Coppell Greens 2-CS 991012~~~~ 1341 West Mockingbird Lane • Dallas, Texas 75247 • 472.647.6700 • www.ixi.cem
•
October 12, 1999 l
Austin Bridq'e ~ Road (. ~ ^ ~ z-~~`
11143 Goodnight Lane
Dallas, TX 75229 r-c~ ~
Attn: M].ke D1lCOte'
RE: Coppell Greene
City of Coppell
8272 82?4
The attached concrete mix designs utilizing the appropriate ASTM
C-33 or ASTM C-33o aggregate are proposed for use on the above
referenced project for ready-mixed concrete to be furnished by
'TXI .
To ensure that the correct mix is delivered to your project,
please order by the mix design number which appears in the upper
left k~and corner of the mix design.
Texas Industries cex'tifiea that the above mix designs, when
ordered by specified design identity, and delivered by TXZ, will
meet or exceed the indicated design strength at the designated
age when tested in accordance with the applicable and current
ASTM Standards C 31, C 39, C 78, C 172, C 293, applicable
provisions of C 94, and evaluated in accordance with applicable
provisions of ACI Building Code.
Txi would like to be included on your mailing list to receive all
test reports. ASTM C 94 entitles a manufacturer to receive
copies of all test reports when strength of concrete is used as a
basis for acceptance.
Please contact us if you have any questions or require any
additional information. Please notify TXI of approval of the
proposed mix designs prior to their use. Failure to notify us
prior to fir$t placement shall constitute acceptance. To ensure
that the proper mix designs are ordered, please send a copy of
this letter, after approval, to the above referenced project to
be used by the person ordering the concrete for this job.
Sincerely,
TXI Operations, LP
~i~~~~
Reedie Stone
Customer Service Representative
Mix #: 8272
Description: 5.OOSK ADMIX/AEA 1"CS
Strength: 3000 psi ~ 28 Daya
SLIP FORM PAVTNG
Maximum Coarse. Aggregate:
Maximum Water/Cement Ratio:
Cement/Cementitioue Content:
Maximum Placement Slump:
Air Entraining Agent:
Admixture:
1" - #4 CRUSHED STONE
6.20 gal/sack or 0.549 lbs/lb
5.00 sacks (per cubic yard)
3.00 inches
ASTM C-260
ASTM C-494 Type A or D
MATERIAL QUANTITIES PER 1.0 CUBIC YARD AT S.S.D
470 lbs. ASTM C 150 TYPE I CEMENT
1840 lbs. 1" - #4 CRUSHED STONE
1352 lbs. CONCRETE SAND
258 lbs. or 31.0 Gallons of Water
2.0 to 4.0 oz/cwt of ASTM C-494
S ecified Air Content: 3.0~ - 6.0~
P~acement Slump: 2.00 + or -
Mix #: 8274
Description: 6.OOSK ADMIX/AEA 1"CS
Strength: 3000 psi ~ 28 Daye
HAND PLACED PAVING
Maximum coarse Aggregate:
Maximum V~ater/Cement Ratio:
Cement/Cementitioue Content:
k~[aximum Placement Slump:
Air Entraining Agent:
Admixture:
Type A
1.00 inches
1" - #4 CRUSHED STONE
5.17 gal/sack or 0.457 lbs/lb
6.00 sacks tper cubic yard)
4.00 inches
ASTM C-260
ASTM C-494 Type A or D
MATERIAL QUANTITIES PER 1.0 CUBIC YARD AT S.S.D
564 ibs. ASTM C 150 TYPE Z CEMENT
1840 lbs. 1" - #4 CRUSHED STONE
1273 lbs. CONCRETE SAND
258 lbs. or 31.0 Gallons of water
2.0 tv 4.0 oz/cwt of ASTM C-494 Type A
Specified Air Content: 3.0~ - 6.0~
Placement Slump: 3.00 + or - 1.00 inches
PUMPING NOTES / RECOMMENDATIONS
1_ 5" minimum diameter lines with no reduction to smaller
Lines.
2. Keep rubber hose to absolute minimum length and plan pipe
with as few 90 degree angles as possible.
3. Samples for slump and strength tests should be taken t~1
discharge end of hose for strength guarantee to be valid.
