Park West CC(3)-LR 991115 (2)1341 West Mocki,~gblrd Lane · Dallas, Texas 7S247 - 972.647.6700- www. txLcom
November 15, 1999
McFadden & Miller, Inc.
P.o. Box 5988~
'Dallas, TX 75229
Attn= Mr. Jon Jacobsen
RE: Darrell Flood Warehouse
4600 Airline Drive
0045 0046 0047
The attached concrete mix designs utilizing the appropriate ASTM
C-3~ or A~TM C-3~0 aggregate are proposed for u~e on Lh~ ~tbove
referenced project for ready-mixed concrete to be furnished by
TXI.
To ensure that the correct mix is delivered to yo~r ~roject,
please order by the mix design number which appears mn the upper
left hand corner of'the mix design.
Texas Industries certifies that the above mix de'signs, when
ordered by specifie~ d~slgn ±dentiuy, and delivereu Dy TXI, will
meet.or exceed the zndzcated design strength at the.designated
age when testc~ in accordance with the applicable.and current
ASTM Standards C 31, C 39, C 78, C 172, C 293, applicable
prov%s~on~ of C 94, and evaluated in accordance wzth applicable
.provzszons 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 cf all test reports when strength of concrete is used as a
basis for acceptance.
Please contact us if you have any .q~.estions or require any
additional infommation. Pi==~ nut~£y TXI of approval of the
proposed mix designs prior to their use. Failure to notify us
prior to first placement ohull constitute acceptance. To ensure
that the proper mix designs are ordered, please send a copy of
~h~ l~tt~r, aft. a~ approval, to the above referenced ~roject to
be used by the person ordering the concrete for th~s ]ob.
SincereLy,
TXI Op~z'ations, LP
Cus:omer Service Representative
Mix #: 0045
Description: 4,50SK ADMIX
Strength: 3000 psi @ 28 Days
1 "CS
PIERS, GRADE BEAMS
Maximum Coarse Aggregate: 1" - #4 CRUSHED STONE
Maximum Water/Cement Ratio: 7.11 gal/~ack or 0,631 lbs/lb
Cement/Cementitious Content: 4,50 sacks (per cubic yard)
AdmiXture: ASTM C-494 Type A or D
MATERIAL QUANTITIES PER 1.0 CUBIC YARD AT S.S.D
423 lbs. ASTM C 150 TYPE I CEMENT
1840 lbs. 1" - #4 CRUSHED STONE
1501 lbs. CONCK~T~ SA.ND
267 lbs. or 32.0 Gallons of Water
2.0 to 4.0 oz/cwt of A~TM C-494,Ty~e A
Placement Slump: 4.00 + or - 1.00 ~ncnes
Mix #: 0046
Description: 5.00SK ADMIX
Strength: 3500 psi @ 28 Days
1 "CS
PANELS
Maximum Coarse Aggregate: I" - ~4 CRUSHED STON~
Maximum Water/Cement Ra=io~ 6.~0 gal/sack or 0.568 ibm/lb
Cement/Cementitious Content: 5.00 sacks (per cubic yard)
Maximum Placement Slump= ~.00 inches
Admixture: 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
1.840 lbs. 1" - #4 CRUS~ED STONE
1462 IDs, CONCRET~ SAND
267 lbs. or 32.0 Gallons of Water
2.0 tO 4.00Z/CWt of A~TM C-494 Type A
Placement Slump: 4.00 + or - 1.00 inches
Mix #: 0047
Description: 5.50SK ADMIX
Strength: 4000 psi @ 28 Days
1 "CS
SLABS
Maximum Coarse Aggregate: 1" - $4 CRUS}{ED STONE
Maximum Water/Cement Ratio: 5.82 gal/mack or 0.DI~ lbs/lb
Cement/Cementitiou~ Content: 5,50 sacks (per cubic yard)
Mawiml,m Wla~me~.t Slumpe E.0O inches
Admixture: ASTM C-494 Type A or D
MATERIAL QUANTITIES PER i.0 CUBIC YARD AT S.S.D
5~7 lbs. ASTM C 150 TYPE I CEMENT
1840 lbs. l" - #4 CRUSHED STONE
1422 lbs. CONCF~ETE SAND
267 lbs. or 32.0 Gallons of Water
2,0 to 4.0 oz/cw~ of ASTM C-~4 Type A
Placement Slump: 4.00 + or - 1.00 inches
Mix #: 9643
Description: 5.50SK TYPE A ADMIX/AEA
Strength: 4000 psi @ 28 Days
1" CS
PAVING
Maximum Coarse Aggregate: 1" - $4 CRUSHED STONE
Maximum Water/Cement Ratio~ 5.d4 gal/sack or 0.499 l~s/lb
Cement/Cementitious Content: 5.50 sacks (per cubic yard)
Air EntraininN Agent: AS~M
Admixture: ASTM C-494
MATERIAL QUANTITIES PER 1.0 CUBIC YARD AT S.S.D
517 lbs. ASTM C 150 TYPE I CEMENT
£840 lbs. ~" - $4 ~KUS~ED STONE
1312 lbs. CONCRETE SAND
258 lbs. or 31.0 Gallons u£ waL~r
2.0 to 4,0 oz/cwt of ASTM C-494 Type A
Specified Air Content: 3.0% 6.0%
placement ~lump: 4.00 + or - 1.00 inches
PUMPING NO'r~.'~ / E/~UQMM~.'NDA'I'£QNS
1. $" minimum dlmm~LNz' lln~ w£th no reduction to smaller
lines.
