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Gateway BP(1.2)-LR 960620 (2)unmll TlflgLB GENERAL CONTRACTORS, INC. Thursday, Jun~ 20, 1996 Mr. Kenneth Griffin, City City of Coppell 255 Parkway Blvd. Copl~ll, TX 75019 Re: Fritz Warehouse: 660 Cotton Rd. - Fly Ash in paving Haws and Tingle General Contractors, Inc. ~ requests the use of flyash in concrete paving mix designs for the approaches, parking and fire lanes for the referenced project. Attached is a letter from TXI's Michael Caldarone, P.E. (a resident of Coppell) with the following information for your review and c, onsideration: · A list of cities with their associated mix designs. · Mix design 8272 a true 5 sack Type I cement reference design with break history. · Mix designs 8204 and 9490 with break history to compare to 8272. · A series of rq~rints with relevant paragraphs highlighted. We also bring to your attention, while fly ash adds considerable improvements for hot weather concret~ placing, this summer contractors and municipalities am faced with a mai cement shortage. The mills are producing at maximum capacity. The use of fly ash conserves the cement reserves and will help reduce shortages. We have used fly ash mix designs for years with good results and our finishers know and undc~ its properties. In addition, we will he using a 4,000 psi mix design for all voldcular paving on this project. The developer elected not to stabilize the subgrade and your ~nginecfing department has allowed a 4,000 psi mix design. We propose to use 5.5 sacks of Type I ~t and ½ sack of Class C flyash, for the equivalent ofa 6 sack mix. Should you have any specific questions regarding this request please contact either me or Mr. Caldarone at TXI at (214) 647-6700. Michael will meet with you at your convenience, if noeded. We look forward to approval of fly ash in our paving concrete mixes and providing a quality project in your fair city. Sincerely, Karl Mosor Project Manager cc: Kathy Rabuse - Gromatsky Duprec & Assucates Architect Steve Williamson - Construction Manager - Catellus Development Corp. 909 West Magnolia Avenue, Suite 2 · Fort Worth, Texas 76104 817/921-5248 Metro 817/429-8310 · Fax 817/927-8586 TEXAS INDUSTRIES, INC. June 17, 1996 Mr. Carl Mosier Haws & Tingle General Contractors, Inc. 909 W. Magnolia Suite 2 Fort Worth, TX 76104 RE: Fritz Companies Gateway Project, Coppell, TX Dear Mr. Mosier: Pursuant to your request, enclosed is a brief list of various municipalities in the greater Dallas/Fort Worth area with specifications which allow for the inclusion of fly ash into concrete mixtures. Additionally, fly ash is incorporated in nearly all Texas Department of Transportation Class "P" paving applications. Advantages of fly ash include increased compressive and flexural strengths, reduced drying shrinkage, increased density and better control of heat