4. To prime pump lines, a minimum of 8,0 $ack grout should be
used for lubrication. In the case of strength concrete,
equivalent strength grout should be used if the grout
remains in the placement.
5. Pump mixes are based on minimum cement content pumped at
ground level. As ~7ump line increases in length or height
and/or layout configuration changes, additional cement may
be required to assure strength and pumpability at additional
cost to the contractor.
6. TXI cannot control, and is therefore not responsible for
excessive loss of entrained air content when loss occurs as
a result of boom configuration or free fall discharge from
hose. 20 ensure minimum air loss when pumping, maintain a
continuous flow of concrete through the entire length of
pipe and do not subject concrete to free fall.
7. The tee "pumpable concrete" refers to concrete which is
capable of being transported through an apparatus which
forces concrete to the placing position through a pipeline
or hose as long as the recommendations indicated above are
followed. The term "pumpable concrete" does not relate to
concrete proportioned in a particular manner or containing a
specific type of product.
Unless otherwise indicated, when the concrete temperature at
point of placement exceeds 90 degrees Fahrenheit, TXI will
guarantee the strength performance of the mix design(s) herein
submitted up to a maximum placement temperature of I.OD degrees
Fahrenheit using an ASTM C 494 Type D retarding water-reducer, as
long as the concrete is placed within 75 minutes from batch time.
Unless otherwise indicated, strength of plain concrete guaranteed
up to a maximum placement temperature of 85 degrees Fahrenheit.
We are enclosing all available back up data for the referenced
mix design{s). If the strength information is not available, or
is insufficient, confirmation testa may have to be conducted by
your laboratory.
Strength of lightweight mix designs valid provided strength
specimens are cured in accordance with ASTM Test Method C 567, as
referenced in section 8.1 of ASTM Specification C 330.
COrII~tENTARY OF STATISTICAL BVAL ATION OF CONCRETE D85IC~N RESULTS
Mix Num: 8274 Strength: 30Q0 psi ® 28 Days
Paragraph 5.5 of ACI 318-95 provides that as data becomes
available during construction, the amount by which (F'cr) must
exceed the specified value of (F'c) may be reduced, provided:
(a) 30 or more teat results are available and average of
test results exceeds that required by Section 5.3.2.1,
using a standard deviation calculated in accordance
with Section 5.3.1.1, or
(b) 15 to 29 test results are available and average of test
reSU1tS exceeds that required by.Section 5.3.2.1, using
a standard deviation calculated in accordance with
Section 5.3.3..2.
The required average compressive strength has been calculated
using a standard deviation calculated in accordance with
ACI 318-89 Section 5.3.1.1 or Section 5.3.1.2 and is the larger
value of these calculations:
~" cr = F' c + 1.34 {SD)
3000 + 1.34{ 508.2)
= 3681
F"cr = F'c + 2.33{SD) - 500
= 3000 f 2.33( 508.2) - 500
= 3684
SUI4MARY OF 6TATISTICAL ANALYSIS
28 Day Test Data
Number of Tests .......................... 30
