HomeMy WebLinkAboutResolution - 3397 - CO#2 To Project - FRU-CON - 21 Megawatt Cogeneration Unit, TTU - 06_14_1990DGV:dw
RESOLUTION
Resolution #3 97
June 14, 1990
Item #30
zc
BE IT RESOLVED BY THE CITY COUNCIL OF THE CITY OF LUBBOCK:
THAT the Mayor of the City of Lubbock BE and is hereby authorized and
directed to execute for and on behalf of the City of Lubbock a Change Order
No. 2 to Bid No. 9905 for construction of a 21 Megawatt Cogeneration Unit at
Texas Tech University, attached herewith, which shall be spread upon the
minutes of the Council and as spread upon the minutes of this Council shall
constitute and be a part of this Resolution as if fully copied herein in
detail.
Passed by the City Council this
14th day of June 1990.
B. C. McMINN, MAYOR
e boya, Lity secretary
APPROVED AS TO CONTENT:
e
Carro c ona ~ , Assistant City
Manager
APPROVED AS TO FORM:
a G. n iVer, First A§sist4nt
City Attorney
P MJ 7
CHANGE ORDER NO. 2 TO BID NO. 9905
21 MEGAWATT COGENERATION PROJECT
TO: FRU-CON Construction Corp.
15933 Clayton Road -West
Ballwin, MO. 63011
Gentlemen:
WHEREAS, it is desirable to make changes in the contract for this
project, being namely the following:
Provide a grounding reactor, ground relays and metering changes on the
Stewart and Stevenson unit.
WHEREAS, expend resources to complete engineering, procurement and
preparations for installation.
The contract amount will be increased $33,914.18 resulting in a new
contract amount of $14,889,567.18.
THIS AGREEMENT WITNESSETH: The Owner and the Contractor agree to the
change shown herein. The Contractor agrees to proceed with expedited
fabrication of the equipment in accordance with the plans and specifications.
Furthermore, the parties agree that the original contract between the Owner
and the Contractor shall be modified to the extent herein indicated.
IN WITNESS WHEREOF, the Owner and the Contractor have hereto set their
hands this 14th day of June , 1990.
FRU-CON Construction Corp.
(Contractor)
By: Title: Title: President and CEO , '� L .
Man red upp
CITY OF LUBBOCK
(ow
B.C. McMinn, MAYOR Ralknette Boyd,City Secretary
RECOMMENDED FOR APPROVAL: PROVED AS TOz 4z' J2/
IL12 /' �
FORM-
Carroll McDonald, Director of nald G. Vandiver, First
Electric Utilities Assistant City Attorney
Page 2
Update Stewart and Stevenson 0 & M Manuals
Stewart and Stevenson Technical Supervision of the installation
The system will be ready for final installation of the equipment when the
reactor arrives on the jobsite. Due to the long delivery of the reactor,
which is presently quoted as 16 weeks, Fru-Con will not have manpower on
the jobsite at the delivery time. It will be the responsibility of L P
& L to install the equipment.
The total price for the above listed equipment and labor is $33,914.18.
Sincerely,
Fru-Con Constructi Corp.
rr ada
Project Manager
JJCJjl
CC: File
WEW
NW
9 3� �7
F7M
FRU-CON
May 31, 1990
15933 Clayton Road
P. O. Box 100
Ballwin, Missouri 63022-0100
314/391-6700
FAX: 314/391-4513
Lubbock Power & Light
P. 0. Box 2000
Lubbock, TX 79457
ATTENTION: Mr. Jay Wadsworth
SUBJECT: Change Order Number 2
Neutral Grounding Modification
21 MW Cogeneration Project
Dear Mr. Wadsworth:
Local Address
P. 0. Box 4340
Lubbock, TX 79409
(806) 747-7440
Pursuant to your request for pricing on the Neutral Grounding Fru-Con
offers the following:
Material furnished:
DEVICE OLD P/N REPLACEMENT P/N MANUF
Wattmeter
103-22A
103-25A
Yokogawa
Watt hourmeter
70OX63G1
70OX66G1
G. E.
Varmeter
103-28A
103-29B
Yokogawa
Watt Xducer
X631K5PA7-24
KL31K52 1/2 PA7-24
Scientific
Columbus
Ground Relay
121AVIDIA
1AC53A803A
G. E.
Current Xformer
N/A
JKM-5 (631X19)
G. E.
Reactor
N/A
TBD
TBD
.4 ohm @ 60 HZ
300A continuous
7000A for 10 sec.
Enclosure
N/A
TBD
TBD
Conduit and Wiring from Generator Neutral Cubicle to Reactor
Underground Conduit and Wiring from Reactor to Generator Breaker
Concrete Pad for Reactor Mounting
Update Stewart and Stevenson Engineering Drawings
FRU-CON CONSTRUCTION CORPORATION • FRU-CON ENGINEERING, INC.
ST. LOUIS, MISSOURI
F -�3 1
CITY OF LUBBOCh;
1-1EMi i
10: Jay Wadsworth — LPRL Product ion
FROM: Wayne Hicks — LP&L Engineering
? IDiECT: Cogen Neutral Grounding
DATE: February 9,1990
In the process of looking into the generator breaker cable
installation job we discovered that the PRI plans did not
indicate a neutral conductor size between the generator and
generator breaker. This led to a closer examination of the
generator neutral grounding scheme. After some study and
discussion of this grounding scheme, we feel that there may be
sorne potential problems. We think that the contractor, en.3ineers
and equipment suppliers should be contacted for their opinions on
this matter.
It is our• understanding the neutral grr.,undin3 transformer
r epresents a high impedance grounding schernh. Paragraph 5-i4!
Appendix "A" of the contract documents requires that this
grounding transformer be sized to limit the ground ;'arrlt current
to 5 amperes. 0{_!r concern is whether this grounding scheme is a
r='roper- selection for this Particular project. In this Project the
generator is connected to a 12.5K�? distribution bits that f� E_'.ds
campus distribution loads and Possibly off —campus distribution
loads. These lords are not necessarily balanced three loads. In
t'at_t it would not be unusual to see unbalanced transformer
:Lrrrent'_ in e .cess o 100 amperes. We aisr_I thin}:: jhat this
nbaIance a current rrlust f iow in the sYsterrl ne'_!tr'al I= th'
•enerator is connectedi Sys,: .., ?1 ' .-� the Lr'Ul.. trans on .?m, I �iis
1l;b:41-in CI'd cir'r'ient f low f.)nIy -1n thr'o`_lnde�d rl IJtf'3: 1) o!
:►: 3rl'='or•rner'. 1? 1. fe `ieflr-!r•attor attk3w rtioi'
r'
t'+ls fl i'llt'' _�l c:Lrr'Ierlt I.lj 1 tilt. ;rou1)din'-7 t r' 4'1s
1i of"ri; i,= ? j ri, _r :a k,! ,
s;nce if. is only rated a _ to 4 ampere;'' i* the g,,nerato
=xktemF'ts to del iver' a port ion of this neutral current wi 1 1 the.
chit be tripped off 1 fine. by the 59G r•r:?ay �-- onnectes� to the
�r'ounding tr•ansf�ormcr'�-' Wthq-t I,1fI,.11 '-1 11 if the generator ilc'1'::
bl, en isl:{nded from the rest of tha LPZRL system and i& atte:i;ptin
to carry this unbalanced distribution system load,'
Let me, know iT You need any other information in order to
C'reSent these questions to the contractor-
GUG 104 3GL5k j
V 3397
. vie `a� •k
February 21, 1990
STEWAFIT & STEVENSONSERVICES, K.
Q
US TURBINE PIROCUCTS DIVISION
��iRX: °16'�l31 D 261� CPa�3 �#�U FAY• ;�31 d34�7534
Fru-can Construction Corp.
15933 Clayton Road
Ballwin bin. 63011
Ittentions Mr. 76rry casaad
Refercarice a LWbboot Povar & Light C6CQnaration pro j act
sub j ectl T-113.ree wire ve , Fogg wira system
bear Hr. Casa►daa.,
e have reviewed t AL memo dated February 9th regarding
noa- 1 grounding and, have th* following cozzontst
as long as tha genitor is cormactad to the utility l.iney th*
utility transformar will provide a neutral for the load and it
will not natter to t+6 ganarator whether the bead is b&la9ncad er
not. (Tbe utility transftmar will maintain an almost constant
val taga from 1.4-no tb neutral as will the gsn4xatar. T-ho ground
t-ransf vill only eea the alight difforcanca batw;a tha tvo
neutral point a) Without tho utility transformer ccmactad,, fiho
lime to a*ut-xa,l voltag of th load wild, be depandant to the
amount of line to n*utral load itselto if there is no 14M* to
utral brad, evqm Dough the g for may aea an aaianc,%el
load, there w-culd be no voltage devftloF . aeross the grc d
tr�Lnaformar. )!1c aver, it there is some line to neutral lead,
only a slight unbalance -4-n the load will cause currant to flow
through Me qroundtnq t 4insfo nar causing a trip of the gemisrator
bre Xer.
The avuilabla option at thin tiza are:
r . install tha e4uipment au is, rsalixitq tha lixznations
listed ar<bavo.
2. Add ,: tranjstor=a�- to the spatem to ravido emit transfor ar
opezution. Thies would moan ley to the moat expensive
option, since it would also rtgvire additional breakers and
pr+oteative rtla3ying.
FAMOUS FOR 89RVICE AROUND THi WORLD
VENT 3Y1FFRU-C N 2-24-9G :14A(ri 13143914513i
02 2i/90 10:00 V111 �ws T$!O s A S/TL etn
on Construction Corp.
dr. tarry casada
Yabruasy.21, 1990
Page a of 2
805 762 3623;#i 4
QUUj/UU4
f� 33 f 7
. convfi tLng Me Vancrator connecti ba from thr46 wire to four
vire would probably �)a the goat logical approach. Row*var,
this too has 1ixitations.
a: The low zero Oogizance ix;e4arma of the ac for will
r6cpAirs a addition of an inductor i n � nautrai to
limit the qrc=d fault current.
B. The ground datection will Nava to be modifiad to
rant Sensing instoad ofvoltage soss:ing. It will be
sus!:*qtib1v to tripping on ur1ba1anaed line to neutral
10ads thcugb. 3t wLI1 not allays tha line tc n*Utrai
voltage to vat -as =Ui.
Vo since the watt--ttsr, va.moter and watt transAuaAr have
all baaer. providod for a three wins syst , thQra
devices will need to he changed to attain accuracy on
ual alanced. loa . To accc=plish thle, an additional
potaritial t-ansfc will have to be addad and if i.tos
not fsamlble to add it into the awitchgear, then thres+
will have t4 be addod along with an anclosuro Im which
to maunt them.
w. she ge at� ernot ;pmr=ao*A for four virA :vice.