development and strength under hot weather conditions. Enclosed is some industry related information on fly ash which we hope you find useful along with a performance comparison of three different TXI mix designs. All three designs are based on a 5.0 sack cement content. If you have any questions regarding this information, or if we may be of further service, please feel free to call. Sincerely, TEXAS INDUSTRIES, INC. Michael A. Caldarone, P.E. Manager-Q.A./Q.C. ENC. June 17, 1996 CITY Arlington, TX Dallas, TX Fort Worth, TX Grand Prairie, TX Piano, TX Texas Department of Transportation '5490 g2o4 ,zo4 9496 SPECIFICATION Maximum 94 lb. cement replacement Replace 1.0 lb. cement with 1.25 lb. fly ash Fly ash permitted in all machine placed and slip formed paving Maximum 20% cement replacement Replace 1.0 lb. portland cement with 1.25 lb. fly ash 470 lb. (5.0sk) minimum cementitious content Maximum 20% cement replacement Replace cement with fly ash on a pound-for-pound basis Maximum 20% cement replacement Maximum 20% cement replacement Replace 1.0 lb. Type I portland cement with 1.25 lb. fly ash ITEM 421.2 Materials, (2) Fly Ash "When fly ash is used, "cement" shall be defmed as "cement plus fly ash". "Cement plus fly ash" shall be composed of Type I, II or III portland cement and 20 to 35 percent fly ash by absolute volume, except that for classes of concrete which are specified to have less than five (5) sacks of portland cement per cubic yard, the fly ash replacement of cement shall not exceed 25 percent by absolute volume of the specified cement content." MIX # 8272 5.00SK ADMIX/AEA 1"CS 3000 PSI ~ 28 Days PAVING Maximum Coarse Aggregate Size: ASTM C 33 Maximum Water/Cement Ratio: 6.40 gal/sk .567 lb/lb Minimum Cement Content per Cubic Yard: 5.00 sacks Maximum Placement Slump: 4.0 inches Admixture ASTM C-494: Type A or D Air Entraining Agent ASTM C-260: 3% - 6% 1"- #4 Crushed Stone MATERIAL QUANTITIES PER 1 CUBIC YARD AT S.S.D. 470 lbs. or 5.00 sacks ASTM C 150 Type I Cement 1840 lbs. ASTM C 33 1"- #4 Crushed Stone 1352 lbs. ASTM C 33 Concrete Sand 267 lbs. or 32.0 gallons of Water 2.0 to 4.0 oz/cwt of ASTM C-494 Type D Specified Air Content: 3% - 6% Placement Slump: 3.0 + or - I inches MIX # 8204 470# ADMIX/AEA l"CS 3000 PSI ~ 28 Days PAVING Maximum Coarse Aggregate Size: ASTM C 33 1"- #4 Crushed Stone Maximum Water/Cement Ratio: 5.g0 gal/sk .549 lb/lb Minimum Cement Content per Cubic Yard: 5.25 sacks Maximum Placement Slump: 4.0 inches Admixture ASTM C-494: Type A or D Air Entraining Agent ASTM C-260: 3% - 6% MATERIAL QUANTITIES PER 1 CUBIC YARD AT S.S.D. 376 lbs. or 4.00 sacks ASTM C 150 Type I Cement 94 lbs. or 1.25 sacks ASTM C 618 Fly Ash 1840 lbs. ASTM C 33 1"- #4 Crushed Stone 1359 lbs. ASTM C 33 Concrete Sand 258 lbs. or 31.0 gallons of Water 2.0 to 4.0 oz/cwt of ASTM C-494 Type D Specified Air Content: 3% - 