2. Keep rubbor ho~c to a~solute m£nlmum length and plan pipe
with as few 90 de~ree angles as possible.
~a'mplmm f~ slump and ~tren~th te~t~ should be taken ~
discharge end of hose for strength guarantee to be valid.
4. To prime DumP.lin~a, a minimum of 8.0 sack grout sho~ld hm
used for lubrication. In the case of strength concrete,
equivalent strength grout should be used if the qrout
remains in the placement.
5. Pump mixes are based on minimum cement content pumped at
ground level. AS pump line increases in.l~ngth or height
and/or layout configuration changes, addl~/onal cement may
be required to a~ur~ stren~tl~ ~ld pu~p'~13zli~y at additional
cost to the contractor.
6. TXI cannot COntrol, and lo thoroforo not rcsponmlble for
excessive loss of entrained air content when loss occurs as
hose. To ensure minimum air loss when pumpins, maintain a
continuous flow of concrete through the entire length of
pipe and do not subjec~ concrete to free fall.
7. The term "pumpable concrete" refers to concrete which is
capable o~ being transported throush an appar'atus which
forces concrete to the placing posxtion through a pipeline
or hose as long as the recommendations indicated above are
followed. The term "pumpable concrete" does not relate to
concrete proportioncd in a particular m~%er or cu~L~ini~ a
specific type of product.
Unless otherwise indicated, when the concrete temperature at
point of placement exceeds 90 degrees ~hr~nh~4t, TXI will
guarantee the strength performance of the mix design(s) herein
submitted up to a maximum placement temperature of 100 degrees
Fahrenheit u~ing an ASTM C 494 T~.e.D retarding water-reducer, as
long as the concrete is placed wzthzn 75 minutes from batch time.
Unless o~herwise indicated, strength o~ plain concrete guaranteed
up to a maximum placement temperature of 85 degrees Fahrenheit..
We are enclosing all available back up data for thc referenced
mix design(s). If the strength information is not.available, or
~m 4nmuff~.cient, confirm~tlon tests may have to be conducted by
your laboratory.
Strength of lightweight mix designs v~lid provided s~renGth
specimens are cured mn accordance wlth ASTM Test Method ~ 567, as
referenced in section 8.1 of ASTM Specification C 330.
