.
Contractor not to be reimbursed direc:tI:y for any extra work or expenditure as a result of intersecting any pipeline installation. .A:n.y contingent costs therefor to be anticipated
in preparation of the bid and included as distributed items of cost in the price for unclassified channel excavation. c. Disposal of Excavated Material: Dispose of aD. excess spoll as
shown on PLANS or caD.ed for by Special Provision to this Item. When excess spoll is to be stockpned, spoll piles to be shaped to permit drainage without excessive erosion and openings
to be left in the spoll piles at least every 200 feet to permit drainage of adjacent lands. D. Final Slope Treatment: Prior to final inspection, Contractor to retnove an silt and slides
from the c:hannel and to drag sJopes to an even sur.fac:e. When i.ndi.cated, seed and fertilize or pave c:hannel side sJopes and maintenance area in accordance with PLANS. 3.01 Meuwement
and Payment "O!annel Excavation" will be measured in its original position by method of average end areas. Payment will be based upon the unit price per cubic yard for "Oumnel Excavation."
Such payment to be fun compensation for fumishing all labor, supervision, SIlpplies, materials, and equipment, etc., required to complete the work. ENDOFlTEM A2009 ·212 , \ . , 
45-93175..(J{)1 -#1 ITEM NO. A2273 -RIPRAP PART 1 -GENERAL 1.01 Scope A. This section specifies riprap rock (limestone) for special applications in drainage channels as specified on
PLANS or other TECHNICAL SPECIFICATIONS or as directed by Engineer. B. Work under this item consists of furnishing all labor, materials, equipment and supervision necessary to install
the riprap, filter fabric, and bedding materials in accordance with the plans and sperifications. 1.02 Related Work Related work as called for on PLANS and specified elsewhere in this
or other SPBCIFICATIONS. 1.03 Riprap Delivery, Storage and Handling A. Store riprap on-site in areas approved by the Bngineer. Keep the storage area dean, fum, smooth and well drained
in order that the riprap can be completely recovered free from dirt and other foreign matter. B. Stockpile and handle material so as to not cause undue segregation of materials either
in the stockpile, or while loading or hauling. PART 2 -PRODUcrs 2.01 Riprap A. The riprap shaI1 consist of blocks of broken limestone. Use of concrete blocks is prohibited. Each block
shaI1 have a minimumdiameter andweight asfollows: . Perceilt of Stone Size Stone Weight Gradation Range (ft) Range (Lbs) Smaller Than 1.40 to 1.50 180 to 300 100 1.10 to 1.30 120 to
165 85 0.90 to 1.00 60 to 90 50 0.40 to 0.50 6 to 12 15 . , A2273-114 
45-93175-001 -#1 B. Dimensions of Blocks -No more than 25% of the blocks may have a length greater than 2-1/2 times the width or thickness. No length of block shall exceed 3 times the
width or thickness. 2.02 Geotextile Provide a geotextile filter fabric material as specified in Item A2274 -Filter Fabric. 2.03 Bedding Material I A. Provide gravel, crushed rock, crushed
concrete, or stone consisting of tough, durable particles. I B. The bedding material shall contain less than 2% by weight of thin, flat and elongated prices. C. The bedding material
shall contain less than 5% by volume of organic matter, fines, or soft, friable gradation. D. The minimum thickness of bedding material shall be 6 inches. E. Gradation -The bedding material
shall be well graded and shall conform to the following gradation. Sieve Size Percent Passing (Square Mesh) (By Weight) 2-inch 100i 1-inch 55-85 No.4 15-55 No. 40 0-15 No. 80 0-10 No.
200 0-5 PART 3 -EXECUTION 3.01 Channel Preparation A. Accurately trim and dress the channel side slopes and bottom to proper lines and grade prior to placing riprap. B. Bring fill areas
to as shown on PLANS. Fill materials and execution offill shall be in accordance with Item A2oo9 -Channel Excavation. I . , I A2273 -2/4 
i 45-93175-{)Ol -/11 C. The prepared section shall be inspected prior to placing the filter fabric and bedding material. 3.02 Filter FabriC! A. Provide geotextile filter fabric for riprap
where indicated on the plans. B. Installation of filter fabric shall be as specified in Item A2274 -Filter Fabric. 3.03 Bedding Material A. Provide bedding material £or the riprap where
indicated on the PLANS or as directed by Engineer per field condition. B. Place bedding material uniformly on the filter fabric to thickness, grade, line, and slope. Place material by
any method which will not cause segregation of particle sizes. Provide a surface that is even and free hom mounds, windows, or depressions. C. No compaction of the bedding material is
required. D. Placement of bedding material Wlderwater willbe permittedbyany method that will ensure compliance with the above requirements. 3.04 Riprap Placement A. Place the riprap
to the slopes, lines, and grades as shown on the plans, to provide a well-graded mass of riprap without voids. B. Thickness of the riprap layer shall be as shown on the plans. C. Place
the riprap in one course Qift) across the channel bottoms and up' the channel side slopes. Place the riprap carefully on the prepared surface, bedding material or geotexti.le in such
a manner to avoid disp1a.cement or damage to the ' subgrade. D. The riprap stones are to be in dose contact, be well-graded and to be free from pockets of small stones or dusters of
large stones. . E. Do not drop riprap from such a height to cause breakage. F. Prevent mixture orincorporationofdirt or other materials with the riprap during placing operation. A2273
-314 
45-93175-001 -#1 G. Placing riprap underwater will be permitted using equipment and procedures capable of placing riprap to sped.6ed requirements. H. Obtain specified distribution of
the various sizes of blocks throughout the mass by selective loading of the material, by controlled placement of successive loads, or by other methods which will obtain sped.6ed results.
Rearrange individual blocks by mechanical means or by hand as necessaxy to obtain a well-graded mass. 1. Place the riprap blocks in position and such a manner to ensure the completed
riprap is stable, without a tendency to slide or roll down the side slope. J. Fill spaces between larger riprap blocks with spalls and smaller blocks of the largest feasible size to
form a compact mass. Do not place spalls and small blocks innests inplace oflarger sized block. Inclusion of spalls, chips and small broken blocks shall not exceed 5% of the riprap mass.
K. In placing riprap, release blocks as near to their final position as practical. PART 4 -MEASUREMENT ANn PAYMENT A. Measurement for riprap shall be per square yard of the type of riprap
placed in specified layer of thickness(es) at locations as shown on PLANS. Payment for riprap shall bebased on the Contract price bidper square yard for each specified type and thickness(es)
of riprap, and shall be full compensation for all labor, materials, and equipment required to place riprap. B. Measurement for bedding material shall be per square yard ofbedding material
placed in sped.6ed layer of thickness under riprap. Payment for bedding material shall be based on the contract price bid per square yard of .;!ach specified thickness of beddingmaterial
for riprap, and shallbe fullcompensation for all labor, materials, and equipment required to place bedding material. C. Measurement and payment for filter fabric shall be as specified
in ItemA2274 Filter Fabric. END OF ITEM B:\A2:V'3lTM.Wl..E A2273 -4/4 
45-93175-001 -#1 ITEM NO_ A2274 -FILTER FABRIC PART 1-GENERAL 1.01 Description This .section addresses the supply and installationof a filter fabric which shall be placed under all riprap
installation or where specified on PLANS or other items in this TECHNICAL SPECIFICATION or as directed by Engineer. 1.02 Submittals A. Submit the standard manufactorer's catalogue sheets
and other pertinent information for filter fabric. B. Certified test results showing actual test values conformed to the required properties of fabric listed in this .section. C. Manufacturer's
installation recommendation. PART 2 -PRODUCT 2.01 Materials A. Provide an engineered fabric commonly used in geotechnical applications. B. The fabric shall provide a permeable layer
or media while retaining in situ soil without clogging. C. The fabric shall be a fabric woven from monofiIaments of stabiljzed polypropylene, polyvinylidine chloride, nylon, polyolefins
or polyester, With .sealed edges to eliminate ravelling. The fabric shall be inert to to commonly encountered chemicals and hydrocarbons, shall be mildew and rot resistant, and . shall
be resistant to ultra-violet light exposure, insects, and rodents. The fabric shall be nonbiodegradable and inert over a Ph range of 3 to 12. A2274-1/4 
45·93175-001 • N1 O. Properties of Fabric: PROPElITY VALUE TESTMETHOO UNIT Grab Strength (Min) 260 AS'IM 0-1682 Lb Grab Elongation 15-40 AS'IM 0-1682 % Mullen Burst (Min) 515 AS'IM 0-3786
psi Trapezoid Tear (Min) 100 AS'IM 0-2263 Lb Puncture Strength (Min) 140 AS'IM D-4833 (Modified) Lb Modulus (Load @10% • 1 Elongation) (Min) 125 AS'IM 0-1682 Lb !, Abrasion Resistance