As a r ult the Flo t of third harmanie zay bf
excessive.
a. The protective relaying may need to btc obangod in order
t4 provide props. protection.
a will � ��t AU this infer. tiora On to LP&1, for
evaluation.
P1 as lat ass know sherd you bav oa any quastions .
Si Sly,
oit
era jj +act Mnz�$g�
ca:pld
cc: Al Jenak .
Jfm weaver
Virgil SUBOUnu
CS9052.01 26319001
AN
1NkFELL%
(j
March 15, 1990
E&iQ-192
City of Lubbock
P.O. Box 2000
Lubbock, TX 79457
Attention: Jay Wadsworth,
oukilaut, i OCUI&
Dear Mr. Wadsworth:
After reviewing the City of Lubbock memo, dated February 9, 1990, the
Stewart & Stevenson Services, Inc. letter dated February 21, 1990, and
further telephone conversations with Mayne hicks, LP&L Englneedng and
Cary Holt and Al Janak of Stewart & Stevenson, we have determined the
following: The available options listed in the Stewart & Stevenson letter are
all viable options. However, of the three options listed it is our opinion that the
third option would be the most cost effective approach. It is our understanding
that this third option would be a field modification entailing Installation of a
grounding reactor, ground relaying changes and metering changes.
If you have any questions or you would like to discuss this further, please
don't hesitate to Contact me,
ncereiy,
Jack E. Flower
Project Engineer
JEF/bmj
5000 EXECUTIVE PARKWAY . POST OFFICE: BOX 5013 - 5AN RAMON, CALIFORNIA 94583
MAIN NUMBER: (4)5) 275.4500 FA-( NUMBERS (415) 275-4521
SOUTHWESTERN LASORATOR:ES
y
of cut and fill at a location where the relatively weaker
brown and tan clays occur in the berm foundation (Boring
B-5). Section B is located near the southeast corner
(Figure 3) where the maximum embankment section occurs
near Boring B-16.
is
The stability analyses were performed using a
computer -aided procedure based on the Simplified Bishop
Method of Slices or SP encer's Method for assumed circular
,4
arc failure surfaces. For the long-term (effective
stress) analyses, it was assumed that the liner is fully
effective and that only limited seepage through the upper
portions of the liner would develop during the four -month
-.=
period with water levels above the lower operating
elevation. It was assumed that the liner will be
sufficiently impervious to prevent saturation of the
underlying slopes which could result in development of a
steady seepage condition through the berm section or
E
buildup of pore pressures beneath the liner during
drawdown of the reservoir.
i.s
Section A - Results of stability analyses for 3H:1V
interior slopes at Section A are shown in Figure 6.
Total stress shear strength parameters were used for the
end -of -construction condition. Effective stress
SOUTHWESTERN LAGOAATORIES
SOUTHWESTERN LABORATORIES
parameters were used for the anticipated long-term
conditions. These shear strength parameters are based on
laboratory test results and soil classifications.
The 3H:1V interior slope height at this section is 35
feet, considering both the fill and cut heights. A
minimum end -of -construction safety factor of 2.0 was
obtained. This exceeds the typically -recommended minimum
value of 1.3 for this condition. A minimum long-term
safety factor of 1.6 was obtained which exceeds the
typically -recommended value of 1.5 for this condition.
The 4H:1V exterior slope at this section is approximately
24 feet in height. Since this height is considerably
less than the interior height and since the exterior
slopes are flatter, the factors of safety for the
exterior slopes would exceed the desired minimum values,
as based on the results of the calculations for the
interior slope.
section S - Results of stability analyses for the 3H:1V
interior slope at Section H are shown in Figure 7. A
minimum end -of -construction safety factor of 1.9 and a
minimum long-term safety factor of 1.8 were obtained,
which are both considered to be acceptable. Since the
SOUTHWESTERN LABORATORIES
SOUTHWESTERN LABORATORIES
1
interior and exterior slope heights are similar at this
section, the corresponding minimum safety factors would
be greater for the flatter 4H:1V exterior slope than for
the interior slope, and therefore, stability calculations
were again not performed for the exterior slope.
3.3.3 Estimated Berm Settlements
The magnitudes of settlements at various points along the
berm will depend on a combination of berm height and
compressibility of foundation soils, among other
factors. Total crest settlements on the order of 2 to 8
inches are estimated along the centerline of the proposed
berm. Settlements at the toe of the berm are estimated
to range from less than one inch up to 1.5 inches. The
larger settlements are anticipated to occur in the
vicinity of Borings B-8 and B-9. The smallest
settlements are anticipated to occur in the vicinity of
Borings B-1 and B-2.
Due to the granular nature of many of the soils and the
relatively low plasticity -index of the cohesive soils, it
is roughly estimated that 40 to 60 percent of the total
settlements will occur during the construction period.
It is further roughly estimated that 80 to 90 percent of
the total settlements will occur within the first one to
two years following berm construction.
SOUTHWESTERN LABORATORIES
_ SOUTHWESTERN LABORATORIES5.
3.4 Reservoir Lining and Slope Protection
Because of the nature of the stored effluent, the
proximity of the site over the Ogallala aquifer, and the
relative permeability of the foundation soils, an
impervious liner appears warranted to reduce exfiltration
from the reservoir. Several types of liner approaches
could be considered including well -compacted clays,
soil-bentonite, soil -cement, synthetic materials, or
combinations of these. SwL understands that the liner
should provide a performance equivalent to a one -foot
thick layer of material with a permeability of lx10-7
centimeters per second or less.
it is conceivable that the on -site brown and tan sandy
clays (classified as CL) found in Borings B-5, B-6, B-7,
B-8, B-9 and B-10 could be used as a liner material.
However, these clays locally contained calcium carbonate
nodules and significant carbonate percentages
P
(caliche-like materials) which could leach with time
�f
thereby increasing the permeability of the liner in the
j
long-term. The carbonate cementing may require special
sorting and processing of the clays for use as a liner
4�
material. In addition, the exposed portions of the liner
could dry and crack which would also tend to increase the
permeability unless a sufficient protective cover is
provided. Further laboratory testing of these clays
1
..
SOUTHWESTERN LABORATORIES
i
SOUTHWESTERN LABORATORIES
including carbonate contents and long-term permeability
tests to allow for soil pore volume exchanges using the
treated wastewater as the permeant could aid in the
further evaluation of these clays.
The use of a soil-bentonite mixture as a liner could also
be considered to reduce exfiltration. one laboratory
permeability test using a sample of the surficial cover
sands mixed and compacted with 4 percent bentonite (dry
soil weight basis) resulted in a permeability of
l.lxl0-7 centimeters per second using laboratory tap
water as the permeant. (It is noted that some bentonite
suppliers calculate bentonite content as a percentage of
moist soil weight rather than dry soil weight.)
The soil-bentonite liner should have a minimum compacted
thickness of at least 12 inches, placed in at least two
compacted lifts. The sail-bentonite mixture should be
thoroughly mixed with suitable soils and compacted to a
minimum dry density of at least 95 percent of the
Standard Proctor maximum dry density (AS'TM D 698) near or
above the optimum moisture content. If the on -site cover
sands are used in this liner, the sand should be
completely broken down to its basic particle sizes prior
to mixing with bentonite by a suitable process
SOUTHWESTERN LABORATORIES
SOUTHWESTERN LABORATORIES
procedure. Cover sands that contain significant
carbonate percentages (more than 5 percent soluble in
dilute HC1) should not be used in the soil-bentonite
liner.
The bentonite used in the liner should consist of a
premium -grade natural material compatible with the
anticipated service conditions as evaluated by the
supplier, special long-term permeability testing using
the wastewater as the permeant, or a combination of
these. The design bentonite content should also be
consistent with the service requirements. The selected
bentonite content should include some provision for
possible liner deterioration due to drying or cracking.
A cover layer of compacted soil should be placed over the
top of the liner and provision should be made to prevent
the liner from drying following construction and during
service. Construction quality control testing for liner
construction will be discussed further in Subsection
3.6.3.
Synthetic liners could also be considered for liner
design. High -density polyethylene (HDPE) or polyvinyl
chloride (PVC) materials are regarded as possible
candidates for use as a synthetic liner. Either of these
IE
J
F._
MUTHW ESTERN LABOAATCAIES
SOUTHWESTERN LAgORATORtES
liners would need to be protected by an earth cover for
anticipated service conditions. Further assistance in
the design of a synthetic liner section can be provided
on request.
With regard to slope protection, the use of a soil -cement
mixture appears to be the most favorable approach. This
soil. -cement might also be considered for use as a liner
material. However, it is anticipated that the
soil -cement would be more permeable than soil-bentonite
and would also be susceptible to cracking or drying.
According to available published information (Ref. 8),
medium to fine salty sands with about 20 to 40 percent
,fines (non -plastic to slightly plastic) exhibit generally
favorable required cement contents. The range of
grain -size distribution curves for the on -site cover
sands obtained from the laboratory test results is shown
in Figure 8. Plasticity indexes for these sands ranged
from 5 to 14. Based on tests completed, it generally
appears that the on -site cover sands will be suitable for
use in soil cement. However, one of the two organic
impurities tests (ASTM C 40) showed a darker -colored
supernatant liquid, which is considered to be a possible
indicator of the presence of injurious organic
compounds. Further tests are indicated by this finding.
;OUTHWESTERN LASORATOMES
SOUTHWESTERN LABORAMRt£S
Some sorting of deleterious organic or possibly "poorly
reacting" materials, materials with high carbonate
contents (such as caliche nodules, concretions, or chalky
calcareous materials such as found near Boring B-15 from
0-4.5 feet depth), or materials with plastic fines (such
as found in Boring B-12 from 0-3 feet depth and Boring
B-16, 0-3 feet depth) should be anticipated during
construction as determined by visual inspection and
further testing of the materials at that time.
At the time of this writing, a cement content in the
range of 7 to 11 percent is estimated for the on -site
cover sands, sorted as described above.
Preliminary requirements for soil -cement sands are
summarized as follows:
1. free of organic or other deleterious materials
2. at least 90 percent passing the No. 16 sieve.
3. Plasticity index not greater than to
4. not more than 25 percent carbonates (soluble in
dilute HCl) for slope protection.
Additional testing will be required to evaluate the
cement content for soil -cement, permeability, strength,
and durability properties (wet -dry, freeze -thaw).