6% Placement Slump: 3.0 + or - 1 inches MIX # 9490 5.00SK ADMIX/AEA 1"CS(1:1.25) 3000 PSI @ 28 Days PAVING Maximum Coarse Aggregate Size: ASTM C 33 1"- #4 Crushed Stone Maximum Water/Cement Ratio: 5.57 gal/sk .522 lb/lb Minimum Cement Content per Cubic Yard: 5.57 sacks Maximum Placement Slump: 4.0 inches Admixture ASTM C-494: Type A or D Air Entraining Agent ASTM C-260: 3% - 6% MATERIAL QUANTITIES PER 1 CUBIC YARD AT S.S.D. 376 lbs. or 4.00 sacks ASTM C 150 Type I Cement 118 lbs. or 1.57 sacks ASTM C 618 Fly Ash 1840 lbs. ASTM C 33 1"- #4 Crushed Stone 1334 lbs. ASTM C 33 Concrete Sand 258 lbs. or 31.0 gallons of Water 2.0 to 4.0 oz/cwt of ASTM C-494 Type D Specified Air Content: 3% - 6% Placement Slump: 3.0 + or - I inches Date: o6/17/96 ~l~t ~. ~te ~. i o2/o8/96 38 2 o2/o9/96 4o 3 02/09/96 40 4 02/12/96 31 5 02/12/96 31 6 02/12/96 31 7 02/13/96 31 8 02/14/96 12 9 02/14/96 31 10 02/14/96 13 11 02/15/96 43 12 02/15/96 43 13 02/15/96 43 14 02/15/96 43 15 02/16/96 43 16 02/19/96 31 17 02/20/96 31 18 02/20/96 50 19 02/21/96 31 20 02/22/96 41 21 02/23/96 31 22 02/26/96 31 23 02/26/96 31 24 02/28/96 40 25 02/28/96 46 26 02/28/96 46 27 02/28/96 46 28 02/28/96 46 29 03/01/96 40 30 03/05/96 38 TEXAS INDUSTRIES, INC. CONCRETE DESIGN EVALUATION ** Statistics Compiled From Independent Laboratory Test Specimens ** Mix No. E8272 Str~ 3000 psi @ 28 Days 28 Day Test Data Temperature Placement Percent ....... 28 Day ....... Arab Con Slump of Air PSI 1 PSI 2 PSI Avg 78 68 4.5 4.8 4422 4599 4511 77 75 4.0 N/A 4950 5240 5095 76 71 5.0 N/A 4040 3860 3950 59 60 5.5 N/A 3800 4040 3920 52 61 5.5 5.0 4190 4620 4405 59 65 5.0 4.5 4280 4250 4265 51 63 5.5 5.0 3920 4060 3990 79 70 3.5 5.8 4100 4340 4220 68 64 5.5 N/A 3380 3610 3495 84 84 5.0 ~/A 3210 3420 3315 #/A 62 5.0 4.0 4170 4010 4090 N/A 65 5.5 4.8 3840 3550 3695 N/A 66 5.5 4.6 4080 3940 4010 N/A 65 6.0 4.4 3580 3490 3535 N/A 66 5.7 5.3 4450 4400 4425 73 76 3.5 N/A 4580 4990 4785 80 74 4.5 N/A 4340 4490 4415 N/A 65 5.2 3.5 3900 4030 3965 92 72 4.0 N/A 3730 4030 3880 82 77 4.2 5.0 4310 4160 4235 66 72 5.0 N/A 3940 4260 4100 77 78 4.0 4.0 4730 4610 4670 70 74 5.0 N/A 4400 4230 4315 N/A 61 4.0 5.4 4320 4360 4340 40 56 5.5 N/A 4440 4610 4525 38 55 6.0 ]/A 3870 4120 3995 39 56 7.5 N/A 3680 3760 3720 38 55 6.0 N/A 4130 4660 4395 N/A 73 2.2 4.4 4490 4710 4600 80 78 5.0 N/A 3430 3610 3520 *** Averages *** 66 68 4.9 4.7 4511 4803 4519 4369 4376 4358 4305 4295 4206 4117 4114 4079 4074 4035 4061 4107 4125 4116 4103 4110 4110 4135 4143 4151 4166 4159 4143 4152 4168 4146 Movin~ Avqof 3 4511 48O3 4519 4322 4092 4197 4220 4158 3902 3677 3633 3700 3932 3747 3990 4248 4542 4388 4087 4027 4072 4335 4362 4442 4393 4287 4O80 4037 4238 4172 Page: 1 177 290 180 240 430 30 140 240 230 210 160 29O 140 50 410 150 130 300 150 320 120 170 40 170 25O 80 530 220 180 COMMENTARY OF STATISTICAL EVALUATION OF CONCRETE DESIGN RESULTS. Mix No. E8272 Strength 3000 psi @ 28 Days Paragraph 5.5 of ACI 318-8g 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 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'c + I 34(SD) cr ' = 3000 + 1.34(00414) = 3555 f! = f'c + 2.33(SD) - 500 = 3000 + 2.33(00414) - 500 = 3465 SUMMARY OF STATISTICAL ANALYSIS 28 Day Test Data Number of Tests .......................... 