120 AS'IM 0-1175 (1000 cycles, 1kg) (Min) &; 0-1682 Lb E.O.S. (Ref.COE CW02215) 50-80 CFMC-FFET-l Sieve No. Open Area (Ref. COE 1310, 5173) 1-3 % Permeability Coefficient (k) .01 CFMC-FFET-2
crn/sec Air Permeability 30 AS'IM 0-737 cfrnJft Water Permeability 􀀨􀁨􀁾􀀲􀀰􀀭􀀱􀀰􀀠em) (Min) 25 CFMC-FFET-l gpmlft2 Gradient Ratio (Ref. COE CW02215) (Max) 3 Ultraviolet Stability
(Min) 85 AS'IM D-1682 % ',:. A2274-214 i 
45-93175-001 -#1 E. The fabric shall be wrapped in a protective covering to guard against moisture and extended ultraviolet exposure prior to placement. F. Anchors and all other miscellaneous
hardware shall be galvanized. G. Filter fabric under riprap and over gabions: Contech C70106 or approved equal. PART 3 -EXECUTION 3.01 Instal1ation A. Prepare channel bottom and slope
to lines and grades as shown on PLANS before ·placing filter fabric. B. Remove any objectional materials that might puncture filter fabric. C. Filter fabric shall be placed directly
on the ground surface. Longitudinal and transverse joints shall be overlapped at least one foot (1) or as recommended by manufacturer, if requirement is more than 1 foot. Avoid vehicular
traffic on fabric once it is placed. D. Anchor filter fabric under riprap toe, as shown on PLANS or specified elsewhere in these TECHNICAL SPECIFICATIONS. E. Filter fabric shall be kept
in its protective wrapping until ready for use. Any fabric that has been out of its protective cover for over 72 hours without being covered shall be considered unsatisfactory and shall
be removed and replaced with satisfactory fabric at the Contractor's expense. F. Torn, punctured or separated sections of fabric shall be repaired by placing a fabric patch over the
hole or separation seams. The patch shall be large enough to overlap a minimum of three feet (3') in all directions . G. Anchor trenches and side trenches shall be backfil1ed in accordance
with Item A2009 -Channel Excavation. A2274 -3/4 
45-93175-001 -#1 PART 4 -MEASUREMENT AND PAYMENT A. Measurement for filter fabric under riprap shall be per square yard of filter fabric placed at locations as shown on PLANS. Payment
for filter fabric under riprap shallbe based on the Contract price bidper square yard of filter fabric, and shall be full compensation for all labor, materials, and equipment required
to place filter fabric. END OF ITEM A2274-4/4 I 
Std. 9/10/79 ITEM NO. A3006 -CONCRETE SLOPE PROTECflON PART 1 • GENERAL 1.01 Descrip60n Furnish and place concrete slope paving composed of portland cement concrete, constructed as herein
specified on an approved subgrade, in confonnity with the lines, grades, dimensions, and details shown on PLANS. 1.02 Work Spedfied Elsewhere Other related work as called for on PLANS
or specified elsewhere in this or other TECHNICAL SPEOFICATIONS. I 1.03 Quality Assurance I A. Submittals: Submit mix designs for strength. B. Tests: Make test specimens to maintain
check on concrete strength throughout job. PART 2 -PRODUCTS 2.01 Materials A. Concrete: As specified on PLANS and in accordance with Item ·Concrete.· B. Reinforcing Steel: In accordance
with Item 'Reinforcing Steel.' C. Expansion Joint Material: As specified on PLANS and per AS'I'M: 􀁄􀁬􀁩􀀧􀀵􀀲􀀭􀀶􀀷􀁾􀀠Furnish test results in compliance with AS'I'M: D54S-77, if requested.
D. Curing Materials: Per Item ·Concrete.· PART 3 -EXECUIlON 3.01 Construction Methods A. Prior to placing material, prepare subgrade to proper section for width and depth of slope paving.
B. Dispose of excess excavation, if any, from site, at no cost to Owner. A3006 -1/2 
Std. 9/10/79 C. Locate construction joints as shown on PLANS or otherwise indicated. D. Place I-inch expansion joint material at joints where slope paving is placed against walls or
around columns or piling and at maximum intexvals of 80 feet throughout length of slope paving. Nail I-inch by I-inch redwood board to top of joint material and, after slope paving has
set and cured, remove redwood board and fill area with joint sealant. B. Unless otherwise indicated on PLANS, use minimum No.3 reinforcing bars at maximum spacing of 18 inches in each
direction. Distance from first parallel bar to edge of concrete not to exceed 6 inches. F. Wtte reinforcing equivalent in sectional area to reinforcing bars may be used. Use minimum
of 6-inch lap at all splices, with not less than 1 inch nor more than 3 inches clearance from fabric to edge of concrete and no wires projecting beyond last member parallel to edge of
concrete. G. Support reinforcing steel throughout placement of slope paving to maintain its position approximately equidistant from top and bottom surface of concrete. H. After concrete
has been placed, compacted, and shaped to conform to dimensions shown on PLANS, and after it has set su£fi.dently to avoid slumping, finish the surface with wooden float to secure a
reasonably smooth surface. I. Cure concrete slope protection in accordance with Item "Concrete Structures, • immediately following finishing operation. 3.02 Measurement and Payment A.
Measure 'Concrete Slope Protection" by the square yard of surface area complete in place and accepted. B. 'Concrete Slope Protection" to be paid for at the Contract unit price bid, measured
as provided above. Price to be £un compensation for furnishing and , placing all materials, including expansion joint material, jOint sealant, and reinforcing steel; surface finishing
and curing; and all manipulations, labor, tools, equipment, and incidentals necessary to complete the work. ' END OF ITEM A3006 -212 
Std. 7/28/92 ITEM NO. Bloot • CONCRETE PAIIT 1 -GENERAL 1.01 Description A. Scope 1. nus Item governs for materials used for storing, and handling of materials, and for proportioning
and mixing of concrete for reinforced concrete pavement and an reinforced concrete precast and cast-in-place structures. 2. Contractor assumes responsibility for cost and design of proper
concrete mixture. B. Other related work as called for on PLANS or specified elsewhere in this or other TECHNICAL SPECIFICATIONS. 1.02 QuaBty Assurance A. Furnish laboratory reports showing
proportions and materials selected will produce laboratory-mixed concrete of specified quality and having strengths 20 percent higher than 28-day strength specified, at maximum slump
and maximum air content specified. B. Owner to select testing laboratory, conforming to ASTM E329, to make·tests throughout concrete operations. When requested by Owner, Bngineer or
his representative will monitor tests and review results. 1.03 Submittals A. Samples 1. Furnish material samples to approved testing laboratory for review and testing. 2. Provide sufficient
quantities for testing and. determining mixes to produce concrete classes specified. . B. Mix Designs 1. Submit mix designs for each different concrete strength and for each different
aggregate. 2. Secure confirmation of laboratory tests on proposed mix designs prior to submittal. . 3. Use only approved mix designs. 4. Make required tests of mix as caIIed for elsewhere
in this spec:ification under "Tests." . I Bl00l -1/8 
Std. 7/28/92 C. Reports: Provide certified mill reports on cement and sieve analysis on aggregate. D. Tests 1. Make moisture tests of aggregate to ensure proper batching and proportioning.
2. Provide and maintain curing facilities conforming to AS'IM C31. 3. For Structural. Concrete a.· Perform sufficient number of tests to maintain check on quality. b. Conduct tests as
per test procedures (AS'IM C31 and C39 for Compression Test). c. When portland cement concrete (other than high-early-strength concrete) is used, test minimum of two standard 6-inch
by 12-inch cylinders at 1 days and minimum of two 6-inch by 12-inch cylinders at 28 days for each 50 yards of concrete placed or each structure, whichever is less. d. When high-early-strength
concrete is used, test minimum of two standard 6-inch by 12-inch cylinders at 3 days and minimum of two 6-inch by 12-inch cylinders at 1 days for each 50 cubic yards of concrete placed
or for each structure, whichever is less. Minimum strengths normally required at 1 and 28 days will be required at 3 and 1 days, respectively. 4. For paving concrete, test pavement work
as required by PLANS and/or as follows: a. Make one beam for each 1,000 square yards of pavement, or part thereof, for each day's pour and/or one beam on each street. b. Size of beams
as required by AS'IM C31. e:. Core sampling in accordance with requirements of Special Provision. If requirements not established by Special Provision, make one core for each 1,000 square
yards of pavement or at least one core for each street, whicltever is least in area. d. Fill core hole with nonshrinking grout at no additional cost to Owner. e. Test core for compressive
strength and for thic:kness. f. Test for flexural strength in ac:c:ordance with AS'IM C-293, "Flexural Strength of Concrete (using simple beam with center-point loading). " 5. For air
