SS9301-CS 940812 AUG-12-1994 15:18 P.O1
· TEKAS INDUST S, INC.
Augus~ 12, 1994
Anderson Asphalt Paving
11343 Hathis Avenue
Dallas, TX 752g9
Attention Mr. David Anderson
'~E: Bethel Road - Coppell ~
8274
Gentlemen:
The attached concrete mix design utilizing the appropriate ASTM C-33 or
ASTM C-$30 aggregate is proposed for use on the above referenced project
for ready mix 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 hand
coraer of the mix design.
Texas Industries certifies that the above mix design, when ordered by
specified design identity, will meet or exceed the indicated design
strength at a designated age when tested in accordance with the
applicable and current ASTM Standards ¢ 3L, C 39, C 78, C 172, C 293,
applicable provisions of C 94, and evaluated in accordance with
applicable provisions of the ACI 318 Building Code.
TXI would like to be included on your mailing list to receive all test
reports. ASTM C 94-B6a Section 14.4 entitles a manufacturer to receive
copies of all test reports when strength of concrete is used as a basis
for acceptance.
Contact us if you ~ave any questions or require any additional
information. Please notify TXI of approval of the proposed mix design
prior to its use. To ensure that the proper mix design is ordered,
please se~d 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,
TEXAS INDUSTRIES, INC.. I~'#~brandfaxtransmi~talm~oTb~71 I#~ w ~
Dana L. Link
Customer Service Representative ~
;~UG-12-1994 15:18 P.02
MIX ~ 8274 6.00SK ADMIX/ARA l"CS 4000 PSI @ 28 Days
PAVING OR AS REQUIRED
Maximum Coarse Aggregate Size: ASTM C 33 1"- ~4 Crushed Stone
Maximum Water/Cement Ratio: 5.33 gal/Sk .472 lb/lb
Minimum Cement Content per Cubic Yard: 6.00 sacks
Maximum Placement Slump: 5.0 inches
Admixture ASTM C-494: Type A or D
Air Entraining Agent ASTM C-250: 3% - 6%
RRTERIAL QUANTITIES PER I CUBIC YARD AT S.S.D.
564 lbs. or 6.00 sacks ASTM C 150 Type I Cement
1840 lbs. ASTM C 33 1"- #4 Crushed Stone
1273 lbs. ASTM C 33 Concrete Sand
267 lbs. or 32.0 gallons of Water
2.0 to 4.0 oz/cwt of AS?M C-494 Type D
Specified Air Content: 3% - 6%
Placement Slump: 4.0 + or - i inches
AUG-12-1994 15:18 P.03
PUMPING 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. Slumps and test cylinders should be taken @ discharge end of
hose for strength guarantee to be valid.
4. To prime pump lines, a minimum of 8.0 sack 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 pump 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.
We are enclosing all available back up data for the above referenced mix
design. If the strength information is not available or is not
sufficient, conformation cylinders may have to be made by your testing
laboratory.
AUG-12-1994 15:19 P.04
TEXAS INDUSTRIES, INC.
CONCRETE DESIGN EVALUATION
Date: 08/12/94 ** Statistics Compiled From Independent Laboratory Test Specimens ** Page:
Mix No. K8274 Strength 4000 psi ~ 28 Oays
28 Day Test Data
Test Plant Temperiture Placement Percent ....... '28 Day ....... Cum Moving
No, Date No. Amb COn Slump of Air PSI 1 PSI 2 PSI Avg Avg Avg of 3 Range
i 03/08/93 31 62 70 '5.5 3.6 4760 4660 4710 471D 4710 100
2 03/15/93 31 59 62 5,0 4.0 4570 ¢46O 4515 4613 46i3 110
3 03/25/93 31 77 70 5.7 N/A 5300 5890 5595 4940 4940 590
4 03/26/93 31 75 70 5.0 N/A 6010 5940 5975 5199 5362 70
5 03/29/93 31 75 70 5.5 N/A 4740 4920 4830 5125 5467 180
6 03/30/93 31 70 75 7,0 N/A 5450 566O 5555 5197 5453 210
7 03/31/93 31 65 65 6,0 N/A 5730 5840 5785 5281 539D 110
8 04/01/93 31 60 65 4,5 N/A 4410 4820 ¢615 5198 5318 410
9 34/02/93 3i 58 69 3.5 N/A 5040 4810 4925 5167 5i68 230
10 04/05/93 3i 60 65 4.5 N/A 5620 5760 5690 522O 5077 140
11 04/2I/9] 31 45 6O 4,5 4.0 5230 4850 5040 5203 ~218 380
12 04/21/93 31 48 62 5.5 4.0 4950 4880 4915 5179 5215 70
13 07/23/93 32 N/A 89 2.2 5,0 S450 5240 5345 5192 5~00 210
14 07/26/93 32 N/A 89 3.5 4,5 4790 5090 4940 5174 5067 300
15 07/26/93 32 N/A 94 4.7 4,6 4410 4640 4515 5131 4937 230
16 10/25/93 18 N/A 80 4.0 6.5 4680 4680 4680 5103 4715
17 10/~6/93 18 N/A 78 5,0 5.5 4750 4890 4820 5086 ~675 140
18 10/28/93 lB N/A 68 6,0 4.6 5130 5240 5185 5091 4895 110
19 11/04/93 45 75 78 4,5 3.5 5500 5340 5420 5109 5142 160
20 11/05/93 46 58 N/A 4,2 3.9 4860 4950 4905 5099 5170 gO
21 11/05/93 46 58 N/A 3.5 c.2 5380 5340 5360 5111 5228 40
22 11/08/93 46 56 N/A 6,0 3.7 5220 5160 5190 5115 5152 60
23 11/08/93 46 N/A N/A 5,0 3.4 4900 4990 4945 5107 5165 90
24 11/09/93 46 58 N/A 4.5 Z.g 4850 4900 4875 5098 5003 50
25 11/09/93 46 58 N/A 4.7 3,6 4700 4420 4560 5076 4793 280
26 12/01/93 18 N/A 74 4.7 N/A 4560 4330 4445 5052 4627 230
27 12/16/93 46 N/A 58 4.2 3,6 5910 5640 5775 5079 4927 270
28 12/29/93 12 52 50 4,0 N/A 5220 5160 5190 5083 5137 60
29 04/11/94 41 N/A 73 3.0 4.1 4810 4850 4830 5074 5265 40
30 04/14/94 41 80 70 3.2 3.8 4810 4850 4830 5066 4950 40
*** Averages *** 63 71 4.6 4,2
~JG-12-1994 15:19 P.05
CONHENTARY OF STATISTICAL EVALUATION OF CONCRETE DESIGN RESULTS
Nix No. KBZ74 Strength ¢000 psi e 28 Days
Paragraph 5.5 of ACI 318-89 provides the% 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 test
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' = f' + 1.34(S0) cr c
-- 4000 + 1.34(00422)
= 4565
f' = f' + 2.33(SD) - 500 cr c
= 4000 + 2.33(00422) - 500
= 4483
SUIMMARY OF STATISTICAL ANALYSIS
28 Day Test Data
Number of Tests .......................... 30
Maximum Value ............................ 5975 psi
Minimum Value ............................ 4445 psi
Range .................................... 1530 psi
Average Strength ......................... 5066 psi
Standard Deviation ....................... 422 psi
Required Average Strength to satisfy
minimum probability conditions of
ACI 315-8g Section 5.3.2.1 ............... 4565 psi
Design excess beyond code requirements.. 501 psi
TOTRL P.05