30 Maximum Value ............................ 5095 psi Minimum Value ............................ 3315 psi Range .................................... 1780 psi Average Strength ......................... 4146 psi Standard Deviation ....................... 414 psi Required Average Strength to satisfy minimum probability conditions of ACI 318-89 Section 5.3.2.1 ............... 3555 psi Design excess beyond code requirements.. 591 psi ])ate: 06/17/96 Test No. Date 1 07/27/95 2 07/27/95 3 07/28/95 4 o8/o5/95 5 o8/o5/95 6 08/05/95 7 08/05/95 8 08/28/95 9 o8/28/95 10 08/29/95 11 08/2~/95 12 0~/14/95 13 09/14/95 14 09/15/95 15 09/15/95 16 10/09/95 17 10/11/95 18 lO/11/95 19 10/11/95 20 10/11/95 21 10/12/95 22 10/12/95 23 10/12/95 24 11/06/95 25 11/07/95 26 11/13/95 27 11/20/95 28 11/20/95 29 lZ/30/95 30 01/29/96 TEXAS INDUSTRIES, INC. CONCRETE DESIGN EVALUATION ' ** Statistics Compiled From Independent Laboratory Test Specimens ** Mix No. E8204 strength 3ooo 28 Day Test Data Plant Temperature Placement Percent ....... No. Amb Con Slump of Air PSI 1 psi @ 28 Days 28 Day ....... psi2 psi Avg Cum Movin~ Avg Avg of 3 12 87 91 1.7 4.5 5660 5530 5595 12 94 93 2.7 5.0 4450 4240 4345 31 83 96 5.0 5.3 3430 3330 3380 12 85 92 4.2 5.0 3980 3960 3970 12 91 94 4.2 5.0 3980 4100 4040 12 97 95 5.0 5.0 3540 3690 3615 12 98 95 5.5 5.1 3730 3650 3690 12 90 92 1.7 4.3 4920 5020 4970 12 97 95 2.0 4.5 4990 4870 4930 12 81 93 2.5 5.7 4530 4440 4485 12 87 95 1.7 5.0 4800 4710 4755 12 78 88 1.5 4.6 4680 4780 4730 12 84 85 2.7 4.7 4250 4280 4265 12 82 91 1.7 5.4 4460 4480 4470 12 85 92 3.5 5.1 5020 5110 5065 18 83 *79 4.0 N/A 4140 4270 4205 12 67 65 2.0 4.4 5080 5350 5215 12 70 -71 2.2 N/A 4430 4360 4395 12 82 83 1.5 4.5 4520 4160 4340 12 87 85 2.0 4.5 4100 4160 4130 12 80 N/A 2.0 N/A 5160 5120 5140 12 75 80 4.0 N/A 4170 4390 4280 12 80 83 2.5 W/A 4230 4110 4170 12 64 71 5.0 M/A 4010 39{)0 3955 18 70 71 5.0 N/A 4350 4080 4215 13 42 55 5.5 3.4 4670 4860 4765 47 73 71 6.0 5.7 4520 4900 4710 47 76 73 5.2 6.0 4540 4820 4680 13 72 70 5.0 N/A 4970 5270 5120 40 N/A 64 4.7 5.4 4000 3760 3880 5595 4970 4440 4323 4266 4158 4091 4201 4282 4302 4343 43?5 4367 4374 4420 4407 4454 4451 4445 4430 4463 4455 4443 4422 4414 4428 4438 4447 4470 4450 5595 4970 4440 3898 3797 3875 3782 4092 453O 4795 4723 4657 4583 4488 4600 4580 4828 4605 4650 4288 4537 4517 4530 4135 4113 4312 4563 4718 4837 4560 Page: 1 ~e 130 210 100 20 120 150 8O 100 120 90 90 100 30 20 90 130 270 70 360 60 40 220 120 110 270 