entrainment, make two tests, in accordance with AS'IM Cl38 or 073, for each day's placing. 6. Make slump tests periodic:ally in ac:c:ordance with AS'IM 043. E. Specimen Handling 1. Mark
test specimens clearly in a definite sequence. 2. Transport and store specimens to prevent damage. 3. Provide insulated shed for storage of cylinders and beams. 4. Provide records identifying
each cylinder with locations from whiclt specimens were taken. .. 81001-218 
Std. '1128/92 5. Cure specimens under laboratory conditions, except that for a possibility of surrounding air temperature falling below 40°F; additional specimens to be cured under job
conditions may be required. F. Failure to Meet Specifications 1. Concrete failing to meet specifications wl1l be rejected. 2. Should a 3-day (high-early cement) or 7-day (normal cement)
test fail to meet established strength requirements, extended curing or resumed curing may be required. 3. Contractor to strengthen structures, or replace portions thereof, which fail
to meet established strength requirements, at Contractor's expense. 4. Test cores, when required, to be in accordance with procedures of ASTM C42, at no additional cost to Owner. 1.04
Produd Delivety, Storage, aDd HandUng A. Cement 1. Store in weathertight enclosures and protect against dampness, contamination, and warehouse set. 2. Store off ground in wen-ventilated
building. B. Aggregates 1. Stockpile to prevent excessive segregation or contamination with other other materials or other sizes ot aggregates. 2. Use only one supply source tor each
aggregate stockpile. C. Admixtures .1. Store to prevent contamination, evaporation, or damage. 2. Proted liquid admixtures .&om .freezing or harmful temperature ranges. 3. Agitate emulsions
prior to use. PART 2 -PRODUCTS 2.01 Materials A. Concrete: Ready-mixed concrete conforming to ASTM C94 or site-mixed concrete (dry weight 145-150 pounds per cubic toot). . 1. Cement
a. ASTM ClSO, Type I. . b. AS1M speci£ications tor weight variations and length ot storage. c. Use no caked cement. d. Deliver in bags for site-mixed concrete. e. Use only one brand
of cement in anyone structure. f. Cement for Oass .p. concrete may be delivered 􀁾bulk if method of handling is approved. BlOOl-3/8 
Sid. 7/28/92 2. Admixtures a. Air-entraining admixtures in accordance with ASTM 060. b. WateHeducing and retarding admixtures in accordance with ASTM C494, Type A or Type D admixture,
modified as follows: 1) Bleeding water no greater than bleeding water of ASTM C494 reference concrete when tested as per ASTM C232. 2) Increase durability, decrease permeability, and
increase resistance to surface scaling, when compared to ASTM C494 reference concrete. 3) No chlorides or aDcalies added during manufacture of admixture. c. High-range water-reducing
admixture (superplastidzer) in accordance with ASTM C494, Type F or Type G, modified as follows: 1) Superplastidzed concrete to be nonsegregating, have little bleeding. and have physical
properties similar to low water-cement ratio concrete. 2) Admixture composed of a synthesized sulfonated polymer to be added to the concrete mixer with gauge water at the central batch
plant. 3) Use only one liquid admixture to achieve the superplastidzed concrete, except where air entrainment is desired, in which case, air entraining admixture to be compatible with
superplastic:izer admixture. 4) Treated concrete must be capable of maintaining superpJastic state in excess of 2 hours. 5) Dosage as recommended by the manufacturer. d. Additional Requirements
1) Manufacturer to provide proof of successful field use of water-reducing and retarding admixture from recognized laboratories and other authorities. 2) Manufacturer to provide local
representative and warehouse facilities, when requested by Owner. > 3) Provide qualified concrete tec:hnidan to assist in concrete mix design, if required. > 4) Ifrequired, Contractor
to acquire approved commercial > laboratory testing, at no cost to Owner, to furnish certification of compliance with this specification. 5) Water-reducing and retarding admixtures used
in Class A and Class K concrete only, unless otherwise specified. 6) Use manufacturers published recommended dosage for> optimum results as minimum requirements. Dosage may be varied
by Engineer after analysis of results of local commercial laboratory tests using materials fromsources assigned by Contractor. 81001-418 
Std. 7/28/92 7) Dispensing and mixing equipment and procedures at batch plant are subject to approval. 3. Coarse Aggregate a. Durable particles of graveL crushed graveL crushed blast
furnace slag, crushed stone, or combination thereof, conforming to ASTM 03. b. Use clean" durable particles, free from frozen mater:ia1s, clay, salt, alkali, vegetable matter, or other
coating which would adversely affect strength of conaete or bonding of aggregate to cement paste. 1) Nonprestressed concrete aggregate size from No.4 to 1-1/2 inches. 2) Prestressed
concrete aggregate size from No.4 to 1 inch. c. The maximum size coarse aggregate to be as indicated above or no greater than three-fourths of the minimum clear spacing between parallel
reinforcing bars or prestressing tendons, whichever is smaller. 4-Fine Aggregate a. Natural sand as per AS'lM 03. b. Fmeness modulus between 2.4 and 2.9. 5. Water a. Free from oils,
acids, alkalis, organic matter, or other deleterious substances and not containing more than 1,000 parts parts per million of sulphates. b. Testing not required from municipal supplies
approved by Texas Department of Health, but from other sources water w:ill be sampled and tested, at no additional cost to Owner, before use• 6. . Slump a. Test method as per AS'lM 043.
b. As indicated in Oassification Table. 7. Mix Proportioning a. As per Oassification Table, based on maximum water-cement ratio and minimum strength requirements, with limits set on
minimum cement content. b. Increase cement content above minimum or use approved admixtures, without additional cost to Owner, if type, gradation, or sizes of aggregate being supplied
gives concrete mixture not meeting strength and workability requirements. 8. Coring Mater:ia1s: Per Item 'Concrete Structures.' B. Nonshrink Grout: Grout to have moderate fluidity and
to conform to Corps of Engineers Specification CRD-C 621-82B. :/: B1OO1-5/8 
Std. 7/28/92 CLASSIFICATION TABLE .... Water CoaleJl.f'l MfA. Comp. MfA.Oement Stleagtb. (psi) Poudauf Galluu of Perc.y.'" Sbamp Total AIr WaterlLb. WaierlBag RaD&e CoIIIeDf CIa.u-Type
1-thy 2Ikb.y Cement Cement Lb.. Bags (/A.)* ('11.) A -Structural 2000 3000 0.55 6.25 m 5.25 2-112 10 2-112 10 4-112 4-112 A., -structura1" 2000 3000 0.50 5.65 423 uo 1 10 J.OI'I 3105
B -Slope Prolectlon 1200 2000 0.15 8.50 400 '-25 2-112 10" 2-112 C -PIpe Blocking 1500 0.91 11.00 282 3.00 3105 3106 D -Seal Slab 316 ..00 6108 • needed E -Monolithlc Sewer 2000 3000
0.55 6.25 564 6.00 4106 3105 F' -Prestressetfl 5000 0.51 5.15 635 6.75 2103 as needed G -l'restressecf'l 6000 0.49 5.50 658 1.00 2103 • needed K 􀀭􀁓􀁴􀁎􀀺􀀺􀁉􀁕􀁴􀁡􀁬􀁾􀀠2800 <tOGO
0.45 5.65 564 6.00 3oV2 10 5 2-V2 10 4-112 '... -Strucf:uta1'I 2800 <tOGO 0.45 5.00 517 5.50 1 10 J.OI'I 3105 P -Paving 6,lnch0il 2000 3000 0.66 1.50 410 5.00 3105 2-V2 10 SOO"l 4-V2
P -PaWlg 1-lru:htll 2000 3000 0.66 1.50 410 5.00 310S 2-112 10 SOO"l 4-1/2 P -PaWlg 8-lru:htll 2100 3000 0.66 1.50 511 5.50 3105 2-11210 551)!') 4-112 * All Slump Ranges + 1I2.Jnch Tolerance
(1) Indude In maximum water, free water In aggregate minus absorption of aggregate based on a 3O-mInute absorption perlod. (II For conaete placed under water, minimum cement per cublc
yard sba1l be 6100 po1l1Ilb (6.5 bags). l'I A., and IC" 10 contaln approved High Range Water Redudng (HRWR) Admixture. 1<1 Maximum 2-1nCh slump before addtlon of HRWR Admixture. III
For prestressed concrete, water redw:lng admixture may be used as needed. '.:. ('I Use approved water-redw:lng and retarding admixture. !') Minimum tle>clU'al strength at 1 days. til
Slump range 1-3 Inch when sUp form method of constrw:tlon used. <1 B1001· 6/8 
Std. 7/28/92 PART 3 • EXEcunON 3.01 Mixing Concrete General 1. Ready-mixed and in accordance with requirements of current ACl building codes. 2. Postpone or delay work during adverse
weather conditions. 3. Protect chy batch material so that it reaches mixer in a chy condition. 4. Use batch mixer having approved and positive water control and measuring device for
an materials. 5. Continue mixing to ensure uniform distribution of materials, but not Jess than 1-1/2 minutes after an materials have been introduced into mixer drum. 6. Rotate drum
at peripheral speed recommended by mixer manufacturer. 7. Mix and deliver as per ASTM C94. a. Add mixing water at plant. b. Mix concrete in quantities required for immediate use, and
discharge at jobsite within 1 hour after introduction of cement to aggregate. If Contractor can prove that concrete consistency measured by slump wm not be reduced by lJU)re than 2 inches
when superplast:icized concrete is used, time interval between mixing and placing may be extended to a maximum of 90 minutes or to a period in which slump loss wm not exceed 2 inches.