LABORATORIES
SOUTHWESTERN LABORATORIES
In our experience, the proposed minimum thickness of 2
feet, as measured normal to the slope, should be adequate
for soil -cement used as slope protection. This minimum
thickness should be verified with respect to its adequacy
to perform as a pavement section if heavy equipment
traffic is anticipated for maintenance or sludge cleanout
operations.
The berm crest and exposed slopes above the liner limits
should also be suitably protected and maintained to
minimize erosion. Grassed slopes could be considered but
would require irrigation, mowing, and related
maintenance. A loamy soil cover layer, possibly
consisting of the tan and brown sandy clays with
fertilizers may aid in support of grassed covers.
The use of compacted caliche materials, preferably with a
conspicuous gravel content, could also be considered for
slope protection. Preferably, these should meet Texas
Highway Department (THD) Standard Specifications for
roadway flexible base materials, Type F, Grade 2. Some
of the on -site caliche materials may be suitable for this
purpose.
The use of imported rip -rap or rock slope protection
could also be considered. Rip -rap normally implies the
SOUTHWESTERN LABORATORIES
SOUTHWESTERN LABORATORIES
use of a durable rock material, such as limestone, which
may be relatively costly. Rock slope protection could
consist of less durable imported, but possibly locally
available, stone materials that do not meet normal
rip -rap standards. For Light -duty slope protection
applications, such material could consist of a
poorly -graded angular stone, maximum size 2 to 4 inches,
with a small soil content to discourage growth of
vegetation. Maintenance of this type of slope protection
should be anticipated.
3.5 Seismic Design Considerations
According to the Seismic Zone Map included in the Uniform
Building Code (Ref. 9), the project is located within
Zone 0, the zone of least anticipated seismic ground
motions. Although no seismic zone factor is included for
Zone 0 for obtaining the design base shear in the Uniform
Building Code,- we recommend the use of a seismic zone
factor equal to 0.05. The typical site soil profile
consists of dense granular to hard cohesive soils to a
depth of 100 to 150 feet. A site coefficient factor of
1.0 is indicated for this soil profile.
3.6 Construction Recommendations
Recommended construction procedures are discussed in the
following paragraphs.
SOUTHWESTERN LABORATORIES
SOUTHVYESTEAN LA80RATORIES
3.6.1 Material Excavation
In general, it is anticipated that a large percentage of
the materials within the reservoir limits can be
excavated and handled using conventional earthmoving
equipment and methods. However, the deeper excavations
and trench excavations could encounter cemented caliche
zones that may exhibit rock -like characteristics. In
open areas, these conditions may indicate the need for
pre -loosening with a single -tooth ripper attached to a
large dozer. In trenches, a large backhoe equipped with
a rock bucket may be required, with excavation efforts
exceeding that normally anticipated for soil excavation.
3.6.2 Striyyincz and Existing Grade Preparation
All areas to receive embankment or berm fill materials
should be stripped to remove all vegetation, roots, and
any loose or soft fill or otherwise unsuitable surface
materials. Areas where very loose cover sands (N-values
of 4 and 5 blows per foot or less) were encountered
beneath the proposed berm (Borings B-1, B-S, and B-9 to
depths of 1.5 to 2 feet)-, should be undercut to remove
these very loose materials to firm subgrade soils.
A shallow cutoff trench is recommended along the berm
alignment centerline to extend through any surface
SOUT14WESTEAN LABORATORIES
d:
I
SOUTHWESTERN 1A80RATORtES
weathering profiles and through the cover sands. This
cutoff trench should have a minimum depth of 3 feet and a
minimum bottom width of 8 feet. The purpose of this
trench would be to minimize the potential for secondary
underseepage which may permeate through the liner to flow
through more previous weathered zones immediately beneath
the berm.
Further, the exposed subgrade soils should be scarified
to a depth of 8 inches and compacted near the optimum
moisture content (-1 to +4 percent) to a dry density of
at least 95 percent of the maximum dry density (ASTM D
698).
In any areas where the exposed subgrade surface slopes
are steeper than 5 horizontal to 1 vertical, the existing
ground surface should be benched to "tie-in" the new
fill. The bench widths should be wide enough to provide
for placement and compaction of soils in relatively
horizontal lifts.
3.6.3 Fill Placement and Compaction
All soils used for fill should be placed in horizontal
lifts with a maximum loose lift thickness not exceeding 9
inches. Each lift should be compacted to a minimum of 95
SOUTHWESTERN LABORATORIES
SOUTHWESTERN LABORATORIES
percent of the Standard Proctor maximum dry density (AsTm
D 698) at a moisture content of one percent dry to four
percent wet of the optimum moisture as determined by that
test. For fill placed in the containment berms, care
should be exercised to bond each fill lift to the
previous lift and to minimize drying and cracking of
previously placed and compacted materials. These steps
will help to provide for general overall imperviousness
of the embankment sections. All soil -cement materials
should be similarly placed and compacted.
Consideration could be given to placing and compacting
soil-bentonite materials in lifts parallel to the slope
for slopes of 3 horizontal to 1 vertical or flatter.
This type of construction would offer some advantage in
liner construction as the potential for increased
permeability due to flow through imperfectly bonded
horizontal lifts would be precluded. However, some
additional compactive effort would be required, in our
experience, to obtain the minimum degree of compaction.
For the soil-bentonite liner placement, it is also
recommended that the quality control testing program
include laboratory tests on laboratory and field
compacted specimens to help verify that the design
SOUTHWESTERN LABORATORIES
SOUTHWESTERN LABORATORIES
{
bentonite contents are satisfactory and that a suitable
degree of imperviousness for the liner is obtained in the
field. Carbonate content tests are also recommended for
Y
quality control testing of the on -site cover sands or
other materials used in the soil-bentonite liner.
All excavated caliche materials placed as fill should be
completely broken down and placed as soil fill with no
visible or nested voids remaining after compaction.
�r
Placement of dry caliche "clods" with visible voids will
not result in a satisfactorily compacted .fill materials.
�
Field density and moisture content tests should be
J
performed to help assure that the minimum degree of
compaction is achieved for all soil fill, soil-bentonite,
and soil -cement materials..
Trial fill pads are recommended to develop suitable
placement, compaction, and testing procedures for the
soil-bentonite and soil -cement materials.
3.6.4 Foundation Excavations
L_
All foundation excavations should be observed by
,
qualified geotechnical personnel prior to construction of
foundation elements. If unsuitable materials are found
SOUTHWESTERN LABORATORIES
SOUTHWESTERN LABORATORIES
1
at the proposed bearing elevation, they should be removed
to satisfactory bearing soils and replaced with lean
concrete or other suitable materials. In addition, the
foundation bearing surface should be protected from
deterioration
by
a seal
slab
of lean
concrete if the
excavation is
left
open for
more
than one
day.
3.7 Trench Safety_ Considerations
All trench and excavation walls should be sloped or
braced in the interest of safety. In general, excavation
slopes of 1 horizontal to 1 vertical should remain stable
for structure or trench excavations extending to 10 feet
or less below the surrounding grade. Additional
recommendations and comments regarding structure
excavations and trench safety considerations can be
provided, as required, based on additional information
regarding structure and trench locations and depths.
5OUTHW ESTERN LABORATORIES
:SOUTHWESTERN LABORATORIES
4.0 LIMITATIONS .AND REPRODUCTIONS
I
This geotechnical investigation is limited in that the
7!
recommendations are developed from the information
obtained in the test borings and limited test pit
observations which depict subsurface conditions only at
E
very specific ecific locations. Subsurface conditions at other
locations may differ from those observed and at the
boring locations. Should any conditions other than those
described in this report be encountered, SwL should be
immediately notified so that further investigation and
supplemental recommendations, if required, can be
provided.
4
This investigation was performed in accordance with
accepted geotechnical engineering practice for design
purposes only. In the event that any changes in the
nature or design of the project are made, the conclusions
�±
and recommendations in this report should not be
considered valid until the changes are reviewed and the
conclusions and recommendations modified or verified in
writing.`
The reproduction of this report, or any part thereof,-`
supplied to persons other than to B&V, should indicate
SOUTHWESTERN LABORATOAtES
j �`SRUTNWE$TERN[.AgOAATO1iFE$
that this stu
that verif,ici
purposes of cc
of others.
.luu I M VVrO I En" LAVVM^fUP%ItS ... _
:SOUTHWESTERN LABORATORIES
5.0 REFERENCES
g
Reference No.
1
USGS Topographic Quadrangle Map, Lubbock
East, Texas, 1957, Photo revised 1970 and
1975.
2
Geologic Atlas of Texas, Lubbock Sheet,
Bureau of Economic Geology, The University
of Texas at Austin, 1967.
3.
Seni, S.J., Sand -Body Geometry and
}K
Depositional Systems, Ogallala Formation,
Texas, Report of Investigation No. 105,
Bureau of Economic Geology, The University
of Texas at Austin, 1980.
4.
Simpkins, W.W., et. al., Impact of
Evaporite Dissolution and Collapse on
Highways and Other Cultural Features in
_n
the Texas Panhandle and Eastern New
Mexico, Geological Circular 81-4, Bureau
of Economic Geology, The University of<
Texas at Austin, 1981.$
5.
Gustayson, T.C., et. al., Regional
Dissolution of Permian Salt in the
Anadarko, Dalhart, and Palo Duro Basins of
the Texas Panhandle, Report of
Investigations No. 106, Bureau of Economic
IJI
Geology, The University of Texas at
Austin, 1980.
6.
Gustayson, T..C. and Finley, R.J., Late
Cenozoic Geomorphic Evolution of the Texas
Panhandle and Northeastern New Mexico,
Report of Investigations No. 148, Bureau
of Economic Geology, The University of
Texas at Austin, 1985.E
7.
Nativ, R., Hydrogeology and Hydrochemistry
�.
of the Ogallala Aquifer, Southern High
Plains, Texas Panhandle and Eastern New%
t
Mexico, Report of Investigation No. 177,
_1
Bureau of Economic Geology, The University
of Texas at Austin, 1988.
8.
Portland Cement Association, Soil -Cement
.._E
Laboratory Handbook, 1971.
,
9.
International Conference of Building
-'
Officials, Uniform Building Code, 1988
Edition.
-3 ASOUTHWESTERN LABORATORIES
SOUTHWESTERNLA80RATORIES
A P P E N D I X A: TEXT FIGURES
Figure No. Title
1 Site Vicinity Map
2 Regional Geologic Section Near Site
3 Boring and Test Pit Location Diagram
4 Generalized Subsurface Stratigraphy,
North and East Sides
5 Generalized Subsurface Stratigraphy,
South and West Sides
6 Results of Slope Stability Analyses,
Section A (Figure 3)
7 Results of Slope Stability Analyses,
Section B (Figure 3)
8 Range of Grain -Size Distribution,
on -Site Cover Sands
Page
A-1
A-2
A-3
A-4
A-5
A-6
A-7
A-8
SOUTHWESTERN LABORATOMES
? Expenment Uon ... t
b,
b
. 1 .