Maximum value ............................ 6155 psi
Minimum Value ............................ 4140 psi
Range......... ......................... 2015 psi
Average Strength ......................... 4979 psi
Standard Deviation..... ..... ..... 508 psi
Required Average Strength to satisfy
minimum probability conditions of
ACI 318-89 Section 5.3.2.1.... .....•.•-- 3684 psi
Design excess beyond code requirements... 1295 psi
rw~s amarrus6
coa~ctzsts a716za11 rnuvAZlar
Dat~i 10/1=/!! •• 8tatirticr CaeoilsA !iw =pdepr»ernt Labosrtosy T~et BPrOi~r ••
llf: Aiaber: 0174 BLS4~gth: 1000 psi • Zs Dayr
1• Dar r.rt saw
Temparaturc
Plaiat ttahiCnheit) Placement Pezcent --------- 28 Day -,------ cumulative 19ov1ss3
rest Date NURlbez AmbienC Concrete Slumpiinl o! Afz P8I 1 PSI a PSI Avg Avezage Avg o! 3 Aaaga
NUaiber
1 02/18/99 70 4.50 5.16 5310 5200 5660 5x60 120
6 42/19/99 59 7D 4,75 S.Ok 6120 6050 6085 5673 70
3 02/71/99 65 4.00 5.2k 4810 4890 4850 5398 5398 80
4 02/22/99 48 63 6.75 5.31 6760 4870 4795 5668 5243 150
5 01/12/99 31 38 56 5.25 a.9k 6070 6020 6045 5407 5230 50
6 03/13/49 68 3.75 S.Ok 4670 4870 6770 5301 5203 200
7 01/64/99 18 71 63 4.75 N/A •760 4820 4740 5215 5198 80
8 02/25/94 79 4.75 4.7k 5270 5110 5190 5222 4913 160
9 02/25/99 40 70 72 4.95 N/A 4960 5110 5035 5201 5002 250
10 0]116/99 40 67 77 5.50 N/A 6180 4330 4255 5107 4877 150
11 01/26/99 40 70 7d 9.00 N/A 5410 5230 5320 5126 4870 180
12 0;/06/99 40 62 70 6.50 D/A 5920 5700 5810 5183 5136 220
13 03/05/99 42 6.00 ?Q/A 6950 5000 9975 5167 5368 SD
14 03/05!99 31 65 73 5.00 4.1k 4910 5000 4955 5151 5647 90
15 03/05/99 31 68 75 5.15 3.9k 9590 4410 4500 5108 4810 180
16 03/05/99 31 72 79 4.75 4.Sk 4760 6770 6785 5087 9740 10
1T 03/05/99 31 63 71 5.00 3.0! 0770 4610 4690 5069 4652 160
18 03/10/99 43 6D 66 6.00 s,5t 4830 4760 4795 5049 4750 ?0
19 03/11/99 I8 57 72 3.00 4-dk 4470 4640 4555 5023 4580 170
a0 03/IS/99 69 3.00 N/A 5960 6350 6155 5079 5168 390
21 03/16/99 65 6d ].50 3.Bk 4910 6740 seas 5067 517! 170
22 03/16/99 74 4.25 4.9k •780 4570 4875 5044 5118 1I0
23 03/26/99 40 65 70 5.00 N/A 1500 4770 4635 5031 4712 270
24 03/29/99 55 69 3.75 5.0k 5500 5410 5460 SOa9 6913 80
25 04/I2/49 38 77 86 3.50 a.1k 4540 4640 4590 5031 4895 104
2b 04/20/99 38 76 B4 3.50 N/A 4690 4580 4635 5016 4895 110
27 06/63/99 90 89 84 4.00 N/A 5170 5210 5190 5024 1805 a0
a8 05/07/99 38 63 84 6.50 N/A 4060 4120 4140 4991 4655 160
29 05/12/99 3$ T9 B6 9.50 3,2k 4810 5110 4960 9989 4763 700
30 o5/aa/99 d5 e9 4.00 3.8k 4770 4560 x665 4979 4588 210
**• AvCragCi ••• 66 73 4.61 4.Sk
rOMMENTARY OF STATISTICAL EVALUATION OF CONCRETE DESIGN RESULTN
Mix Num: 8Z7Z Strength: 3000 psi ® 28 Days
Paragraph 5.5 of ACI 318-95 provides that as data becomes
available during construction, the amount by which (F'cr) must
exceed the specified value of (F'c) may be reduced, provided:
(a) 30 or more test results are available and average of
test results exceeds that required by Section 5.3.2.1,
using a standard deviation calculated in accordance
with Section 5.3.1.1, or
(b) 15 to 29 test results are available and average of teat
results exceeds that required by Section 5.3.2.1, using
a standard deviation calculated in accordance with
Section 5.3.1.2.