c. Begin mixing operation within 30 minutes after cement and aggregates intermingled. d. Ready-mixed concrete producer to furnish delivery tickets indicating 1) Delivery date and time
dispatched. 2) Name and location of project. 3) Name of Contractor. 4) Name of ready-mixed concrete producer. 5) Truck number. 6) Number of cubic yards of concrete in load. 7) Class
of concrete. 8) Cement content in bags per cubic yard of concrete. 9) AInount of admixture in concrete, if any. 10) Number of gallons of water in mixture. 11) Air content. . 8. Job mix
concrete in approved type mixer and do not load beyond manufacturer's rated capacity. a. Normal Weight Concrete 1) Mix batches of 1 cubic yard or less for minimum of 1-1/2 minutes after
materials are placed in mixer. 2) Increase mixing time 15 seconds for each half yard increase over one cubic yard batch. 81001-7/8 
Std. 7/28/92 b. Maintain positive batch control equipment to within 1 percent accuracy. c. Oean, maintain. and operate equipment so as to thoroughly mix material as required. d. Hand-mixing
permitted for small placements only or in emergencies, as authorized. e. Hand-mixed batches not to exceed a two-bag batch in volume. 9. Do not mix when air temperature is at or below
4Q°F (taken in the shade away from artifida! heat) and falling, or if likely to tan below 4Q°F in next 24 hours. to. To produce concrete with minimum temperature of 50°F, heat aggregate
and/or water uniformly as follows: a. Water temperature not to exceed 180°F and/or aggregate temperature not to exceed 150°F. b. Heat mass of aggregate uniformly. . c. Temperature of
aggregates and water to be between 50°F and 85°F before introduction of cement. 3.02 Installation In accordance with other applicable TECHNICAL SPEOFICATIONS. 3.03 Measurement and Payment
A. . No separate measurement and payment for work performed under this Item except as indicated below. Include cost of same in Contract price bid for work of which this is a component
part. B. Measure "Extra Concrete," when approved by Engineer, by cubic yard of concrete of class ordered, complete in place. Pay for "Extra Concrete" at Contract unit price bid per cubic
yard for classes of "Extra Concrete" used. END OF ITEM B100l· 8/8 
Std. 10(14/91 ITEM NO. B2OO1 -CONCRETE STRUCTURES PART 1 • GENERAL 1.01 Description A. Scope: Construction procedures for all concrete structures, including methods for fonning, placing,
and c:uring. B. Other related work as called for on PLANS or specified elsewhere in this or other TECHNICAL SPEOFICATIONS. 1.02 Submittals A. Submit samples, mix designs, tests, and
reports, per Item ·Concrete.· B. Prior to start of work, submit following information when requested by Special Provision. 1. Methods of construction. 2. Plans for forms and falsework.
3. Amount and type of equipment. 4. Concrete placing schedule with facilities for handling concrete shrinkage. 5. Tabulation of concrete surfaces indicating types of finish on each surface.
PART 2 • PRODUCTS 2.01 Materials A. Concrete: Per applicable concrete Item. B. Expansion Joint Material: Per ASTM DI752-67. Furnish test results as to' compliance with ASTM 0545-77.
C. Waterstop: Manufactured from virgin polyvinyl chloride plastic compound conforming to U.S. Corps of Engineers' Specification No. CW-03l5()..8().and containing no scrap or reclaimed
material. Unless otherwise indicated, furnish WIRESTOP waterstops as manufactured by Paul Murphy Plastics, Roseville, Michigan of the following types. 1. Expansion Joints: Type 0S-151-CHR-6380.
2. Construction Joints: Type 0S-151-FHR-6380, or Type 05-151-FDR-4316 as applicable. B2001-1(15 
Std. 10/14191 D. Curing Materials: Unless otherwise indicated, use the following on an concrete surfaces, including those to be painted, waterproofed, and grouted. Protecrete, as manufactured
by P. A. Thornburg, Inc., Houston, Texas. E. Forms and Falsework . 1. T'lIllber a. Seasoned, good quality timber free from 100se or unsound knots, knot holes, twists, shakes, decay,
and other imperfections which would. affect its strength or impair finished surface of concrete. b. Wedges, when required, to be hardwood. 2. Metal a. 'I'hickness of metal forms as required
to maintain true shape without warping or bulging. b. Keep metal forms free from rust, grease, or other foreign materials, and use only those which present a smooth surface and line
up properly. c. Aluminum not permitted. F. Grout 1. Nonshrinldng Grout: Premixed grout which is nonmetallic, noncorrosive, and nonstaining; containing specially selected silicon sands,
cement, shrinkage compensating agents, plasticizing and water reducing agents. a. Conform to requirements of Corps of Engineers CRD-C588 Test Method QID.C589. b. Minimum 28-day compressive
strength of 8,000 psi. c. Maintain grout temperature during placement between 50°F and 90°F. d. Prepare and place grout according to grout manufacturer'8 sped6cations. 2. Nonshrink Epoxy
Grout: Five Star epoxy grout as manufactured by U.S. Grout Corporation or equal. G. Permanent Moisture Barrier: Polyethylene film minimum thick.ne.ss of .000·inch ': (6 mils) with high-impact
strength rating. H. Concrete Bonding Agent: Acceptable manufacturers: 1. "Darawe1d-C" as manufactured by W. R. Grace and Company, HCluston, Texas. 2. ·Bond Crete-S· as manufactured by
Burke Concrete Accessories, Inc., Houston, Texas. I. Waterproofing: Self-adhering polyethylene with a rubberized asphalt mastic material. 1. Minimum 4 mil thick.ness polyethylene coated
on one side with a.layer of adhesive rubberized asphalt with protective membrane .. B2001-2115 
Sid. 10/14191 2. Designed for tensile strength of 250 psi when tested in accordance with ASlM 0412-80. 3. Thickness to be 60 mils excluding the protective release membrane. 4. Fumish
in rolls 36 inches minimum width and 50 feet minimum length. J. Expansion Bolts; AS1M Type 304 stainless steel with pullout and shear strengths equal to or greater than those provided
by Hilti Kwik·Bolts, for all sizes and embedments required on the project. Submit test results as per ASlM E488·76 ·Standard Test Methods for Strength of Anchors in Concrete and Masonry
Elements.· 1<. Coal·Tar Epoxy Coating 1. Modified coal·tar epoxy compound consisting of 100 percent sprayable solids not requiring solvent material for application or curing. Fmished
product to be flexible and free of c:halking, checldng, and hairline shrinkage cracks. Manufacturers: Madewell 1103 Coal Tar Epoxy Coating or equal. 2. Coal·Tar Epoxy Primer: Madewell
927 or equal. PARI' 3 -EXECUIlON 3.01 General Requirements Tune Sequence of Construction Operations 1. 1. Do not place superstructure members, forms, falsework, or erection equipment
on substructure before concrete has cured for 4 days. 2. Erect forms on footings supported by piling or drilled shafts after concrete has cured for 4 days. Such work may begin on spread
footings after concrete has aged at least 2 curing days. 3. Support of tie beam and/or cap forms by falsework placed on previously placed tie beams is permissible, provided curing requirements
are . completed and tie beams are properly supported to eliminate stresseS"not provided for in design. 4. For bridges and direct t:raffh: culverts, construction traffic and traveling
public permitted in accordance with the following. a. Authorization for light construction traffic not to exceed a three-quarter ton truck may be given after last slab of concrete has
been In place at least 14 days. ' b. Authorization for normal construction traffic, when necessary, and to traveling public may be given after last slab of concrete has been in place
30 days. 5. Forms, or screed supports for bridges, may be attached to I-beams or girders by welding. B2OO1-3/15 
Std. 10/14/91 3.02 Construction Methods A. Forming 1. General Requirements: Design and construct to carry maximum anticipated loads and provide rigidity to prevent settlement or deformation.
2. Design Loads: Use 150 pounds per cubk: foot for concrete and Jive load of 50 pounds per square foot of horizontal surface of form work with 125 percent of allowable stresses used
for design of structures. 3. Falsework a. . Make timber sills and grillages large enough to support superimposed load without settlement. b. Place falsework which cannot be founded on
a satisfactoJ:y spread footing on piling or drilled shafts. c. Cap each falsework bent transversel¥ by a member of proper size, and fasten caps securely to each pile or column in bent
and set at proper elevation, allowing for a construction camber. d. Use wedges, If required, in pairs and arrange so as to ensure uniform bearing. e. Use of wedges to compensate for
incorrectly cut bearing surfaces not permitted. 4. Forms a. General 1) Provide mortar-tight forms sufficient in strength to prevent bulging or sagging. 2) Maintain to proper line and
grade, and prevent warping and shrinkage. 3) Oean areas of extraneous material before concrete placement. 4) Ifbulging or sagging occurs, remove concrete causing such condition and reset
forms. 5) Construct forms to permit their removal without damage to concrete. 6) Use metal form ties of a type that permits their easy removal and which will not require removal of excessive
concrete. 7) Remove metal alignment appliances from forms to a depth of at. least V2 inch from concrete surface without undue chipping or spalling, leaving a smooth opening in the concrete
surface. S) Burning off of rods, bolts, or ties not permitted. 9) Cut wire ties back at least V2 inch from face of concrete: 10) Metal tie-holding devices to develop strength of ties
and to be adjustable for alignment. 11) Remove spreaders, which are separate from the forms, as concrete is placed. 12) Provide clean-out openings for walls and other locations where
access access to bottom of forms is not readily attainable. . . 82001-4115 
Std. 10/14191 b. c. 13) Prior to erection, treat facing of forms with oil or other bond-breaJd:ng coating which will not discolor or otherwise injuriously affect concrete surface. 14)
Wet surface of forms to be in contact with concrete immediately before placing concrete. 15) Before concrete placement, align edges and faces of fonn panels and tape or fill joints with
patching plaster or cold-water putty to prevent leakage; sand lightly with No. 0 sandpaper to make joints smooth. 16) Forms of any kind are not permitted under permanent structures.
Timber 1) Tnnber for facing or sheathing surfaced on at least one side and two edges. 2) Use nominal2-inch lumber minimum thickness for forms for bottoms of beams. 3) Use lumber of nominal1-inch
minimum thickness elsewhere, generally, and back by sufficient number of studs and wales. 4) Provide fonn linings free of irregu1ariI:i.es for concrete surfaces to be given rubbed finish.