3000
i o¢/15/99
04/26/99
04/22/99
; 0%/22/99 31
~ o413819~
10 04/2~/9~ 41
2~ 04/~/9~ 42
04/29/99
z~
20 04/30/~
21 04/30/~9
Ub/U'//~
23 00/07/9~
n~/~/~
0?/0?/99 43
30 O?/Z6/~ 47
*** Avereges ***
Ambient concrete ~1~ (~n)
Day ........ Cumul&tive Movi~j
$9 64 5,50 N/A ~400 4160 4290 4290 220
51 60 6,~0 N/A 3740 37~0 D720 396~ 396~ 40
?2 75 6.00 N/A 31~0 34~0 332~ 3805 364~ ~o
70 75 S.25 N/A 3;10 3400 3505 3745 3517 2~0
69 74 ~,50 N/A 3910 ~2~0 4080 3802 3637 340
78 81 5.00 N/A 3220 ~170 3195 3714 3~93
76 96 5.25 N/A 3060 3220 ~Z¢0 3643 3472 160
81 84 S,~0 N/A 4760 ~$20 4690 ~75~ ]675 240
76 79 4,00 N/A 4590 4690 4640 384? 41S7 AO0
89 ~ ~.35 ~/A 5060 ~/~u e~2b ~45 4~52
84 8~ 6.25 N/A 3~40 38~0 3845 393~ 4470 10
~3 9~ ~,;0 ~/~ ~080 &~30 4&05 ~50 4292 ~o
63 58 6.00 N/A 41~0 3980 4075 3959 4009 190
70 $9 ~,00 N/A 4320 4220 427n ~q~ 415o ~oo
78 60 6.00 N/A 4430 4500 44~ 4002 4203 70
00 61 5,75 N/A ~230 4510 4370 4022 ~217. 280
70 SO 6,~5 N/A 4Z80 3900 4000 4035 4~05 200
75 62 6.00 M/A 4~80 4000 ~140 4031 4197 280
91 64 5,25 N/A 4930 4730 4630 4069 4350 200
Uu ~ ~,0O N/A 4020 3~60 3990 4065 ~320 60
79 93 ~,~0 N/A 4260 4160 42~0 4~72 43~3 100
75 ao 5.00 N/A %0%0 ~99o ~o15 40~ %ol~ hu
75 84 3.~0 N/A 4240 4120 4180 4074 4135 120
T~ ~ 4.00 N/A 4140 %~O ~l~B ~0T~
98 ae S.00 N/A 2920 3110 302~ 4038 37~3 190
94 80 5,00 N/A 3530 3040 3285 4011
90 93 5,00 N/A 4~20 4200 ¢210 4018 3503 220
92 90 4.00 N/A 3520 3430 347S 4000 3657 90
7G 74 5,20
COMN~ENTARY OF ~TATIST~,~AL EVALUATIQ~ OF CONCRETE DEEI~N RE~LT~
Mix Num: 0045
Strength= 3000 psi ~ 28 Days
Paragraph 5.5 oX ACI 318-~ provides that as data becomes
available during construction, Lhu a~l~o~lt by which (F'cr) mus~
exceed the specified value of (P'c) may bc reduced, provld=d:
(a) 30 or m~w~ te~t re~ult~ are available and average of
test results exceeds that required by Section 5.3.2.1,
using a standard deviation calculated i~ ~ccn~d. ance
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 devla~on calculated in accordance wit~
Section 5.3.1.2.
Th? required average.compressive strength has been ca%culated
using a standard devmat=on calculutod ~n accordance wzth
ACI 318-89 Section B.3.1.1 or Section 5.3.1.2 and is the larger
value of these calculafi4o~m:
F'cr = F'c
= 3000
= 3664
F'cr ~ F'c
= 3000
= 3654
+ 1.34(SD)
+ 1.34( 495.2)
+ 2.33(SD) - 5b0
+ 2.33( 495.2) - 500
~UMMARY OF STATISTICAL ANALYSIS
28 Day Teat Data
Number of Tests .......................... 30
Maximum Value ............................ 4925 p~i
Minimum Value ............................ 3015 ps%.