The required average compressive strength has been calculated
using a standard deviation calculated in accordance with
ACI 318-89 Section 5.3.1.1 or Section 5.3.1.2 and is the larger
value of these calculations:
F'cr = F'c + 1.34(SD)
= 3000 + 1.34( 520.2)
= 3697
F' cr = F" c + 2.33 (SD) - 500
= 3000 + 2.33( 520.2) - 500
= 3712
SUbIIdARY OF STATISTICAL ANALYSIS
28 Day Test Data
Number of Teets .......................... 30
Maximum value ............................ 5755 psi
Minimum Value ............................ 3745 psl
Range......... ......................... 2010 p$i
Average Strength ......................... 4534 psi
Standard Deviation..... ....... ..... 520 psi
Required Average Strength to satisfy
minimum probability conditions of
ACI 318-89 Section 5.3.2.1 .... .......... 3712 psi
Design excess beyond code requirement8... 822 psi
reav-s uwII8i7tx=s
caaacxsrs rn•zma svASUATxav
Dat+~ 10/11/9! •• Btatiaticr Ca~ptl•6 8'iw 2fadapsndaee faboratvf:y 4aat 6paaisms ••
!lift 1Rafbes: 8]71
Teag>erature
Teat Plant tFahzenheit) Placement
Number Date Number Ambasnt Concrete slump{ln)
1 05/21/94 81 T8 5.00
1 OS/2d /99 84 79 4.50
3 08/14/99 40 B6 67 5.50
4 05/24/99 40 88 87 5.50
$ 05/24/94 40 84 B6 b.00
6 05/24/99 3S 60 53 5.25
7 08/24/99 35 63 58 5.50
8 08/14/99 35 S8 56 5.00
9 05/79/94 35 58 56 S-VO
10 06/08/49 46 89 90 7.00
11 06/09/99 46 93 96 5.54
12 06/10/99 !0 78 86 4.25
13 06/19/99 9Z 6.75
19 06/14/99 88 7.DD
15 06/14/99 78 8.50
li 06/14/99 79 6.00
17 v6/1!/99 83 81 5.00
18 06(15/99 83 80 5.00
19 06/17/99 80 75 5.50
20 06/1?/99 46 74 91 5.00
zl 06/18/99 80 T4 5.00
as Ofi/IS/99 46 B5 86 3.00
23 06/18/f9 12 85 88 6.00
24 06/18/99 IZ 82 87 5.50
a5 Ob/Z3/99 35 81 78 6.00
26 06/23/99 35 80 79 6.00
27 06/a3/99 35 79 79 5.50
38 06/23/99 35 80 79 5,00
Z9 06/a5/99 1Z 72 83 6.50
30 06/15/99 12 72 83 6.25
••• Averages ••• 78 80 5.65
stesngtbe sooo psi • 18 Days
1t Day Tast Data
Percent --------- ZS Day -------- CUmt11a[ive NlOVing
pf Air P5I 1 PSI 2 PSI Avg Average Avg of 3 Range
l.6i 3660 3830 3745 3745 170
5.6} 4100 4470 d285 4015 370
4.0} 4790 9560 4650 4227 4127 180
tq/A 4280 41b0 4270 4238 4402 ZO
3.8} 3980 4020 4000 4190 4307 40
S.Oi 4760 4590 4675 4ZT1 4315 170
4.7} 4930 4360 4645 6326 4440 570
4.B} 4630 5180 4905 4397 4742 SSO
5.0} 4750 5380 5065 9972 4872 630
R/A 3880 4000 3940 4918 4637 120
P/A 4590 5150 4870 4459 4625 560
N/A 3850 3800 3825 6406 4112 50
3.9t 4110 4260 4185 6389 4293 150
2.0} 4300 6380 {340 4386 4117 80
4.2} aisD aooD 4070 4365 4198 iaD
4.3} 43]0 4280 4300 4361 4237 40
d.6} 4680 4610 4645 4377 4338 70
4.0} 4640 6520 4580 4384 4508 120
O.D} 5060 4610 4835 4412 d687 150
R/A $780 5560 5670 4675 5038 Za0
1.0} 3860 3810 3835 9415 4780 50
N/A 5050 4800 9925 9466 4810 150
d.3} 9310 4490 4430 4465 4397 la0
s.si x330 4$50 4460 adsa 4s9^ 220
4.35 4950 5070 5019 4486 4627 120
6.6} 4140 4820 4480 4485 4643 680
4.3} 5410 $440 5415 65]0 4971 30
4,3} 5950 5560 5755 4564 5220 390
4.1} 3900 9180 4440 454fi 5073 180
3.5} 4130 4220 6175 6534 4657 90
4.0}