S) Li:ning not required with plywood forms. 6) Plywood fonn lining made with waterproof waterproof adhesive to be 1/4-inch minimum thickness, oiled at mill, and re-oiled or lacquered
on job before using. 7) Use tempered Masonite Concrete Fonn Board, 3/16-inch minimum thickness, as alternate fonn lining. a) Keep moist at least 12 hours before applying to sheathing
by moistening screen side ofboard and stacking boards screen side to screen side. b) Use smooth, hard face as concrete contact surface of fonn. 8) Plywood forms to be minimum 3/4-inch
thickness and made with waterproof adhesive backed by adequate studs and w!lles, with fonn lining not required. .. 9) Molding for chamfer strips, or other uses. a) Redwood, cypress,
or pine. b) Use quality which will not split when nailed and will hold true lines.· c) Mill cut, dressed on all faces. d) Fillet sharp comers and edges with triangular chamfer strips,
3/4 inch on sides. Metal 1) Li:ning not required. 2) Countersink bolt and rivet heads on facing sides of metal forms. B2001· 5/15 
Sid. 10114191 3) Design clamps, pins, or other connecting devices to hold forms rigidly together and to allow removal without injuIy to concrete. 4) Straight metal panel forms may be
used for all structures with straight walls and for those structures with curved walls only below groUl'ld leveL 5) Curved metal panels may be W!ed for all structures with curved walls.
B. Joints 1. Expansion Joints a. Remove form from formed joints as soon as possible to permit free expansion of conaete. b. Anchor expansion joint fillers to concrete on side of joint
by means of copper wire not lighter than No. 12 B&:S gage or copper nails of approved size. .. . c. Ensure complete separation of concrete sections by Joint material. 2. Construction
Joints a. Other than those indicated, joints not permitted without written authorization. b. Roughen previously placed concrete surface so as to expose aggregate particles. c. Remove
loose materials, and wash and scrub surface c:lean with stiff brooms. d. Keep concrete surface moist for 12 hours prior to placing adjacent concrete. e. Immediately prior to placing
conaete thereon, wet surface of joint with c:lean water. C. Placing Reinforcement: Per Item "Reinforcing Steel• D. Placing Concrete 1. Seal Slabs a. Use in all excavations for structures
requiring reinforcing steel in base slab. For retaining wall footings and bridge footings, use seal slab only if shown on PLANS. b. Excavate 2 inches minimum below bottom of structural
slab and pour seal slab concrete to structural slab bottom elevation. c. Provide rough float finish. d. No direct payment made for seal slab conaete. 2. General Requirements a. Give
advance notice before placing concrete. b. Place conaete only after forms and reinforcing placement have been checked. B2001· 6/15 
SM. 10/14/91 3. 4. c. Discontinue pile driving and other causes of vibration until concrete has attained an age of at least 18 hours. d. Mix, place, and finish concrete in daylight hours.
If necessary to continue after daylight hours, light entire working area. e. Do not place concrete when impending weather conditions, such as rain. sleet, or snow, threaten to impair
quality of finished work. f. If rainfall occurs during concrete placement, provide covering to protect work. g. Place concrete in forms or excavations with no apparent moisture therein.
h. Standing water not permitted in forms or excavations during concrete placement. Handling and Transporting a. Use method and equipment to maintain rate of placement as required to
prevent cold joints. b. Place concrete by buckets, chutes, buggies, pipes, or troughs, which prevent separation of concrete ingredients. c. With prior written approval, use belt conveyors
or pumps, and test samples at discharge end. d. Protect concrete transported by conveyors from sun and wind to prevent loss of slump and workability. e. Pipes used to pump concrete to
be shaded and/or wrapped with wet burlap to prevent loss of slump and workability. f. Do not transport concrete through aluminum pipes, tubes, or other aluminum equipment. g. Use of
chutes in excess of 35 feet total length prohibited. Depositing: Contractor to provide thermometer to measure temperature of concrete. a. Equip chutes with baffles for depositing concrete
on steep slopes, or make chutes in short lengths that reverse lateral direction of movement. b. Provide downpipe at end of chute. c. . Use no slope steeper than one vertical to two horizontal
d. Discharge concrete from chutes and troughs either vertically down inside of forms or into pockets outside of forms from which it may £low through holes left in forms. , e. Keep chutes,
troughs, and pipes dean and free from coal:ing8 of hardened concrete. f. Deposit concrete in continuous horizonta11ayers maximum 12 inches thick. g. Depositing large quantities at one
point and running or working it along forms not permitted. h. Limit free-fall of concrete to '4 feet, except in walls 10 inches or less in thickness, if segregation can be prevented.
, L Use tremies for placing concrete in walls over 10 u\ches thick. B2001-7115 
Std. 10/14191 j. Remove hardened concrete spatter ahead of plastic concrete. k. Do not jar forms after concrete has taken initial set or place any strain on projecting reinforcement.
1. Make tremies in sections, or provide in several1engths, so outlet may be adjusted to proper heights during placing operations. m. Place each layer while preceding layer Is still p1asfu:,
but do not allow more than one hour to elapse between placement of successive layers. n. Apply vibrators to concrete immediately after depositing and move throughout mass, through layer
of concrete just placed, and several inches into plastic layer below. o. Consolidate concrete and flush mortar to form surfaces by continuous working with immersion-type vibrators. p.
Do not attach vibrators to forms or reinforcement. q. Provide one standby vibrator for emergency use. r. If excessive bleeding causes water to form on surface of concrete in tall forms,
use stiffer mix. s. In walls and deep beams, place concrete to a point approximately 1 foot below finished elevation of bottom of slab or beam to be poured monolithically with wall,
and allow to settle; but to avoid a cold joint, resume placement of concrete before initial set occurs. t. Overfill forms and screed off excess concrete after partial stiffening. u.
Placing Concrete in Cold Weather: Minimum temperature of all concrete at time of placement to be not less than sooF. 1) Maintain slab temperatures at sooF or above for period of 72 hours
from time of placement and above 40°F for additional 72 hours. 2) Maintain temperature of all other structural elements at 40°F or above for period of 72 hours from time of placement.
3) Maintain temperature of concrete placed on or in the ground above 40°F for period of 72 hours from time of placement .. 4) Protect concrete against freezing during curing period in
accordance with Portland Cement Association "Design and Control of Concrete Mixtures •• 5) Protect concrete from temperatures below 40°F until it has . cured for a minimum. of 3 days
at mOF or 5 days at sooF. Remove and replace, at Contractor's expense, all concrete deemed unsatisfactory by Engineer. 6) Protection may consist of additional covering, insulated.forms,
arti£icial heatings, or other means approved by Engineer. . v. Placing Concrete in Hot Weather: When air temperature is aboye :/; 90°F use approved retarding agent in all exposed concrete
and in: all cased driI1ed shafts regardless of temperature. B2001-8/15 
Std. 10/14191 w. 1) Reinforcing steel, steel beam flanges, and other surfaces in contact with concrete to be cooled to below 90°F by means of water spray or other approved methods. 2)
Concrete temperature prior to placement not to exceed 85°F, plus a maximum tolerance of sop. Concrete above this maximum will be rejected. 3) Reduce concrete temperature at time of placement
to satisfy maximum allowable temperature by one or more of the following: ' a) Addition of cold water with a subsequent addition of cement to maintain proper water-cement ratio. Tanks
or trucks used for storing or transporting water to be insulated or painted white. Mechanical refrigeration may be used to reduce water temperatures. b) Addition of crushed, shaved,
or chipped ice directly into the mixer with a subsequenf addition of cement to maintain proper water-<ement ratio. Continue mixing until ice is completely melted. c) Other approved methods.
Placing Concrete in Water 1) Only when authoriZed, use concrete mix with minimum 6.5 sacks cement per cubic yard of concrete. 2) Porms, cofferdams, or caissons to be sufficiently tight
to prevent water current passing through space in which concrete is being deposited. 3) Pumping water not permitted during placing, nor until concrete has set for at least 3!' hours.
4) Place concrete With tremie, closed bottom-dump bucket, or other approved method to avoid free-fall through water. 5) Do not disturb concrete after depositing, and maintain horizontal
layers at all times. 6) Use watertight tube 10 inches or less in diameter for 􀁾and constructed so that bottom can be sealed and opened after 1,t is in place and fully charged with concrete.
7) Support tremie to allow easy movement horizontally to cover work area and vertically to control concrete flow. 8) Stop flow by lowering tremie. 9) Capacity of bottom-dwnp buckets
not less than 112 cubic yard. 10) Lower bucket or tremie gradually and carefully to rest upon concrete already placed and raise very slowly during upward travel, intent being to JllIIintliin
still water at point of d.iscluirge/and to avoid agitating mixture. . 11) Pour concrete continuously until work is completed. 82001-9/15 
Std. 10/14/91 l(. Placing Concrete on Ground or Seal Slabs 1) Place concrete in footings after depth and character of foundation is observed. 2) Place footing concrete upon seal slabs
after caissons, cofferdams, excavations, forms, etc. are free from water and seal surface cleaned. 3) Locate pumps or bailing equipment in sump outside of forms. 4) Immediately before
placing concrete, moisten subgrade to decrease absorption of moisture, if seal slab or waterproofing not required. 5) With prior authorization, side forms in dry excavation may be omitted.