7i
uy'
E�a,
;�T-- ---•---.----.Iti�- — — — — -- -- ...—. ----- .—yl.—�—.— —�— — -•. —�..1
.n- RO-JEC7 - --- --- -- -- •-� - — -
Q LOCATION
------r-r+--
i
ROAD
`, e. ,��� �+\\ ,r,rrr rr+s++r•rrr�+ray \ .\.._�:� _—�' �• ,)�
FIGURE I
off■%i*■■ SCALE= f
Tart��. ni
0 2000 4000 FEET SITE VICINITY MAP 1-J
. ..:; �• ^�: ` ...ram ;` j � �� �_.
.... - SWL 89-308
A-1
77,77 T1,
NEAR SITE
feet
BROWNFIELD -LUBBOCK
OBE/ INTERFAN AREA CLOVIS - PLAINVIEW LOBE
L L.
LL L Z
3000-
OGALLALA LITH FACIES
PRE-OGALL LA
2500- Sand and gravel
STRATIGRAPHIC UNITS
Coliche
FfQ cretaceous
Sand -free cloy
M Triassic
Cloy and sand
Permian
as
2000. Caliche - limestone
I I I I
0
10 20mi
0 10
20 30km
FIGURE 2
SW -NE SECTION LOCATED
REGIONAL GEOLOGIC
APPROXIMATELY 7MI
SE
SECTION NEAR SITE
OF PROJECT SITE.
(FROM SENT, S.J.,REF
3,P29)
JSWL 89-308
9
to
LEGEND'-
O BORING W/TEMPORARY
OBSERVATION WELL
BORING
TEST PIT
N
APPROX. SCALE,
0 300 600 FEET
B
FIGURE 3
f
0
v
a
m
z
c
m
BORING AND TEST PIT
LOCATION DIAGRAM
4.01. Leakaize Test Pressure. The hydrostatic pressure maintained during
the leakage test shall be at least 75 percent but not more than 100 per-
cent of the pressure specified for pressure testing of the pipeline
and shall be maintained within plus or minus 5 percent during the entire
time that leakage measurements are being performed.
4.02. Leakage Measurement. Measurement of leakage shall not be attempted
until all trapped air has been vented and a constant test pressure has
been established. After the pressure has stabilized, line leakage shall
be measured by means of a suitable water meter installed in the pressure
supply piping on the pipeline side of the force pump.
4.03. Allowable Leakage. The term "leakage", as used herein, shall be
the total amount of water which must be introduced into the line during
the leakage test to maintain the test pressure.
No section will be accepted if and while it exhibits a leakage rate in
excess of that determined by the following formula:
where
Q - 0.0075 DLN
Q - allowable leakage in gallons per hour
D m nominal diameter of pipe in inches
L s length of section tested in thousand feet
N - square root of average test pressure in psi
Whenever the pipeline to be tested contains pipe of different diameters,
the allowable leakage shall be calculated separately for each diameter
and corresponding length of line. The resulting allowable leakage rates
shall be added to obtain the total allowable leakage for the entire
pipeline.
All joints in piping shall be watertight and free from visible leaks
during the leakage test. Each leak which is discovered within the
correction period stipulated in the General Conditions shall be repaired
by and at the expense of the Contractor regardless of any amount that the
total line leakage rate, during the leakage test, may have been below the
specified allowable leakage rate.
If the leakage test indicates a line leakage rate exceeding the
allowable, the Contractor shall locate and repair leaking joints and
other defective items of work to the extent necessary to reduce the
line leakage to an acceptable amount.
(LUBBOCK, TEXAS }
(TERMINAL STORAGE RESERVOIR)
(CONTRACT 1 }
(15388 }
02704
-3-
Section 02832 - CHAIN LINK FENCING
1. SCOPE. This section covers chain link fencing and gates. Fencing
shall be provided in the alignment indicated on the drawings at the
Transfer Structure.
2. FENCE TYPE. Fencing shall conform to the details indicated on the
drawings and shall consist of aluminum alloy fabric 42 inches high with
aluminum posts, top rail, and bottom tension wire. The posts shall be
set in sleeves in the top of the concrete wall.
3. MATERIALS.
3.01. Aluminum Alloy Fencing.
Fabric
Posts
Line Posts
Terminal Posts
(End, Corner, and
Pull)
Top Rails
Rail. Couplings
Post Tops
Stretcher Bars
Fabric Ties
Tension Wire
(LUBBOCK, TEXAS )
(TERMINAL STORAGE RESERVOIR)
(CONTRACT 1 )
(15388 )
02832
-1-
6061-T94 wire, 6 gauge, 2 inch
mesh, knuckled slevage top and
bottom.
ASTM B429, 6063-T6, Schedule 40
pipe.
2-3/8 inch OD, 1.26 lb per ft.
2-7/8 inch OD, 2.00 lb per ft.
ASTM B429, 6063-T6, Schedule 40
pipe, 1-5/8 inch OD, 0.79 lb per
ft.
Outside type, 6 inches long.
Aluminum castings iwth hole for
top rail., designed to fit over
the outside of the posts and to
prevent entry of moisture into
tubular posts.
6063-T6 or 6061-T6, 1/4 inch by
314 inch or equivalent area.
Aluminum bands or wires.
6061-T94, 6 gauge.
Handrail -Setting Cement
Self -Leveling Caulk
Minwax "Super Por-Rok Cement" or
Master Builders "Set 45".
Thiokol Sealant; A.C. Horn
"Hornflex Traffic Grade" or
Bostik "Chem -Calk 250" or
Urethane Sealant; Bostik
"Chem -Calk 5501, Pecora
"Urexpan NR-200".
4. FENCE CONSTRUCTION. The installed fence shall conform to the
alignment and finish grade indicated. All posts shall be plumb. Unless
otherwise indicated on the drawings, posts shall be spaced approximately
6 feet apart.
Where the fencing is supported by a concrete structure, posts shall be
set in sleeves that provide at least 1/4 inch clearance all around.
Sleeves shall be fabricated from Schedule 40 black steel pipe and hot -
dip galvanized after fabrication. Sleeves shall be 5 inches long unless
otherwise indicated on the drawings. Sleeves shall be rigidly supported
in accurate alignment in the forms and shall be positioned vertically so
that the top of the sleeve is approximately 1/2 inch below the finished
concrete surface. Posts shall be wedged in accurate alignment, and the
annular space between posts and sleeves shall, be filled with handrail -
setting cement to the top of the steel sleeve. Filling of the remaining
space with sealant is indicated on the drawings.
Top rails and bottom tension wires shall be installed before the fabric.
Top rails shall be furnished in at least 18 foot lengths and shall be
securely connected to gate and terminal posts. Tension wires shall be
installed approximately 6 inches above grade and shall be attached to
each post and securely anchored at terminal posts.
Fabric shall be attached to the top rail and bottom tension wire at
24 inch centers, and to the line posts at 15 inch centers. Stretcher
bars shall be provided at each gate and terminal post. Each stretcher
bar shall be threaded through the fabric and anchored to the post at
15 inch centers by positive mechanical means.
Fabric shall be stretched taut and
anchored so that a
pull of 150 pounds
at the middle of a panel will not
lift the bottom of
the fabric more than
6 inches.
5. DRAWINGS AND DATA. Complete detail
drawings and
specifications for
the fence, gates, and accessories
shall be submitted
in accordance with
the submittals section.
(LUBBOCK, TEXAS }
(TERMINAL STORAGE RESERVOIR)
(CONTRACT 1 }
02832
(15388 }
-2-
is
Section 02840 - TRENCH PROTECTIVE SYSTEMS"
1. SCOPE. The requirements of this section are minimum requirements and
are not intended to limit the scope of the Contractor's safety program.
2. GENERAL. Trench protective systems shall be provided for all trenches
having a depth exceeding 5 feet.
All trench protection work performed and protective systems installed
shall conform to the requirements set forth in OSHA proposed rule Subpart
P - Excavations, including Appendices A, B, and C thereto, appearing on
pages 12325 through 12336 inclusive in the Federal Register, Vol. 52, No.
72, April 1987.
Prior to beginning construction, the Contractor shall submit to Owner a
trench safety plan containing detailed plans and specifications for ade-
quate trench protective systems. The plan must be designed and sealed by
a professional engineer registered in the State of Texas with professional
experience in trench protective systems. The plan shall be submitted to
the Owner for record purposes only. No review or approval of the plan
will be made by the Owner. No claims for delay will be permitted.
The Contractor shall be solely responsible for trench safety and shall
provide a competent person to supervise trenching activities. The Con-
tractor's trenching supervisor shall be present at the site of trenching
work during all trenching operations.
3. TEST HOLES. Logs of test holes are bound as an appendix to these
specifications, as indicated in Supplementary Conditions.
The Contractor shall be responsible for obtaining any additional borings
and soil analysis as required for the design of the trench safety plan.
4. TRENCH PROTECTIVE SYSTEMS. Contractor may meet the requirements for
trench protective systems in three ways:
1. Minimum angle of repose for sloping of the sides of
excavations.
2. Utilization of trench box.
3. Shoring, sheeting, and bracing methods.
Contractors electing to utilize the minimum angle of repose must submit a
detailed plan of the excavation areas with cross sections and assess the
impact on existing right-of-way and infrastructure.
(LUBBOCK, TEXAS )
(TERMINAL STORAGE RESERVOIR)'
(CONTRACT 1 ) 02840
(15388 ) -1-
Contractor electing to utilize a trench box must submit physical dimen-
sions, materials, position in the trench, expected loads, and the
strength of the box.
Contractor electing to utilize shoring, sheeting, and bracing must submit
dimensions and materials (to include strengths, grades, etc.) of all up-
rights, stringers, cross -bracing, and spacing required.
In addition, contractor must maintain on file with Owner a current trench
safety program governing its operations hereunder.
5. MEASUREMENT AND PAYMENT. The preparation of the trench safety plan
and the installation, maintenance, inspection, and removal of trench pro-
tective systems shall be measured and payment made by the unit price bid.
A percentage of that lump sum, based upon percentage of actual work done,
shall be included in each application for payment. Payment shall
q constitute full compensation for all labor, equipment, and materials
necessary to complete the item.