Range .................................... 1910
Average Strength ......................... 4000 psi
~a~dard Deviation ....................... 495 psi
Required Average.Strength to satisfy
minimum Drobabmllty conditions of
ACI 318-89 Section 5.3.2,1 ............... 3664 psi
Design excess beyond code requirements... 336
N/.ItNtmbe~z 00%8
06/04/99
5 o6/o~/9~
? o6/o~/99
o6/o~/~
~/u~/~
o~/o9/~
~/~/9~
o6/14/99
20
~ 06/26/;~
23 061~t9~
~/~7/~
~; nK/~/*~
2? o6!~819~
2~
~ o6/2~/99
30 07/0~/~
Number Ambient ConcreCe Slum,(tn)
35 90 6~ 4.00
12 91 70
31 7~ 96 5.00
41 85 92 5.00
3~ 83 87 S.00
31 78 82 4,?~
35 80 92 4.75
~b ~ 6~ 4,50
~5 64 ~2 $.00
31 80 87 4.25
22 95 90 $,00
35 78 72 5.00
$$ ?9 73 5.50
35 ?B 73 5.00
31 74 94 6.50
31 ?2 96 6.00
88 82 6,00
~8 ~0 8S 4.00
~2 . 87 g4 $,00
~8 70 92 5.25
~ 7q R~ 4.R~
38 98 66 S,00
18 82 90 5.00
18 79 85 4.50
12 90 90 4.00
of Air PSI 1 ~8~ 2 ~I Avg 'AVerage
A-.,-g of 3
N/A 6250 5000 5625 $626 1250
N/A 5170 ~210 5190 5187 5189 40
N/A 4520 4710 4615 5044 4650 190
N/A 4!90 4260 ~225 48~0 4679
N/A &~20 4740 4~80 4863 4540
N/A 5440 5360 5400 4940 4802 80
N/A 5260 ;350 5305 4986 5162 90
N/A 5450 5290 5]?0 $028 5]58 160
N/A 8330 5290 531o 5o5~ 5328
~/A 5000 'S$30 g26'5 ~07~ ~3~ 530
N/A 4190 t120 4156 4999 4910 70
~/A ce~o ~76o 47.5 So2~ 4e2e G0
N/A 4380 5290 ¢825 S0o~ 5052 Bgo
N/A 4840 6090 5465 $038 S025 1250
N/A 6070 5010 55~0 5067 5277 1060
N/A 4520 4680 4600 S0~l 5202 160
N/A 4340 4560 44~0 S010 ~063 220
N/A 5710 55%0 5625 5041 4892 ~0
N/A 5~;0 ~630 5690 5072 5255 ~0
~/A ~U ~£U ~UU bUbU b~Ub 'IUU
~/A 4790 ~060 4995 5045 5072 270
N/A 4~00 4SOO 49&~ ~033 49~9 310
N/A 5620 4~00 4960 $030 4877 1320
N/A 5360 5020 5190 50e! 547~ 340
N/A 4G80 5220 S0SO $080 5S03 340
~/A 5~3o 62~o s2Bo 5087 5173 lo0
N/A 3990 3980 3975 5050 &76~ 10
81 86 5,00
C~~_R¥..O~. STATTSTICAL.EVALUATION OF CONCRETE D~SI~N R~LTE
Mix Num: 0046
Strength: 3500 psi ~ 28 Day~
Paragraph 5.5 of ACI 318-95 provides that as data becomes
available during con~tru¢~ion, thc amount by which (F'cr) must
exceed the specified value of (F'c) may be reduced, prov£dcd:
(a) 30 or more test results are ava~h~ and ayahs.ge 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) lb to 29 test results are available and aVerage o~ test
results exceeds that required by Section 5.3.2.1, using
= ~L~nd~'d d~vi~Lluu c~luul~&~d in ~u~u~'d~n~u with
Section 5.3.1.2.
The required average,compressive strength 'has been calculated
using a standard devzat~on calculated in accordance with
ACI 318-89 Section ~.3.1.1 or Section 5.3.1.2 and is the larger
value of these calculations:
~ 3500
= 4191
F'cr ~
~ 3500
+ 1.34(SD)
+ 1.3%( 515.5)
+ 2.33(SD) - 500
+ 2.33( 515.5) - 500
SUMMARY OF STATISTICAL ANALYSIS
28 Day Test Data
Number of Tests ....... 30
Maximum V~lue ............................ 6270 psi
Minimum Value ............................ 3975 ps%
Range .................................... ~9~ p~
Average Strength ......................... 5050 psi
~tan~ard Deviation ....................... 516 Dsi
Required Average Strength to satisfy
minimum probability conditions of