6) Place column concrete monolithica11y unless otherwise provided. E. Curing Concrete 1. Keep forms tight against concrete, or remove and start curing operations. 2. Length of Curing
a. Cure concrete for 6 consecutive curing days. b. Cure high-early-strength concrete for 3 consecutive curing days. Co Cure bridge slabs and top slabs of direct traffic culverts for
10 consecutive curing days. 3. Definition of Curing Day a. "Curing Day" is any calendar day during which the temperature, taken in the shade away from artificial heat, is above 50°F
for at least 19 hours (on colder days, ifsatisfactory provisions are made, maintain the temperature at an surfaces of the concrete above 40°F for the entire 24-hour day). b. Required
curing period begins when an concrete therein has attained initial set. 4. Curing Methods a. Flat Concrete: Apply curing material as specified at the rate of 200 square feet per gallon
using a pump type spray. Apply aftei: concrete is set suffident to bear full weight of applicator. Immediately after application of curing material, re-wet concrete . using potable water
and spray or fog nozzle. Do not allow to puddle. b. Formed Concrete: Apply curing material as spedfied as soon as practical after removing forms, at a rate of 200 square feet per gallon.
c. Formed concrete that is to be rub-finished, apply curing material as specified as soon as rubbing is finished. , .. d. Formed or flat concrete that is to be painted or waterproofed
should be treated with curing material as spedfied as soon as possible after finishing and prior to application of paint or waterproofing material. . B2001 -10/15 
Std. 10/14/91 e. Grout and Grouted Areas: Apply curing material as specified to areas to receive grout prior to grout application and also apply a coat of curing material as specified
to the grout after application. F. Removal of Fonns and Fa1sework 1. Remove fonns from surface to receive rubbed finish when concrete has attained adequate strength to prevent damage,
and remove only as rapidly as rubbing operation progresses. 2. Re-wet wood fonns or form lining left in place longer than 24 hours as required to keep them moist. 3. Remove fonns and
fa1sework from portions of structures that do not require rubbed finish, after the following number of curing days. a. Fonns for fa1sework under slabs, beams, or girders -7 days. b.
Fotms for walls, columns and 􀁰􀁩􀁾-2 days. 4. U cold weather continues below 40°F, form and fa1sework may be removed at the end of a period of calendar days equal to twice the number
of curing days specified. G. Defective Work: Any defective work discovered after form removal to be repaired or replaced immediately at Contractor's expense. H. Conaete Surface Finish:
For concrete having no special finish indicated,remove ties, .fill holes, and remove fins and rough edges. Exposed conaete surfaces, other than floors, to have a rubbed finish except where noted on PLANS. 1. Monolithic Fmish a. Fmish
slabs, platfonns, and steps monolithically between joints. b. Set screeds prior to concrete placement, and make sufficiently rigid to withstand impact of concrete being placed. c. Tamp
concrete thoroughly to force coarse aggregate away from . surface of slab, then float to secure hard surface. d. Provide wood float finish, except use steel-trowel finish for building
and pump station floor slabs, and elsewhere as indicated on PLANS, unless otherwise directed. e. "Dusting" floor surfaces with dry material not permitted. f. Round edges at an expansion
joints with suitable jointing or e:dging tools. I. Exposed Aggregate Panels 1. Fonns for raised panels to be sandblasted may be removed on the day, following concrete placement (about
18 hours). Continue curing after . sandblasting. 2. Immediately after form removal, sandblast to a depth of from 318 inch to 5/8 inch. B2OO1 -11115 
Std. 10/14191 3. Protect smooth surfaces adjacent to sandblasted panels during sandblasting. 4. Coarse aggregate for raised panels range from Standard No.4 to 1-1/2-inch gradation. S.
Exposed aggregate sandblasted surfaces are to receive a coat of curing material as spedfied. PreparatoI)' work, application. and precautions in strict compliance with manufacturer's
recommendations. J. Rub-Finished Surfaces 1. General: Rub-finish exposed vertical and battered surfaces from 6 inches below ground surface or from 6 inches below normal water level to
top, except for small plinths and similar structures which extend less than 12 inches above finished grade. 2. Procedure a. Start rubbing operations when concrete has attained adequate
strength for form removal (about 18 hours after concrete placement). Continue curing afterwards. b. Do neceSS8I)' pointing as forms are removed. c. Remove forms only as rubbing progresses
in order to prevent rapid hardening of surface to be rubbed. d. After pointing has set, wet surface surface with brush and give first surface rubbing with No. 16 carborundum stone or
equal. e. Rub sufficiently to bring surface to paste and to produce smooth dense surface without irregularities. f. Add no cement to form surface paste. g. Spread or brush material,
which has been ground to paste, uniformly over surfaces and allow to take reset. h. Do not rub chamfered comers in first rubbing. L Complete first rubbing within 36 hours after completion
of concrete placement. j. For final acceptance, clean surfaces of structure and give final £iriish rubbing with No. 30 carborundum stone or equal. k. After rubbing, strip surfaces with
brush and allow mortar on surface to take reset; then wash surface with clean water. L Leave structure with clean, neat, and uniform appearing finish. m. Apply a coat of curing material
as spedfied.. Preparat0I)' work, application. and precautions in strict compliance with manufacturer's recommendations. 1<. Patching and Filling Holes .,1. Tie and Bolt Holes 􀀺􀁾􀀯􀀺􀀠a.
Fill holes holes with cement mortar to which has been added white cement so that patches will not appear darker than adjacent concrete surface. b. Use mortar as dJ:Y as possible and
pack into holes. B2001 • 12/15 
L Std. 10/14/91 c. Fill holes, entirely through concrete, with nonsluinking grout from inside structure with a pressure gun or other device that will force mortar through to outside
face. d. Strike off excess mortar £lush and finish surface to make filled holes as inconspicuous as possible. 2. Honeycomb and Minor Defects •• Patch. slight honeycomb and minor defects
in concrete with cement mortar mixed one part cement to two parts fine aggregate. Match. color of adjacent concrete. b. Repair area by cutting out unsatisfactory material by chipping
or other approved methods and replace with new concrete, sec:ureJ.y keyed and bonded to old concrete, and finish so as to make joints as inconspicuous as possible. Use stiff mixture
and thoroughly tamp into place. c. Use nonshrinking grout for large honeycomb and for hydraulic: structures with honeycomb suffident to cause leakage through concrete. Waterstops and
Waterproofing 1. Waterstops a. Secure each. edge of waterstop by tying with clean steel wire to reinforcing steel at intervals not to exceed one foot. b. Make waterstops continuous by
heat sealing at splices as recommended by manufacturer. Minimum requirements are as foUowa. 1) Only splicing of straight runs allowed in forms. Butt weld straight splices. 2) Fabricate
all other waterstop joints at centra1location on jobsite or by waterstop manufacturer. 3) Miter and weld splices in expansion joint waterstops at directional changes bulb to bulb. c.
Puncturing waterstops not allowed. 2. Waterproofing a. Apply approved primer, as recommended by manufacturer of membrane, to clean, dry surface at rate of not more than 250. square .
feet per gallon. and allow to dry to tack-free condition before applying membrane. b. Apply membrane within 12 hours of priming, or re-prime surface. c. Apply membrane vertically or
horizontally, wrinkle free, with a minimum of 2-1I2-incl\ overlaps and staggered. For horizontal . application. upper course to lap over lower course. ... d. Repair accidental damage
to membrane by spot application of material to damaged areas with minimum of 6-inch. overlap in all direc:t:i.ons. B2001 -13/15 
Std. 10/14191 e. Exercise special care to ensure protection of waterproofing membrane from damage during backfill operations. M. Grouting 1. Oarifier Slabs a. Prepare slab to receive
grout using concrete bonding agent in accordance with manufacturer's recommendation. b. Use grout mixture of one part portland cement and three parts sand by weight, with maximum 6-inch
slump. c. Slab receiving bonding agent to have a broom finish and be free of dirt, grease, and other foreign substances before placement of bonding agent. d. Placing Grout 1) Do not
deposit large quantities at one point. 2) Use clarifier mechanism operated by hand only for final screeding. 3) Do not allow grout to build. up in front of mechanism greater than 3 inches.
2. For Setting New Equipment a. Use nonshrink epoxy grout as specified in 2.01 F. b. Grouting Procedure 1) Oean surface to receive grout of laitance, grease, oU, organic matter, and
loose particles. 2} Blow out bolt holes. 3) Clip concrete to obtain fum bond. 4) Set grout forms true, level, tight, and well braced. 5) Assemble equipment to be grouted before grouting.
6) Oean baseplates and all items to be embedded and set in final position. 7) Shim equipment bases for easy removal of shims. 8) Moisten area to receive grout. 9) Do not mix more grout
than can be placed in 20 minutes. . 10) Place grout from one end or side only to avoid excessive air entrapment and to ensure good compaction. 11) Work and rod grout continuously while
it is being placed. 12) After grout has attained full strength, remove shims. 13) Replace grout damaged by shim removal with like material. 14) Steel trowel exposed grout, and protect
I!xposed area from dIying out rapidly. . 15) Do not stress items embedded in grout, and do not operate equipment for 36 hours after grout is placed. .. 3. Other Grouting a. For general
purposes, use mixture of one part portland cement and two parts sand by weight. B2001-14115 
Std. 10114191 b. If space to be grouted is 1 inch or less in thickness and cannot be tamp grouted, use a mixture of one part portland cement and one part sand by weight. c. If space
to be grouted is large, use original concrete mixture. d. For grout to be tamped, use stiff mixture produced by prolonged mixing. e. To obtain stiff grout, mix mortar using amount of
water required to thoroughly mix ingredients, then continue mixing without additional water until grout is stiff enough to be compacted by tamping when placed. f. For grouting blockouts
for embedded pipes and similar items, use nonshrinking grout as per 2.01 F. of this Item. N. Coal-Tar Epoxy Coating 1. When specified elsewhere, apply coal-tar epoxy coating. 2. Repair
all form tie holes, honeycomb, and other sutface defects prior to application of waterproofing. 3. Concrete sutfaces to be clean, free of scale, grease, on curing compounds, and all
other foreign material. Etch with muriatic add if necessary for proper cleaning. Flush muriatic add with with fresh water spray before the etched sutface drips to remove all salts. 4.