(LUBBOCK, TEXAS )
.., (TERMINAL STORAGE RESERVOIR)
(CONTRACT 1 } 02840
(15388 } -2-
I
Section 03300 - CAST -IN -PLACE CONCRETE
1. SCOPE. This section covers all cast -in -place concrete, including
reinforcing steel, forms, finishing, curing, and other appurtenant work.
2. GENERAL.
2.01. General Requirements. All cast -in -place concrete shall be accu-
rately formed and properly placed and finished as indicated on the
drawings and specified herein.
The Contractor shall inform the Engineer at least 24 hours in advance of
the times and places at which he intends to place concrete.
2.02. Data and Drawings. All submittals of data and drawings shall be
in accordance with the submittals section unless otherwise noted herein.
3. MATERIALS.
Cement ASTM C150, Type I or II.
Ply Ash ASTM C618, Class F, except loss
on ignition shall not exceed
4 percent.
Fine Aggregate Clean natural sand, ASTM C33.
Artificial or manufactured sand
will not be acceptable.
Coarse Aggregate Crushed rock, washed gravel, or
other inert granular material
conforming to ASTM C33, except
that clay and shale particles
shall not exceed one percent.
Water Clean and free from deleterious
substances.
Admixtures
Retarder ASTM C494, Type D, nonair-
entraining solution of metallic
salts of hydroxylated carboxylic
acids; Grace "Daratard-HC",
Master Builders "MB-HC", Protex
"Protard", or Sika Chemical
"Plastiment".
(LUBBOCK, TEXAS )
(TERMINAL STORAGE RESERVOIR)
(CONTRACT 1 )
(15388 }
03300
-1-
Plasticizer
Air -Entraining Agent
Reinforcing Steel
Bars, Except Weldable
Bars, Weldable
Beam Stirrups and
Column Ties
Column Spirals
Welded Wire Fabric
Bar Supports
Mechanical Connections
Forms
Prefabricated
Plywood
Fiberboard
(LUBBOCK, TEXAS )
(TERMINAL STORAGE RESERVOIR)
{CONTRACT 1 }
(15388 )
03300
-2-
ASTM C494, Type A, nonair-
entraining solution of metallic
salts of hydroxylated carboxylic
acids; Grace "WRDA-HC" or Master
Builders "MBHC-N".
ASTM C260; Grace "Daravair",
Master Builders "MB-VR", Protex
"AES", or Sika Chemical "AER".
ASTM A615, Grade 60, deformed.
ASTM A706 or A615, Grade 60,
deformed, with maximum carbon
equivalent of 0.55.
ASTM A615, Grade 40, deformed.
ASTM A82, cold drawn wire.
ASTM A185 or A497.
CRSI Class 1, plastic protected,
or Class 2, stainless steel
protected.
Erico Products "Cadweld T-Series"
or "Lenton", or Richmond "Dowel
Bar Splice System".
Simplex "Industrial. Steel Frame
Farms", Symons "Steel Ply", or
Universal "Uni-form".
Product Standard PS1, waterproof,
resin -bonded, exterior type
Douglas fir; face adjacent to
concrete Grade B or better.
Fed Spec LLL-B-810, Type II
tempered, waterproof, screenback,
concrete form hardboard.
s
Lumber Straight, uniform width and
thickness, and free from knots,
offsets, holes, dents, and other
surface defects. .;
Chamfer Strips
Clear white pine, surface against
concrete planed.
Form Coating Nox-Crete "Form Coating", L&M
"Debond", Protex "Pro -Cote", or
Richmond "Rich Cote"; nonstaining
and nontoxic after 30 days.
Wedge Inserts Malleable iron, with galvanized
askew -head bolts, nuts, and
washers; Hohmann and Barnard
"HW", Richmond "Peerless", or
Weston °WC504.
Polyethylene Film
Membrane Curing Compound
and Floor Sealer
Mastic Waterstop
Product Standard PS17; 6 mil.
Fed Spec TT-C-800, Type I,
Class 1; min 18 percent solids;
nonyellowinp unit moisture loss
0.039 gm/cm max; Gifford -Hill
"Sealco 8000, ProSoCo "Kure and
Seal", Protex "Acrychlor", or
Sonneborn "Kure-N-Seal".
SYNKO-FLEX Products, Inc.,
"SYNKO-FLEX Waterstop".
4, PRELIMINARY REVIEW. As stipulated in the quality control section,
all tests and reports required for preliminary review shall be made by an
independent testing laboratory at the expense of the Contractor. Reports
covering the source and quality of concrete materials and the concrete
proportions proposed for the work shall be submitted to the Engineer for
review before concrete work is started. Review of these reports will be
for general acceptability only and continued compliance with all contract
provisions will be required.
4.01. Aaareg,atea. Reports on aggregates shall include the following
information:
a. Fine Aggregate.
1. Source and type.
2. Gradation.
(LUBBOCK, TEXAS j
(TERMINAL STORAGE RESERVOIR)
(CONTRACT 1 }
(15388 )
03300
-3-
i
3. Deleterious substances.
b. Coarse Aggregate.
1. Source and type.
2. Gradation and abrasion loss.
3. Deleterious substances.
4. Results of sodium or magnesium sulfate soundness test.
4.02. Mix Design. Using concrete materials acceptable to the Engineer,
a tentative concrete mix shall be designed and tested for each size and
gradation of aggregates and for each consistency intended for use on the
work. Design quantities and test results of each mix shall be submitted
for review. Mixes shall be adjusted in the field as necessary to meet
the requirements of these specifications.
The report for each tentative concrete mix submitted shall contain the
following information%
Slump on which design is based.
Total gallons of water per cubic yard.
Brand, type, composition, and quantity of cement.
Brand, type, composition, and quantity of fly ash.
Specific gravity and gradation of each aggregate.
Ratio of fine to total aggregates.
Weight (surface dry) of each aggregate per cubic yard.
Brand, type, ASTM designation, active chemical ingredients, and
quantity of each admixture.
Air content.
Compressive strength based on 7 day and 28 day compression tests.
Time of initial set.
4.03. Testing. Aggregates shall be sampled and tested in accordance
with ASTM C33. In addition, the bulk specific gravity of each aggregate
shall be determined in accordance with ASTM C127 and ASTM C128.
(LUBBOCK, TEXAS )
' (TERMINAL STORAGE RESERVOIR)
(CONTRACT 1 ) 03300
(15388 ) -4-
Two sets of compression test cylinders, three cylinders per set, shall be
made from each proposed concrete mix. One set of three cylinders shall
be tested at an age of 7 days and the other set shall be tested at an age
of 28 days. Concrete test specimens shall be made, cured, and stored in
conformity with ASTM C192 and tested in conformity with ASTM C39.
Slump shall be determined in accordance with ASTM C143 and total air
content shall be determined in conformity with ASTM C231.
Initial set tests shall be made at ambient temperatures of 70 F and 90 F
to determine compliance with the initial set time specified herein. The
test at 70 F shall be made using concrete containing the specified
plasticizing and air -entraining admixtures. The test at 90 F shall be
made using concrete containing the specified retarding and air -entraining
admixtures. Initial set shall be determined in accordance with
ASTM C403.
5. LIMITING REQUIREMENTS. Unless otherwise specified, each concrete mix
shall be designed and concrete shall be controlled within the following
limits.
5.01. Cement Content. The quantity of portland cement, expressed in
pounds per cubic yard, shall be as indicated in the following table.
These minimum cement quantities shall apply only to concrete containing
a specified water -reducing admixture. If, for any reason, the water -
reducing admixture is omitted, the cement shall be increased 10 percent.
At the option of the Contractor, fly ash may be substituted for up to
15 percent of the portland cement quantity shown on the basis of
1.5 pounds of fly ash for each pound reduction in cement.
Coarse Aggregate Size
From No. 4 Sieve to
Concrete Slump 1 2" 3/4" 1°
2 inches
573
545
517
3 inches
592
564
536
4 inches
611
583
555
5 inches
630
602
573
6 inches
649
620
592
5.02. Total Water Content. Total water content of concrete shall not
exceed 5.7 gallons of water per hundred pounds of cement in the mix, or
equivalent cement weight if fly ash is added.
5.03. Slump. Concrete slump shall be kept as low as possible consistent
with proper handling and thorough compaction. Unless otherwise author-
ized by the Engineer, slump shall not exceed 4 inches.
5.04. Ratio of Fine to Total Aegre ates. The ratio of fine to total
aggregates based on solid volumes (not weights) shall be:
(LUBBOCK, TEXAS )�
(TERMINAL STORAGE RESERVOIR)._.._
(CONTRACT 1 ) 03300
(15388 ) -5- }
1
Coarse Aggregate Minimum Maximum
Size Ratio Ratio
1/2 inch 0.40 0.55
3/4 inch 0.35 0.50
1 inch 0.30 0.46
5.05. Initial Set. The initial set as determined by ASTM C403 shall, be
attained 5-1/2 hours plus or minus one hour after the water and cement
are added to the aggregates. The quantity of retarding admixture shall
be adjusted to compensate for variations in temperature and job
conditions.
5.06. Total Air Content. The total volumetric air content of concrete
after placement shall be 6 percent plus or minus one percent. Air may be
omitted from interior slabs which are to be trowel finished.
5.07. Admixtures. The admixture content, batchin. method, and time of
introduction to the mix shall be in accordance with the manufacturer's
recommendations for minimum shrinkage and for compliance with these
specifications. A water -reducing admixture shall be included in all
concrete.
.-No calcium chloride or admixture containing chloride from other than
impurities from admixture ingredients will be acceptable.
5.08. Strength. The minimum acceptable compressive strengths as deter-
mined by ASTM C39 shall be:
Age Minimum Strength
7 days 2500 psi
28 days 3750 psi
6. STORAGE OF MATERIALS. Cement and fly ash shall be stored in suitable
moistureproof enclosures. Cement and fly ash which have become calved or
lumpy shall not be used.
Aggregates shall be stored so that segregation and the inclusion of
foreign materials is prevented. The bottom 6 inches of aggregate piles
in contact with the ground shall not be used.
Reinforcing steel shall be carefully handled and shall be stored on
supports which will keep the steel from contact with the ground.
7. FORMS. Forms shall be designed to produce hardened concrete having
the shape, lines, and dimensions indicated on the drawings. Forms shall
conform to ACI 347 and the following additional requirements.