ACI 318-89 Section 5.3.2.1 ............... 4201 psi
Design excess beyond code requirements... 849 psi
A
11/15/99
1 02/10/99 40
3 02/i0/99 40
4 02/Z0/9~ 40
5 02/1~/99 40
7 02/~5/99 40
9 02/15/99 40
10 02/15/99 40
1£ 02/&6/~ 40
12 02/16/99 40
14 02/16/99 40
17 04/13/99
19 04/29/99 12
~o o5/o7/~9
2! 05/07/99
~2 05/07/g9
2~ 05/07/99
25 06/03/99 40
27 0~/o9/9~ 40
2~ 0e/i6/9~ 43
29 06/18/99 43
30 06/I~/9~ 43
t~anren~el~) ~lacemenu Percenu ......... 2~ ~ ........ Cumu~a~lv~
~ten~ Concrete SlX(in) o~ ~r PSI i PSI 2 ~I Avg Av~age A,~ of 3
66 74 5,75 ~/A 4~40 4a20 4~.0 4.80 220
64 93 5.50 ~/A ~940 4~90 40;~ 4998 4898 150
67 72 5,25 ~/A S02G 4710 4~65 ~890 4893
70 66 5,50 N/A 6190 6370 6~60 5168 5270
69 68 6.00 N/A 5460 ~990 5015 5243 55~7
55 60 ~,50 N/A 5~90 5250 5410 5266 5968 320
62 61 5.50 N/A 4170 4220 419~ S133 5073 50
6S 65 5.50 N/A 4~O &~U 4~bu blU2 G~2
53 62 5.75 N/A S2E0 5550 5405 5133 4820 290
~0 ~ 5.00 ~/A 4G~O ~770 ~7~0 D096 ~gP0 O0
57 64 5.50 N/A 4790 45~0 4650 5059 492~ 280
;$ g3 ~.so ~/A a~o ~9n ~ann ~nns 4~ ~n
;0 62 5,00 N/A 4B50 ~560 4555 ~gTG 4535 10
70 3.00 N/A 4420 &~0 ~495 4~44 4463
~ 70 6,00 N/A 4650 5010 4830 4937 4627
75 70 6.00 ~A ~650 5010 48~0 49~0 4719 360
88 84 S.00 N/A ~370 52~0 5320 4910 ~767
59 66 3,S0 N/A 5840 4590 5315 49~5 4895 1250
76 8! 4 00 N/A 4200 &lT0 4189 4890 4907 30
bu ,sb ~ uu ~/~ ~10 ~=o ~o 4aa3 ~e~
5S 65 S,00 N/A 4500 3960 4230 483~ 4235
G0 0~ ~.00 N/~ s600 ;~90 gg~ 4g~o 4~ ~0
89 82 5.00 ~/A ~670 5480 5575 4897 5150 190
qR R4 6.00 N/A 5030 5170 5100 4908 5440 140
75 85 5.o0 N/A 4420 ¢530 449~ 4889 5050 i10
~ ~9 6,75 ~/~ 46G0 ~80 4520 4876 4698 280
B1 88 ?,00 N/A 4600 %6C0 ~600 4866 4~2
74 88 6.75 N/A 4710 ~890 4800 4864 4640 180
COMM~.~NT~V OF STATISTIO~AL EVALUATION OF CONCRETE
Mix Num~ 0047
Strength: 4000 psi · 28 Days
Paragraph 5.5 of ACI 318-95 p~'ovid~ ~haL ~ daL~ become~
available durin~ construction, the amount by which (F'cr) must
exceed the specified value of (F'c) may be reduced, provided:
(a) ~O or more test results are available and average of
test results exceeds that required by ~ectiOn 5.3.2.1,
using a ~tandard deviation calculatea ~n accordance
with Section 5.3.1.1, or
(b) 15 to 2~ tes~ results are available and average of ues~
results exceeds that required by Section 5.3.2.1, using
~ ~L~d~'d deviation calculated in accordance with
Section 5.3.1.2.
The required average compressive strength has ~een calculated
u~in~ a s~and~rd deviation calculated in accordance w~o
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
= 4000
= 4695
F'cr = F'c
= 4000
+ !.34(SD)
+ 1.34(
2.33 (SD) - 5OO
.33 < 518.3) - 500
SUMMAKY OF STATISTICAL ANA~Y~I~
28 Day Test Data
Number of Tests .......................... 30
Msximum Value ............................ 6280 poi
Minimum Value ............................ 4!50 psi
Range .................................... 21~0 p~i
Average Strengt~ ......................... 4864
Standard Deviation ....................... 518
Required Avera~e.S~reng~h ~o satisfy
minimum Drobabll~ty conditions O~
ACI 318-89 Section 5.3.2.1 .............. 4708
Design excess beyond code requirements... 156