Apply two coats of coal-tar epoxy primer to 5 mils (dry) per coat. 5. Apply coal-tar epoxy with roller or airless sprayer without thinning. 6. Mix in quantities that can be applied within
1 hour from the time of mixing. 7. Apply two coats of coal-tar epoxy to 25 mils (dry) per coat. S. Storage and handling as per manufacturer's recommendations. 9. Protect treated surfaces
from temperatures below sooF until completely cured (48 hours minimum). O. Oeanup: Oean up area and remove excess material, dismantled forms and fa1sework, and debris during construction,
and clean area completely and . thoroughly after completion of the work herein described. '. 3.03 Measurement and Payment No separate payment for work performed under this Item. Include
cost of same in Contract price bid for work of which this is a component part. END OF ITEM " B2001 -15/15 
Std. 8/21191 ITEM No. B3001-REINFORCING SIEEL PARr 1 -GENERAL 1.01 Description A. Scope: Furnish and place reinforcing steel, deformed and smooth, chairs, ties, splicing devices, and
other reinforcing accessories required to complete work. B. Other related work as c:alled for on PLANS or specified elsewhere in this or other TEOiNICAL SPEClFICATIONS. 1.02 Quality
Asso.rance Conform with approved shop drawings and with AO Manual of Practice for Detailing Reinforced Concrete Structures. 1.03 Submittals A. Submit the following in accordance with
Contract Documents. 1. Product data for an materials used. 2. Shop drawings indicating location, placement, sizes, and bending. 3. When welding is required, furnish report of chemical
analysis, showing percentages of carbon, manganese, phosphorus, and sulphur. B. Certificate of CompIiaru:e: Submit certified copy of mill certificates of compIiaru:e with requirements
herein specified. C. Special Equipment: Submit information on mechanical splicing devices, couplers, and an other reinforcing accessories. 1.04 Prodnct DeUvery, Storage, and Handling
A. Deliver to jobsite free from dirt, loose scaIe and rust, paint, on, or other foreign material B. Store above surface of ground upon platforms, skids, or other supportS; and protect
from mechanical injury and surface deterioration caused by exposure to conditions producing rust or other damage. C. Handle so as not to sustain crimping, bending, or warping before
and durfug placement. B3001-1I4 
Std.. 8/21191 PAlIT 2 • PROoucrs 2.01 Materials A. General Requirements 1. Nominal. size, area, and theoretical weight in accordance with Table 1, AS'IM A615 supplementary requirement.
2. Bending a. Bend in shop, cold, true to shapes indicated on PLANS. b. Irregularities in bending are cause for rejection. c. Detail bars in accordance with AO 315. d. Inside diameter
of bar bends, in terms of nominal. bar diameter (d) of bar which is bent, in accordance with AO 315. 3. Fabrication tolerances in accordance with AO 315 except as necessary to satisfy
clearance requirements of paragraph 3.01 A.2. of this Item. 4. Splices a. Except where shown. not permitted without prior written approval. b. Not permitted in main reinforcement at
points ofmaximum stress, unless shown otherwise on PLANS. c. When not indicated on PLANS, but permitted with prior written approval, subject to the following: 1) Not larger than #8 bars.
2) Not permitted in bars 30 feet or less in length, except vertical. 3) Splices center to center not not less than 30 feet, and 􀁾individual bar length less than 10 feet. 4) .Maintain
specified concrete cover and tie bars together securely. 5) Stagger main bar splices in adjacent bars a minimum of two splice lengths. d. Lap Splices 1) Lap bars in accordance with table
shown on ·Concrete Standards· sheet or as indicated or noted on drawings. 2) Lap bars so that both bars will be in the same plane parallel with the nearest concrete surface. 3) All splices
to be full contact lap splices and securely tied together. e. Welded Splices 1) Procedures and electrodes as specified in AWS 01.4. 2) For bars No.6 and smaller, use lap weld splices
with fillet weld equal to one-half bar diameter on each side for 4 inches in length. 3) For bars No. 7 and larger, use butt weld splices in accordance with AWS 01.4. ; 4) Prepare ends
for butt welding in the field, and deliver bars of sufficient length to permit this practice. f. All splices, whether lap weld, mechanical, or coupler, to develop full, strength of bar.
. . 83001· · 2/4 
Std. 8121191 B. Reinforcing Steel 1. Deformed, conforming to ASTM A615 Grade 40 and Grade 60, as specified. 2. Welded wUe fabric conforming to ASTM Al85. 3. Cold drawn steel wire conforming
to ASTM A82. 4. Spiral reinforcement to be deformed bars conforming to ASTM A615, or smooth bars or wire conforming to AS'IM A82. S. Smooth dowels for expansion jOints, conforming to
ASTM A615 Grade 60. C. Epoxy: Unless otherwise specified or shown, the epoxy for grouting reinforcement into existing concrete to conform to Servidsed Epoxtite Binder as manufactured
by W. R. Grace & Co., Houston, Texas. PAIn' 3 -EXECUTION 3.01 Installation A. Place reinforcing steel in positions indicated on PLANS and approved shop drawings. 1. DImensions shown
are to centers of bars, unless otherwise noted. 2. Hold bars securely in place with tie wires and other approved means during placement of concrete. a. In plane of steel parallel to
nearest surface of concrete, bars not to vary from PLAN placement by more than one-twelfth of spacing between bars. b. hl plane of steel perpendicular to nearest surface of concrete,
bars not to vary from PLAN placement by more than 1/4-inch. 3. Looped wire bar ties ("pig tans") will be permitted for concrete pavement only. Do not use looped wire bar ties ('pig tans·)
for structural concrete. 4. Do not tad: weld reinforcing. S. Space steel required distance from forms or earth by approved galvaniZed metal spacers, metal spacers with plastic coated
tips, stainless steel spacers, plastic spacers, or approved precast mortar or concrete blocks:. a. For approval of plastic spacers, provide samples of plastic which show no indications
of deterioration after immersion in a 5 percent solution of sodium hydroxide for 120 hours. b. Cast precast block, maximum 2-112 inches square, to thickness required for proper reinforcement
clearance from forms, or seal slabs. 6. Use galvanized metal chairs to support all reinforcing steel. For pavement use plastic chairs as manufactured by Sheplers (or approved equal)
or metal chairs to support all reinforcing steel. Metal chairs need not be galvanized. Spacing for plastic or metal chairs to be 24-inch, center to center each way to support reinforcing
in concrete pavement. Metal chairs to be secured with wire to the reinforcing steel. B3OO1-3/4 
Sid. 8/21191 7. Use heavy bolster to support bottom layer of reinforcing in abutment caps, bent caps, and other beams. 8. In bridge deck slab, use two rows of supports for bottom layer
of reinforcing parallel to beams for each bay between beams. Use high chairs to support top layer. 9. Oean all mortar, mud, dirt, etc. from reinforcement before placing concrete. . 10.
Protect exposed steel from con'Osion or other damage. 11. Correct placement of steel to be ve:rified by Contractor before concrete is placed. 12. Provide adequate support for reinforcement
extending out of formwork to ensure proper alignment. 13. T1e reinforcing steel for all struch1ra1 slabs at all intersedions, except where spacing is less than one foot in each direction.
alternate intersections only need to be tied. T1e reinforcing steel in concrete < pavement at a minimum of alternate intersedions. 14. For reinforcing steel cages for other st:IUctural
members, tie steel at enough intersec:tions to provide a rigid cage of steel B. Grout reinforcing steel into existing concrete when indicated on PLANS. . 1. Holes to receive reinforcement
may be wet or dry cIriD.ed using rotating machines only. 2. Drill holes within 114 inch of the location shown on PLANS. 3. Flush wet cIriD.ed holes with clean water to remove residue
and blow out using on-free compressed air. 4. Blowout dry drnled holes with oil-Cree compressed. air. 5. Oean oil-contaminated hole using appropriate solvents and bottle brush • . Solvents
to be flushed and hole blown out with on-Cree compressed air. 6. Bac:k6l1 over-dri1led holes with epoxy grout. 7. . Reinforcement grouted in place to be Cree of contaminants. Use the
. appropriate solvents and wire brushing to remove contaminants. 8. Provide adequate support for reinforcement to ensure alignment and ' maintain Ieinforcement in the center of the drnled
hole. A. No separate measurement and payment for work performed under this Item, except as indicated below. Include cost of same in Contract price bid for work of which this is a component
part. B. Measure "Extra Reinforcing Steel,· when approved by Engineer, by pound of c:alcuIated weight of steel actually placed. Pay for ·Extra Reinforcing Steel' at Contract unit price
bid per pound of ·Extra Reinforcing Steel· placed ••. END OF ITEM 
APPENDIX GEOTECHNICAL INVESTIGATION 
lEImA-MAR Consulting Engfneers _ Geotechnlcale EnvIronmental. Construction Materials Testing DALLAS. FORT WORTH. HOUSTON September 23, 1993 Report No. DE93..()43 Turner, Collie & Braden,
Inc. 5710 LBJ Freeway, Suite 370 Dallas, Texas 75240 ATTN: Mr. Laird Ellis, P.E. Project Manager GEOTECHNICAL INVESTIGATION FARMERS BRANCH CREEK CHANNEL IMPROVEMENTS FARMERS BRANCH,
TEXAS Gentlemen: Submitted herewith are the results of the geotechnical investigation performed at the· above referenced site. The investigation was performed in accordance with our
letter dated September 9, 1993. This investigation was authorized by Mr. Laird Ellis on September to, 1993. This report describes the material, both soil and rock. forming the creek
bed along the proposed section of Farmers Branch Creek. Proiect Description The project consists of the lining of an approximate 500 foot length of Farmers Branch Creek with reinforced
concrete. It is our understanding that the existing creek section will be trimmed! reshaped to a trapezoidal section with a bottom width of about 20 feet and sloped sides about 't to
8 feet in height. Shallow excavations up to two (2) feet below . the existing creek bed are anticipated to maintain a mild downstream gradient. This investigation was performed to determine
the t}»e of soils and rock to be encountered in . , the shallow excavations performed below the existing creek bed. . Investigation and Results The purpose of this investigation was
to divide the proposed section of the creek into SUbsections based on the material exposed along the creek bed. In areas where alluvial soils were 􀁾􀁤along the creek bed, a probe was
used to determine the depth to rock if present wtthin a three foot depth. Swiss Hammer tests were also performed to evaluate the approximate compressive strength of the rock encountered.