(LUBBOCK, TEXAS )
(TERMINAL STORAGE RESERVOIR)
(CONTRACT 1 ) 03300
(15388 ) -6-
Forms for surfaces which will be exposed to view when construction is
completed shall be prefabricated plywood panel forms, job -built plywood
forms, or forms that are lined with plywood or fiberboard. Forms for
exposed surfaces shall be laid out in a regular and uniform pattern with
the long dimension of panels vertical and all joints aligned. The forms
shall produce finished surfaces that are free from offsets, ridges,
waves, and concave or convex areas, within the tolerances specified
herein.
Plywood or lined forms will not be required for surfaces which are nor-
mally submerged or not ordinarily exposed to view, such as the insides of
manholes, basins, and reservoirs. Other types of forms, such as steel or
unlined wooden forms, may be used for surfaces which are not restricted
to plywood or lined forms and may be used as backing for form linings.
Concrete forms are required above all extended footings.
Flat segmental forms not more than 24 inches wide may be used for forming
curved surfaces 25 feet in diameter or larger.
Where concrete is placed against gravel or crushed rock which does not
contain at least 25 percent material passing a No. 4 sieve, such surfaces
shall be covered with polyethylene film to protect the concrete from loss
of water. Joints in the film shall be lapped at least 4 inches.
Where concrete is placed against rock, all loose pieces of rock shall be
removed and the exposed surface cleaned with a high-pressure hose.
7.01. Design. Forms shall be substantial and sufficiently tight to
prevent leakage of mortar. Forms shall be braced or tied to maintain the
desired position, shape, and alignment during and after concrete place-
ment. Walers, studs, internal ties, and other form supports shall be
sized and spaced so that proper working stresses are not exceeded.
Beams and slabs supported by concrete columns shall be formed so the
column forms may be removed without disturbing the supports for the beams
or slabs.
Wherever the top of a wall will be exposed to weathering, the forms on at
least one side shall not extend above the top of the wall and shall be
brought to true line and grade. At other locations, forms shall be
brought to a true line and grade, or a wooden guide strip shall be pro-
vided at the proper location on the forms so that the top surface can be
finished with a screed or template for concrete which is to be finished
to a specified elevation, slope, or contour. At horizontal construction
joints in walls, the forms on one side shall not extend more than 2 feet
above the joint.
(LUBBOCK, TEXAS )
(TERMINAL STORAGE RESERVOIR) LJ
(CONTRACT 1 ) 03300
(15388 ) -7-
Temporary openings shall be provided at the bottom of column and wall
forms and at other points where necessary to facilitate cleaning and
inspection.
7.02. Form Ties. Form ties shall be of the removable end, permanently
embedded body type and shall have sufficient strength and rigidity to
support and maintain the form in proper position and alignment without
the use of auxiliary spreaders. Cones shall be provided on the outer
ends of each tie and the permanently embedded portion shall be at least
one inch back from the concrete face. Form ties for water -bearing walls
shall be provided with waterseal washers located on the permanently
embedded portions of the ties at the approximate center of the wall.
Permanently embedded portions of form ties which are not provided with
threaded ends shall be constructed so that the removable ends are readily
broken off without damage to the concrete. The type of form ties used
shall be acceptable to the Engineers -Architects.
Form ties in exposed surfaces shall be uniformly spaced and aligned in
horizontal and vertical rows.
7.03. Edges and Corners. Chamfer strips shall be placed in forms to
bevel all salient edges and corners, except the top edges of wails and
slabs which are to be tooled and edges which are to be buried. Equipment
bases shall have formed beveled salient edges for all vertical and hori-
zontal corners unless specifically indicated otherwise on the drawings.
Unless otherwise noted, bevels shall be 314 inch wide.
7.04. Form Removal. Forms shall not be removed or disturbed until the
concrete has attained sufficient strength to safely support all dead and
live loads. Shoring beneath beams or slabs shall be left in place and
reinforced as necessary to carry any construction equipment or materials
placed thereon. Care shall be taken in form removal to avoid surface
gouging, corner or edge breakage, and other damage to the concrete.
8. REINFORCEMENTS. Reinforcements shall be accurately formed and shall
be free from loose rust, scale, and contaminants which reduce bond.
Unless otherwise indicated on the drawings or specified herein, the
details of fabrication shall conform to ACI 315 and 318. Welded wire
fabric will be acceptable in lieu of individually placed bars.
8.01. S. hoo Drawings and Bar Lists. Bar lists and drawings for the
fabrication and placing of reinforcements shall be submitted for review.
8.02. Placement. Reinforcements shall be accurately positioned on
supports, spacers, hangers, or other reinforcements and shall be secured
in place with wire ties or suitable clips.
With the exception of contact splices, the clear distance between par-
allel bars shall be not less than 2-112 inches. Where reinforcements in
beams are placed in two or more layers, the bars in the upper layer shall
be placed directly above the bars in the lower layer.
(LUBBOCK, TEXAS }
.... (TERMINAL STORAGE RESERVOIR)
(CONTRACT 1 } 03300
(15388 } -8-
Reinforcements shall not be installed for beams or slabs which are
supported by concrete columns until after the concrete for the column has
been placed.
8.03. Splices. Splices shall conform to the details indicated on the
drawings. Splices at locations other than those indicated on the
drawings shall be acceptable to the Engineer.
Except where indicated on the drawings, welding or tack welding of rein-
forcement is prohibited. Where welding is indicated on the drawings,
weldable reinforcing steel having a carbon equivalent of not more than
0.55 shall be provided, and preheating and welding shall conform to
AWS D1.4. Reinforcements upon which improper or unauthorized welding has
been done shall be removed and replaced.
Whenever bars in tie beams subject to tensile loading must be spliced, a
full mechanical connection in compliance with ACI 318 shall be provided.
A full mechanical connection shall develop in tension and compression at
least 125 percent of specified yield strength of the spliced bars.
Splices in adjacent bars shall be spaced at least 30 inches apart.
9. EMBEDMENTS. Anchor bolts, castings, steel shapes, conduit, sleeves,
masonry anchorage, and other materials that are to be embedded in; the
concrete shall be accurately positioned in the forms and securely
anchored. Conduits shall be installed between the reinforcing steel in
walls or slabs which have reinforcement in both faces. In slabs which
have only a single layer of reinforcing steel, conduits shall be placed
under the reinforcement.
Unless installed in pipe sleeves, anchor bolts shall have sufficient
threads to permit a nut to be installed on the concrete side of the form
or template. A second nut shall be installed on the other side of the
form or template, and the two nuts shall be adjusted so that the bolt
will be held rigidly in proper position.
Embedments shall be clean when installed. After concrete placement,
surfaces not in contact with concrete shall be cleaned of concrete
spatter and other foreign substances.
10. BATCHING AND MIXING. Concrete shall be furnished by an acceptable
ready -mixed concrete supplier and shall conform to ASTM C94.
10.01. Consistency. The consistency of concrete shall be suitable for
the placement conditions. Aggregates shall float uniformly throughout
the mass and the concrete shall flow sluggishly when vibrated or spaded.
The slump shall be kept uniform.
10.02. Delivery Tickets. A delivery ticket shall be prepared for each
load of ready -mixed concrete. A copy of each ticket shall be handed to
the Engineer by the truck operator at the time of delivery. Tickets
(LUBBOCK, TEXAS ) '
(TERMINAL STORAGE RESERVOIR) ;.J
(CONTRACT 1 ) 03300
(15388 ) -9-
shall show the mix identification, quantity delivered, the amount of each
material in the batch, the outdoor temperature in the shade, the time at
which the cement was added, and the numerical sequence of the delivery.
11. PLACEMENT. The limits of each concrete pour shall be predetermined
by the Contractor and shall be acceptable to the Engineer. All concrete
within such limits shall be placed in one continuous operation.
Before concrete is placed, forms, reinforcements, water stops, anchor
-_ bolts, and embedments shall be rigidly secured in proper position; all
dirt, mud, water, and debris shall be removed from the space to be
occupied by concrete; all surfaces incrusted with dried concrete from
previous placement operations shall be cleaned; and the entire installa-
tion shall be acceptable to the Engineer.
11.O1. Bonding, to Hardened Concrete. The surface of hardened concrete
upon which fresh concrete is to be placed shall be rough, clean, sound,
.. and damp. The hardened surface shall be cleaned of all laitance, foreign
substances (including curing compound), washed with clean water, and
wetted thoroughly preceding placement of fresh concrete.
Coarse aggregate shall be omitted from the first batch or batches of
concrete placed on hardened concrete in wall or column forms. The mortar
puddle shall cover the hardened concrete to a depth of at least 2 inches
at every point.
11.02. Conve9ina Concrete. Concrete shall be conveyed to the point of
final deposit by methods which will prevent separation or loss of
ingredients. Concrete shall be placed in final position without being
moved laterally in the forms more than 5 feet.
11.03. Placing, Concrete. Concrete shall be placed in approximately
horizontal layers of proper depth for effective compaction; however, the
depth of a layer shall not exceed 24 inches. Each layer of concrete
shall be plastic when covered with the following layer, and the forms
shall be filled at a rate of vertical rise of not less than 2 feet per
hour. Vertical construction joints shall be provided as necessary to
comply with these requirements.
Concrete shall be placed and compacted in wall or column forms before any
reinforcing steel is placed in the system to be supported by such walls
or columns. The portion of any wall or column placed monolithically with
a floor or roof slab shall not exceed 6 feet of vertical height. Con-
crete in walls or columns shall settle at least 2 hours before concrete
is placed in the structural systems to be supported by such walls or
columns.
Concrete shall be thoroughly settled when top finished. All laitance,
debris, and surplus water shall be removed from concrete surfaces at tops
of forms by scrceding, scraping, or other effective means. Wherever the
(LUBBOCK, TEXAS )
(TERMINAL STORAGE RESERVOIR)
(CONTRACT 1 ) 03300
(15388 ) -10-
top of a wall will be exposed to weathering, the forms shall be over-
filled and after the concrete has settled, the excess shall be screeded
off.
11.04. Compaction. During and immediately after placement, concrete
shall be thoroughly compacted and worked around all reinforcements and
embedments and into the corners of the forms. Mechanical vibrators shall
be used which will maintain at least 9,000 cycles per minute when
immersed in the concrete. Each vibrator shall be driven by not smaller
than a 1-1/2 hp motor. Number and type of vibrators shall be acceptable
to the Engineer.
11.05. Cold Weather Concreting. Except as modified herein, cold weather
concreting shall comply with ACI 306. The temperature of concrete at the
time of mixing shall be not less than that shown in the following table
for corresponding outdoor temperature (in shade) at the time of
placement:
Outdoor Temperature Concrete Temperature_
Between 40 F and 45 F 60 F
Above 45 F 45 F
When placed, heated concrete shall not be warmer than 80 F.