190 380 280 300 240 *** Averages *** 81 83 3.4 4.9 COMMENTARY OF STATISTICAL EVALUATION OF CONCRETE DESIGN RESULTS Mix No. E8204 Strength 3000 psi @ 28 Days Paragraph 5.5 of ACI 318-89 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 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' + 1.34(SD) f'cr c 3000 + 1.34(00521) 3698 f'cr: f'c + 2.33(SD) 500 3000 + 2.33(00521) - 500 3714 SUMMARY OF STATISTICAL ANALYSIS 28 Day Test Data Number of Tests .......................... 30 Maximum Value ............................ 5595 psi Minimum Value ............................ 3380 psi Range .................................... 2215 psi Average Strength ......................... 4450 psi Standard Deviation ....................... 521 psi Required Average Strength to satisfy minimum probability conditions of ACI 318-89 Section 5.3.2.1 ............... 3714 psi Design excess beyond code requirements.. 736 psi TEXAS II~$TRIES, INC. CONC~TE DESIGN EVALUATION Date: 06/17/96 .~,** Statistics Compiled From Inde~ndent Laboratory Test Specimens ** ~0~c~,~.~%_¢~6W~ ~ix No. E949028 DayStren~t~Test Data~ psi @ 28 Days ?est No. Date Page: 1 Plant Temperature Placement l~cent ...... 28 Day ....... Om Moving ~. t~b Con $lu~p of Air PSI 1 PSI 2 PSI Avg Avg Avg of 3 l~nge 1 05/10/95 25 69 73 3.5 5.5 4640 4900 4770 4770 2 05/10/95 25 69 72 3.0 5.0 3990 3770 3880 4325 3 05/10/95 25 72 70 2.5 5.0 4160 3880 4020 4223 4 05/10/95 25 69 72 3.5 5.5 4690 4350 4520 4298 5 05/10/95 25 79 76 4.0 4.5 5180 5180 5180 4474 6 05/11/95 12 68 67 2.5 5.5 3648 4280 3964 4389 7 05/12/95 13 76 72 5.0 N/A 5800 5830 5815 4593 8 05/18/95 12 82 79 2.5 6.1 4520 4520 4520 4584 9 05/19/95 12 84 79 2.7 6.1 4690 4710 4700 4597 10 05/22/95 12 81 79 2.7 6.3 4730 4720 4725 4609 11 '05/25/95 12 74 80 4.0 3.0 5810 5830 5820 4719 12 05/26/95 12 80 82 2.7 6.2 4120 4140 4130 4670 13 05/30/95 12 80 83 2.7 5.9 4000 4040 4020 4620 14 06/01/95 12 92 89 3.0 3.5 3690 3740 3715 4556 15 06/02/95 12 89 88 3.0 4.0 3620 3660 3640 4495 16 06/05/95 12 83 88 2.7 5.6 4460 4430 4445 4492 17 06/06/95 12 95 96 4.0 4.5 3890 '3860 3875 4455 18 06/08/95 12 90 92 3.0 6.2 3960 3900 3930 4426 19 06/09/95 12 93 92 2.5 N/A 4280 4200 4240 4416 20 06/12/95 12 85 83 1.5 4.2 5150 5090 5120 4451 21 06/13/95 12 94 92 3.7 6.0 3960 4260 4110 4435 22 06/14/95 12 90 96 2.2 3.7 4340 4070 4205 4425 23 06/16/95 12 91 93 3.0 4.7 4630 4650 4640 4434 24 06/16/95 12 91 80 3.0 5.1 4920 4330 4625 4442 25 06/19/95 12 88 91 3.5 3.9 4460 3970 4215 4433 26 06/21/95 12 96 94 2.7 N/A 4960 5320 5140 4460 27 06/22/95 12 93 94 4.7 4.6 4510 4470 4490 4461 28 08/10/95 38 N/A 93 5.0 N/A 4080 4110 4095 4448 29 08/10/95 38 N/A 98 6.2 N/A 3600 3570 3585 4418 30 10/18/95 12 65 76 2.5 4.0 5740 6190 5965 4470 4770 260 4325 220 4223 280 4140 340 4573 4555 632 4986 30 4766 5012 20 4648 10 5082 20 4892 20 4657 40 3955 50 3792 40 3933 30 3987 30 