. 'i An overview of the 􀁥􀁸􀁩􀁳􀁴􀁩􀁮􀁾􀀠creek along the proposed section is presented in Figure 1. It is understood that elevations along the creek bed decrease from about EI 543.15
at Station 8+50 to about El 542.77 at Station 3+50 as shown on the plan of the. proposed section of Farmers Branch Creek provided by Turner, Collie and Braden. The plan shows creek bed
elevations of EI 545.68 at Station 5+68. Bottom width of the existing 267'9 t,ombardy. DaUas. Te)ut. 1S220 Phone: 􀀲􀀱􀀴􀂷􀀳􀁓􀀲􀁾􀁂􀀳􀁓􀁚􀀠
creek channel gradually narrows from about forty five (45) feet at Station 8+50 to about fifteen (15) feet at Station 3+50 with larger widths measured on the upstream side. The depth
of water in the creek ranged from a few inches to about thirty (30) inches at the time of this investigation. The proposed section of the creek may be divided into two general subsections
based on a visual examination and scattered probings of materials exposed along the creek bed, as shown in Figure 2. The creek consists of water bearing alluvial soils exposed along
the creek bed from approximately Station 3+50 to Station 6+80. The alluvial soils on the creek bed generally consist of sandy gravel and cobble with varying amounts of silt and clay.
Soft gray sandy clay layers were encountered in probings near the left creek bank. Numerous shale and limestone cobbles (between 3 and 8-inch size) and boulders (greater than 8-inch
size) were also noted on the creek bed along the proposed section. Hard limestone boulders larger than 3 3 foot square and 2 foot thick were observed. Swiss Hammer tests performed on
limestone boulders exposed above the water surface indicated compressive strengths of about 4,000 to 6,000 pounds per square inch. It should be recognized that the water bearing alluvial
soils are very pervious and will require dewatering prior to beginning excavation. The groundwater level should be maintained at least one to two feet below the excavation base in areas
underlain by the water bearing alluvial soils. Soil probings were performed below the creek bed to determine the depth to refusal in hard unpenetrable material if present within a three
(3) foot probing depth. The approximate locations of soil probings performed along the proposed section of the creek are shown in Figure 1. The results of the 􀁰􀁲􀁯􀁢􀁩􀁮􀁾􀀬􀀠summarized
on Table One, indicate that hard unpenetrable material (shale formation or a large hard shale! lirriestone boulder) is present at the probing locations at depths ranging from 0.5 to
1.7 feet below the existing creek bed between Stations 3+50 to 6+80. The dark gray 􀁅􀁡􀁾􀁬􀁥􀀠Ford Shale Formation is exposed along the creek bed from approximately Station 6+80 to
Station 8+50. The exposed shale formation is moderately hard. At the time of this investigation, the shale bedrock was at least 12 inches below the water surface. Swiss Hammer tests
can not be performed under. submerged conditions. However, a three (3) inch thick shale sample was obtained from the creek bottom. Swiss Hammer tests performed on this sample indicated
a compressive strength of less than 1,500 pounds per square inch. Shale and limestone boulders are also present along the creek bed within this channel section. Conclusions The variation
in the shale depth along the channel section is due to previous creek .: erosion and subsequent deposition of the alluvial deposits. Erosion effects are typically : most severe along
a meanderinj?; section of a creek (near a bend) where creek flow velocities are the largest. As indicated on Figure 2, the alluvial deposits begin :at Station 6+80 where the creek begins
to bend (J:\DE\REPT·93\NHS-ROO9) 􀀧􀁅􀁒􀁒􀁁􀁾􀁾􀀠􀀽􀀽􀀽􀀽􀀽􀀽􀀽􀀽􀀽􀀽􀀽􀀽􀀽􀀽􀀽􀀽􀀽􀀽􀀽􀀽􀀽􀀽􀀽􀀽􀁾􀀠
I i . , Limitations This study was conducted for the exclusive use of Turner, Collie and Braden, Inc. The reproduction of this report or any part thereof, in plans or other documents
supplied to persons other than the owner, should bear language indicating that the information contained therein is for general design purposes only. All contractors referring to this
geotechnical report should draw their own conclusions for 􀁢􀁩􀁤􀁤􀁩􀁮􀁾􀀠purposes. We appreciate the opportunity to assist on this project. Please do not hesrtate to call if you have
any questions or if we can be of further assistance. Sincerely, TERRA-MAR, INC. 􀁾􀁊􀁃􀀫-.3-..---/'Ne.I.T. Mark J. 􀁾􀁯􀁷􀀬P.E. Staff Engineer Vice President Copies Submitted: (3) Turner,
COllie & Braden, Inc. Mr. Laird Ellis, P..E. !: (J:\DE REPT·93\NHS-ROO9) 
TABLE ONE PROBING SUMMARY Probing Depth to Refusal in Hard Location** Unpenetrable Material (ft)* pol 1.7 P-2 0.5 P-3 1.5 P-4 Below 3.0 P-5 1.0 P-6 Below 3.0 P-7 0.7 P-8 Below 3.0 P-9
1.0 P-lO Below 3.0 * Depth measured from existing creek bed. Hard unpenetrable material· encountered in probings could either be the shale formation or a large hard shale/limestone boulder.
The material encountered in the probings consisted of sandy gravel, cobble, silt and clay. Large boulders are also present along the creek bed. ** Probings between Stations 3+50 and
6+80. Moderately hard dark gray shale exposed in creek bed between Stations 6+80 and 8+50. (J:\DE\REPT-93\NHS-ROO9) 4 II 􀁉􀁅􀁒􀁡􀁁􀀭􀁾􀀽􀀽􀀽􀀽􀀽􀀽􀀽􀀽􀀽􀀽􀀽􀀽􀀽􀀽􀀽􀀽􀀽􀀽􀀽􀀽􀁾􀀽􀀽􀁾􀀠
􀁾􀀮􀀬􀀮􀀮􀁉􀀠two Sf,,"Y RESIO'.CE 􀁾􀀠--J l rno STORY '(SIO'NC( 􀁾􀀠􀁌􀀬􀁾􀀢􀀠Hl.U !I'.,x; 1l'.,...􀁾􀀤􀁬􀁓􀁉􀀬􀀶􀁴􀀠fl;.X CJ• Mun w !l61._S !o&\.U " !>6:t.,u lI; 􀁾􀀢􀀡􀁯􀁳􀀠􀀤􀁬􀁾􀀠""','
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fil!OC« 􀀼􀂷􀀨􀁉􀁉􀀼􀀧􀀩􀁾􀁴􀀮􀁬􀁡'"" P,9 . "" $/fQES'!1t S P-10 >: "50,31$ 􀀮􀁾􀁓􀁉􀁾􀀠n ".it'%.. 􀁾􀀡􀁩􀁮􀁮􀀠"<)t$U." .... 􀀵􀁾􀀮􀀶􀀱􀀠 "" ",. >I; 􀁾􀀡􀁉􀁏􀀮􀀢􀀠" 0 60'" ""I FEET Proposed
.." II OVERVIEW:3 NOTB: Se;e; Table One LI!GEND for l)robing refusal depth􀁾􀀠in 􀁕􀁾􀁾􀀮􀁄􀀮􀁥􀁬􀁲􀁡􀁢􀁬􀁥􀀠material. DE93·043 " I $ Location of Probiog,sttl NORTH-􀁉􀁾􀀠FIGURB 1 120

• • """ .,""" .("OCNC( two STORY .("O(IIC[II I 􀀬􀁬􀁾􀁾􀀠Io ,WO 'STORY RESiDENCE \ '" ,t>,-, 0·· ... .1-"'".' I:iI 􀀬􀀻􀁾􀀠I ..• /􀀺􀀺􀀺􀀺􀀺􀀺􀀺􀁾􀁾􀀠<' CA4I!w< ...1otI. .'." /..:. .:;::,
LEGEND • ."'" '''' SHALE Porouuion 􀁾􀀠FUr Creek exposed along creek bed Water beating undy ORA VEL. 􀁾􀀠." .cobbio, .bale .& limestone fragmenu BXPOSED MA TERJALS Ci :& boulders observed
along creek beet c: See Table One for probing refu!al depths. :>:J DE93-043 ttl NORTH FIGURE 2 "'" TERRA-MAR.