When freezing temperatures may be expected during the curing period, the
concrete shall be maintained at a temperature of at least 50 F for 5 days
or 70 F for 3 days after placement. Concrete and adjacent form surfaces
shall be kept continuously moist. Sudden cooling of concrete shall not
be permitted.
11.06. Hot Weather Concreting. Except as modified herein, hot weather
concreting shall comply with ACI 305. At air temperatures of 90 F or
above, concrete shall be kept as cool as possible during placement and
curing. The temperature of the concrete when placed in the work shall
not exceed 90 F.
Plastic shrinkage cracking, due to rapid evaporation of moisture, shall
be prevented. Concrete shall not be placed when the evaporation rate
(actual or anticipated) equals or exceeds 0.2 pound per square foot per
hour, as determined by Figure 2.1.5 in ACI 305.
11.07. Placement Sequence. No two abutting sections shall be placed
within a period of 72 hours, unless otherwise authorized by the
Engineers -Architects.
12. TESTING. Field control tests, including aggregate gradation tests,
slump tests, air content tests, and making compression test cylinders,
shall be performed by the Contractor's testing Laboratory personnel.
'I
(LUBBOCK. TEXAS )
(TERMINAL STORAGE RESERVOIR)
(CONTRACT 1 ) 03300
(15388 ) -11-
I3
1
If any test indicates the materials, whether installed or not, fail to
meet specification requirements, the materials shall be removed and
replaced or remedied until such complies with the specification. All
remedial work or replacement materials shall be at Contractor's expense.
12.01. Aggregate Gradation. Each 100 tons of fine aggregate and each
200 tons of coarse aggregate shall be sampled and tested in accordance
with ASTM D75 and C136.
12.02. Fly Ash. Each 400 tons of fly ash shall be sampled and tested in
accordance with ASTM C618 and C311, respectively. The Contractor shall
supply the Engineer with certified copies of supplier (source) test
reports showing chemical composition and physical analysis, and certify-
ing that the fly ash complies with the specifications for each shipment
delivered to the concrete supplier. The certification shall be signed by
both the Contractor and the concrete supplier.
12.03. Slump. A slump test shall be made for each 50 cubic yards of
concrete. Slump shall be determined in accordance with ASTM C143.
12.04. Air Content. An air content test shall be made from one of the
first three batches mixed each day, and from each batch of concrete from
which concrete compression test cylinders are made. Air content shall be
determined in accordance with ASTM C231,
12.05. Compression Tests. Two sets of four concrete compression test
cylinders shall be made each day when from 25 to 100 cubic yards of con-
crete are placed. Two additional sets shall be made from each additional
100 cubic yards, or major fraction thereof, placed in any one day. Two
cylinders of each set shall be tested at an age of 7 days and the other
cylinders shall be tested at an age of 28 days. Compression tests will
be evaluated in accordance with ACI 214 and 318.
Test cylinders shall be made, cured, stored, and delivered to the labora-
tory in accordance with ASTM C31 and tested in accordance with ASTM C39.
Each set of compression test cylinders shall be marked or tagged with the
date and time of day the cylinders were made, the location in the work
where the concrete represented by the cylinders was placed, the delivery
truck or batch number, the air content, and the slump.
12.06. Test Reports. Test reports shall be prepared in three copies and
shall be distributed by the testing laboratory directly to the Owner,
Contractor, Engineers -Architects, and Engineer in accordance with the
quality control section.
13. CONSTRUCTION JOINTS. Construction joints shall be made at locations
indicated on the drawings or specified. Construction joints shall not, be
made at other locations without the concurrence of the Engineer.
(LUBBOCK, TEXAS )
(TERMINAL STORAGE RESERVOIR)
(CONTRACT 1 ) 03300
(15388 ) -12-
13.01. Location. Construction joints shall be located as follows:
a. In Walls. At the underside of beams, girders, haunches, and at
floor levels. All haunches, shall be considered as parts of
the supported floor or roof and shall be placed monolithically
therewith.
Construction joints in beams, girders, and slabs shall be perpendicular
to the planes of their surfaces.
13.02. Watertight Joints. Construction joints in the walls and bottom
slab of transfer structure shall be watertight and shall be provided with
continuous metal water stops.
Metal water stops shall be of the size and thickness indicated on the
drawings, shall be made from ungalvanized steel, and shall be clean and
free from coatings that would weaken the bond with concrete. Each water
stop shall be continuous throughout the length of the construction joint
in which it is installed. Junctions between adjacent sections shall be
lapped 5 inches and securely bolted or welded together. All metal water
stops shall be maintained in proper position until the surrounding
concrete has been deposited and compacted.
14. FINISHING UNFORMED SURFACES. Buried and permanently submerged
concrete blocking and encasement will require no finishing except that
necessary to obtain the required surface elevations or contours. The
unformed surfaces of all other concrete shall be screeded and given an
initial float finish followed by additional floating, and troweling where
required.
14.01. Screeding. Screeding shall provide a concrete surface conforming
to the proper elevation and contour with all aggregates completely
embedded in mortar. All screeded surfaces shall be free of surface
irregularities with a height or depth in excess of 1/4 inch as measured
from a 10 foot straightedge.
14.02. Floating. Screeded surfaces shall be given an initial float
finish as soon as the concrete has stiffened sufficiently for proper
working. Any piece of coarse aggregate which is disturbed by the float
or which causes a surface irregularity shall be removed and replaced with
mortar. Initial floating shall produce a surface of uniform texture and
appearance with no unnecessary working of the surface.
Initial floating shall be followed by a second floating at the time of
initial set. The second floating shall produce a finish of uniform
texture and color. Unless additional finishing is specifically required,
the completed finish for unformed surfaces shall be the float finish pro-
duced by the second floating.
Floating shall be performed with hand floats or suitable mechanical
compactor -floats.
(LUBBOCK, TEXAS )
i°
(TERMINAL STORAGE RESERVOIR)
(CONTRACT 1 ) 03300
(15388 ) -13-
Ell
14.03. Broom Finish. Surfaces of the access ramps shall be given a
light broom finish providing a nonslip surface. Brooming shall be done
after the second floating and at right angles to the normal traffic
4 direction.
14.04. Edging. Unless specified to be beveled, exposed edges of floated
or troweled surfaces shall be edged with a tool having 1/4 inch corner
radius.
15. CURING. Concrete shall be protected from loss of moisture for at
least 7 days after placement; however, when concrete is being protected
from low temperatures, the time period for curing by saturation shall be
one day less than the duration of the low temperature protection.
Curing of concrete shall be by methods which will keep the concrete sur-
faces adequately wet during the specified curing period.
15.01. Water Cur in . Water saturation of concrete surfaces shall begin
as quickly as possible after initial set of the concrete. The rate of
water application shall be regulated to provide complete surface coverage
with a minimum of runoff. The application of water to walls may be
interrupted for grout cleaning only over the areas being cleaned at the
time, and the concrete surface shall not be permitted to become dry
during such interruption.
15.02. Membrane Curing. Membrane curing compound may be used in lieu of
water curing on concrete which will not be covered later with topping,
mortar, or additional concrete.
Membrane curing compound shall be spray applied at a coverage of not more
than 300 square feet per gallon. Unformed surfaces shall be covered with
curing compound within 30 minutes after final finishing. If forms are
removed before the end of the specified curing period, curing compound
shall be immediately applied to the formed surfaces before they dry out.
Curing compound shall be suitably protected against abrasion during the
curing period.
16. REPAIRING DEFECTIVE CONCRETE. Defects in formed concrete surfaces
shall be repaired within 24 hours, to the satisfaction of the Engineer,
and defective concrete shall be replaced within 48 hours after the
adjacent forms have been removed. All concrete which is honeycombed or
otherwise defective shall be cut out and removed to sound concrete, with
edges square cut to avoid feathering.
Concrete repair work shall conform to Chapter 9 of ACI 301 and shall be
performed in a manner that will not interfere with thorough curing of
surrounding concrete. Repair work shall be adequately cured.
(LUBBOCK, TEXAS )
.... (TERMINAL STORAGE RESERVOIR)
(CONTRACT 1 ) 03300
(15388 ) -14-
17. FINISHING FORMED SURFACES. Fins and other surface projections shall �4
be removed from all formed surfaces except exterior surfaces that will be
in contact with earth backfill and are not specified to be dampproofed.
A power grinder shall be used, if necessary, to remove projections and
provide a flush surface. Surfaces to be dampproofed shall have fins
removed and tie holes filled, but no additional finishing will be
required.
17.01. Tie Holes. Tie holes in all formed surfaces shall be cleaned,
wetted, and filled with patching mortar. Tie hole patches shall be
finished flush and shall match the texture of the adjacent concrete.
18. TOLERANCES. Unless otherwise specified, tolerances for cast -in -
place concrete work shall be as stipulated in ACI 347. Formed surfaces
stipulated in Article 3.3.8 of ACI 347 shall be considered as Class C for
all concrete work.
19. PAVEMENT FINISHING. After the concrete for access ramps has been
consolidated, and the surfaces screeded and given an initial floating,
concrete pavement shall be finished by two applications of a soft,
flexible belt 8 to 12 inches wide. The belt shall be moved forward with
a combined transverse and longitudinal motion, the longitudinal advance
being very slow for the first belting but with a sweeping motion for the
final belting. Just before the concrete attains its initial set, the
surface shall be given the final belting so as to produce a uniform
surface of roughened texture. Before the initial belting or between the
initial and final beltings, the surface shall be floated transversely
with long -handled wooden floats to eliminate any longitudinal or
transverse waves indicated by a 10 foot straightedge. Excess water,
laitance, or foreign materials brought to the surface during finishing
operations shall not be reworked into the concrete, but shall be
immediately removed.
20. CONCRETE FOR PIPE BLOCKING AND ENCASEMENT. Concrete for buried
blocking and encasement of pipe shall conform to the limiting require-
ments specified herein, except that air -entraining and water -reducing
admixtures may be omitted and the cement factor and total water content
may be adjusted to provide a minimum compressive strength of 3,000 psi at
28 days. Concrete shall have a slump of not less than 2 inches nor more
than 5 inches when placed.
21. ELASTIC WATER STOPS. Elastic water stops shall be continuous and
shall be of the rubber "dumbbell" type or plastic (PVC) ribbed or
serrated type. Rubber water stops shall be 6 inches wide and 3/8 inch
thick with a 3/4 inch bead along each edge, and shall be as manufactured
by Grace, U.S. Rubber, or Williams. Plastic water stops shall be 6
inches wide and 3/8 inch thick with a "U" or "0" bulb closed center
section, and shall be Grace "Durajoint Type 7", W.R. Meadows "Sealtight
Type 9380", or Vinylex "RB9-38". Water stop embedment shall be equal
on each side of the joint. Water stops shall be spliced in strict
conformity with the recommendations of the water stop manufacturer.
(LUBBOCK, TEXAS } ''
(TERMINAL STORAGE RESERVOIR)...
(CONTRACT 1 } 03300
(15388 } -15-
k'
Section 03600 - GROUT
1. SCOPE. This section covers grouting of equipment baseplates and
other uses of grout as indicated on the drawings. Unless otherwise
specified, all grouting shall be done with nonshrinking grout.
2. MATERIALS.
Nonshrinking Grout
Water
Gifford -Hill "Supreme", L&M
"Crystex", Master Builders
"Masterflow 713 Grout",
Sauereisen Cements "F-100 Level
Fill Grout", U.S. Grout "Five
Star Grout", or UPCO "Upcon High
Flow" or "Upcon Super Flow".
Clean and free from deleterious
substances.
3. NONSHRINKING GROUT. Nonshrinking grout shall be furnished factory
premixed so only water is added at jobsite. Grout shall be mixed in a
"`echanical mixer. No more water shall be used than is necessary to
produce a flowable grout.
3.01. Preparation. The concrete foundation to receive nonshrinking
grout shall be saturated with water for 24 hours prior to grouting.
3.02. Placement. Unless otherwise specified or indicated on the draw-
ings, the thickness of grout under baseplates shall be 1-1/2 inches.
Grout shall be placed in strict accordance with the directions of the
manufacturer so all spaces and cavities below the top of baseplates and
bedplates are completely filled without voids. Forms shall be provided
where structural components of baseplates or bedplates will not confine
the grout.
3.03. Edge Finishing. In all locations where the edge of the grout will
be exposed to view, the grout shall be finished smooth after it has
reached its initial set. Except where shown to be finished on a slope,
the edges of grout shall be cut off flush at the baseplate, bedplate,
member, or piece of equipment.
3.04. Curing. Nonshrinking grout shall be protected against rapid loss
of moisture by covering with wet rags or polyethylene sheets. After edge
finishing is completed, the grout shall be wet cured for at least 7 days.
(LUBBOCK, TEXAS )
(TERMINAL STORAGE RESERVOIR)
(CONTRACT 1 ) 03600
.. (15388 ) -1-
Section 05550 - ANCHOR BOLTS AND EXPANSION ANCHORS
1. SCOPE. This section covers cast -in -place anchor bolts and expansion
anchors to be installed in hardened concrete.
The General Equipment Stipulations set forth additional requirements for
equipment anchor bolts.
2. GENERAL. Unless otherwise specified or indicated on the drawings,
all anchor bolts shall be cast -in -place bolts and shall have a diameter
of at least 3/4 inch. Expansion anchors indicated or accepted in lieu of
cast -in -place anchor bolts for equipment or structural framing shall have
a diameter of at least 3/4 inch. All other expansion anchors shall have
a diameter of at least 1/2 inch.
Anchor bolts and expansion anchors for buried and immersion service and
in splash zones shall be Type 316 stainless steel. All other anchor
bolts and expansion anchors shall be galvanized unless otherwise speci-
fied or indicated on the drawings.
3. MATERIALS.
Bolts and Nuts
Stainless Steel Type 316.
Flat Washers ANSI B18.22.1; of the same
material as bolts and nuts.
Expansion Anchors
For Concrete Fed Spec FF-S-325; wedge type,
Group II, Type 4, Class 1 or 2;
self -drilling type, Group III,
Type 1; or nondrilling type.
Group VIII, Type 1 or 2; Hilti,
Phillips, Rawlplug, or USM.
4. ANCHOR JQQLTS. Anchor bolts shall be delivered in time to permit
setting when structural concrete is placed. Anchor bolts which are cast
in place in concrete shall be provided with sufficient threads to permit
a nut to be installed on the concrete side of the concrete form or
supporting template.
Two nuts, a jam nut, and a washer shall be furnished for anchor bolts
indicated on the drawings to have locknuts; two nuts and a washer shall
be furnished for all other anchor bolts.
(LUBBOCK, TEXAS }
(TERMINAL STORAGE RESERVOIR)
(CONTRACT 1 )
(15388 )
05550
-1-
r_
5. EXPANSION ANCHORS. Expansion anchors shall be installed in conformity
with the manufacturer's recommendations for maximum holding power, but in
no case shall the depth of hole be less than four bolt hole diameters.
The minimum distance between the center of any expansion anchor and an
edge or exterior corner of concrete shall be at least 4-112 times the
diameter of the hole in which the anchor is installed. Unless otherwise
indicated on the drawings, the minimum distance between the centers of
expansion anchors shall be at least eight times the diameter of the hole
in which the anchors are installed.
Nuts and washers for expansion anchors shall be as specified for anchor
bolts,
A (LUBBOCK, TEXAS j
(TERMINAL STORAGE RESERVOIR)
(CONTRACT 1 } 05550
.__, (15388 } -2-
Section 05990 - STRUCTURAL AND MISCELLANEOUS METALS
1. SCOPE. This section covers all items fabricated from metal shapes,
plates, sheets, rods, bars, or castings and all other wrought or cast
metal except component parts of equipment and items covered by other
sections.
Fabricated metal items which are indicated on the drawings but not
mentioned specifically herein shall be fabricated in accordance with the
applicable requirements of this section.
2. BASIC MATERIALS.
Steel
Shapes, Plates, and Bars
Sheets
Pipe
Bolts and Nuts
Unfinished
Nuts, Self -Locking
Washers
Flat
Flat, Hardened
Lock
Stainless Steel
Plates
Bolts and Nuts
Washers
Flat
Lock
(LUBBOCK, TEXAS )
(TERMINAL STORAGE RESERVOIR)
(CONTRACT 1 }
(15388 }
05990
-1-
ASTM A36.
ASTM A366 or A569, zinc coated.
ASTM A120 or A53.
ASTM A307.
Prevailing torque type; IFI-100,
Grade A.
ANSI B18.22.1.
ASTM A325.
ANSI B18.21.1, helical spring
type.
ASTM A167, Type 304.
IFI-104, Grade 303, 304, or 305.
ANSI B18.22.1.
ANSI B18.21.1, helical spring
type.
Aluminum
Sheet and Plate
ASTM B209,
Alloy
6061-T6.
i
Rolled Sections
ASTM B308,
Alloy
6061-T6.
Rod and Bar
ASTM B21I,
Alloy
6061-T6 or
'
2017-T4.
Extrusions
ASTM B221,
Alloy
6063-T5 or T6.
Aluminum Crating
ASTM. B221,
Alloy
6063-T6, mechan-
ically locked; Klemp "I -Bar",
Reliance "I-Lok",
or Universal
"Uni-Lok".
Shop Coatings
Rust -Inhibitive Primer Universal type; Cook "391-N-167
Barrier Coat", Koppers "No. 10
Inhibitive Primer", Tnemec
"77 Chem -Prime", or Valspar
113-R-28 Chromox Primer".
Coal Tar Paint Koppers "Bitumastic Super Service
Black", Tnemec 146-449 heavy Duty
Black", or Valspar "High -Build
Bituminous Coating 035-J-10".
Asphalt Varnish Fed Spec TT-V-51.
3. GENERAL REQUIREMENTS. Structural and miscellaneous metal work shall
be fabricated in conformity with dimensions, arrangement, sizes, and
weights or thicknesses specified or indicated on the drawings.
All members and parts, as delivered and erected, shall be free of winds,
warps, local deformations, and unauthorized bends. Holes and other
provisions for field connections shall be accurately located and shop
checked so that proper fit will result when the units are assembled in
the field. Erection drawings shall be prepared, and each separate piece
` shall be marked as indicated thereon. All field connection materials
n„ shall be furnished.
Structural and miscellaneous metal work shall be stored on blocking so
that no metal touches the ground and water cannot collect thereon. The
material shall be protected against bending under its own weight or
superimposed loads.
Before assembly, surfaces to be in contact with each other shall be
thoroughly cleaned. All parts shall be assembled accurately as indicated
(LUBBOCK, TEXAS }
Ff (TERMINAL STORAGE RESERVOIR)
(CONTRACT 1 } 05990
._,, (15388 } -2-
on the drawings. Light drifting will be permitted to draw parts together,
but drifting to match unfair holes will not be permitted. Any enlargement
of holes necessary to make connections in the field shall be done by
reaming with twist drills. Enlarging holes by burning will not be t
permitted.
4. GRATING. All grating shall be aluminum. Depth of bearing bars for
grating shall be as indicated on the drawings.
Except as modified herein, grating manufacture, fabrication, and instal-
lation shall comply with recommendations in the "Metal Bar Grating
Manual" of the National Association of Architectural Metal Manufacturers.
4.01. Aluminum Grating. Aluminum grating shall be pressure locked type.
Bearing bars shall be at least 3/16 inch flat stock or equivalent I -bars,
with center -to -center spacing of 1-3116 inch.
4.02. Fabrication. Grating panels shall be arranged so that openings
are centered on a joint between panels. Ends of bearing bars in grating
floor panels shall be provided with full -depth bands. Bands and
toeplates shall be 3/16 inch thick. Toeplates shall be welded to each
bearing bar. Bands shall be welded to first, last, and every fourth
intermediate bar. Cross bars shall be cut off flush with the outside
face of side bars.
All angular, circular, re-entrant, and other cuts in aluminum grating
shall be sawed or sheared.
Grating shall be fabricated in panels that can be easily handled in the
future by plant personnel. Unless otherwise indicated on the drawings,
the weight of individual panels should not exceed 150 pounds. Panels
shall be within 3/16 inch plus or minus of authorized length, within
1/8 inch plus or minus of authorized width, and shall have a maximum
difference in length of opposite diagonals of 1/4 inch. The spacing of
s
bearing bars shall be within 1/32 inch of authorized spacing. Cross bars
and edge bars of adjacent panels shall align. After installation, there
shall be not more than 1/4 inch clearance between panels. All bearing
bars shall be parallel. Bands and toeplates shall align within 1/8 inch
tolerance, vertical and horizontal.
All grating shall lie flat with no tendency to rock when installed.
Poorly fitting or damaged grating will be rejected..3
Steel frames anchored to or cast in concrete to support grating shall be
hot -dip galvanized after fabrication.
4.03. Installation. Grating shall not be damaged during handling and
installation.
f ?
(LUBBOCK, TEXAS )
(TERMINAL STORAGE RESERVOIR)
(CONTRACT 1 ) 05990
(15388 ) -3-