4083 60 4015 80 4430 60 4490 300 4478 270 4318 20 4490 590 4493 490 4660 360 4615 40 4575 30 4057 30 4548 450 *** Averages *** 83 84 3.3 5.0 COMMENTARY OF STATISTICAL EVALUATION OF CONCRETE DESIGN RESULTS Mix No. E9490 Strength 3000 psi g 28 Days Paragraph 5.5 of ACI 318-89 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 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'cr: f'c + 1.34(SD) 3000 + 1.34(00637) 3854 fl f'c + 2.33(SD) - 500 3000 + 2.33(00637) 3984 500 SUMMARY OF STATISTICAL ANALYSIS 28 Day Test Data Number of Tests .......................... 30 Maximum Value ............................ 5965 psi Minimum Value ............................ 3585 psi Range .................................... 2380 psi Average Strength ......................... 4470 psi Standard Deviation ....................... 637 psi Required Average Strength to satisfy minimum probability conditions of ACI 318-89 Section 5.3.2.1 ............... 3984 psi Design excess beyond code requirements.. 486 psi P. 02 JUN-*~t-199~ 12:20 ~,,~X.clS INDUSTRIES, [NC. ~ #TX # ~ Se4# ADI4IX/AEA i"C$ 4000 PSi I ~I Days HATER]AL QIIKriTXES PER t CUBIC YARD AT 451 lbs, or 4.00 sacks AST# C ZSO Type [_Cemnt 113 lb$. or 1.$! sacks ASTHC $18 £1y Ash 1040 lbs. ~ 33 l"- #4 Crushed Stone 12H lbs. 33 Concrete Sand to 4°0 oz/cwt of ASO4C-4~4 Type O p1Kment SlW: 4.O NIX t et74 e,oos~ AmXX/A~A ~"CS 4O0O PSI I # De~, Nixtmum Coarse ~mar~te Stze: ASTI4 C 33 l"- #4 Cmshed Stone I~xtmmlMiblr/~t'Ratiot $.!? g~l/sk .457 lb/lb #tntmm~t Content ~er Cubtc Yard: $.00 sacks Ih~tmPlicpnt $1Lmq). 5.0 tn~hes Adltxtum ASTIIC-4~: Type A or D Air Entr&Snln9 AgenL AS.TI4 C-f§O: .~f, - Gl, MATERIAL (MMITZTIES PER 1 CUBIC YARD AT S.S.D. tl~O lbs. or 6.00 sacks ASTN C 150 Type ]; Cement, lbs. MT# C 33 I"- g4 Crushed Storm X~gS lbs. M?R C 33 Concrete Sind 268 lbs. or 31.0 glllons of Water ~.o to 4.0 az/cut o~ AST~ (:-4t4 TM1M D, Specified Air Content: 3%- 6% PllemlmfltSlmlp; 4.0 + or - I tncims ~:O'd O£O'ON 00:91: 96, TI: NI'IC 98q8-Z~;6-ZT8: dI aTSUTl ~ sm'eH INDUSTRIES, I~C. ~,~ ~.~ "* 9titiKlel C~I)U,M ~ Ut~ XJbox'mtexy Yeet SFeolmmm 3,5 6,0 S,O $,$ ,lilt $,0 9.4 4,7 5.8 4.0 6.6 4.7 5,3 4~ 4,0 N/A s.o 54 ~ 3.5 4.~ 5,0 5,7 4,0 4.1 4.8 3,5 4~ S,O i.O 4,6 3.6 4.6 4.8 4.3 Ill 4.0 4,1 4~ 6.2 4.4 ~.0 4.6 ~XO 4,7 5,7 47~ 3.5 ~.2 4910 4.1 4.8 4.4 6NO 53# 34*7 4~ ~ m £O'd O£O'ON T0:9$ 96, T~ Nn£ 98c;8-Z~6-/_T8: (II alBUTl ~ smell JU1~1-1996 12:22 ,..~TEX~ I~IDU~TRIE~, INC. ~ P.II4 ~ix No. K0~74 Streng%h 4000 psi e ~ Deys Par&graph 5.5 of ACI 318-89 provtd~s thaL as dit& becmus avitleb~e dlrgll construction, the amunt by ~tch (F'c~) mst exce~ ~he s~tfted ve~ ~ fi'c) ~ be ~educed, provided: (a) 30 or Bore test results are avail&bio and ivories of tnt results exceeds this required by Sectton S.3.2.~ ,l~lq I 5.3.1.1, or Cb) lB to Zg test results ate ivlt]lb]e and ivirlp of tilt results oxc~d~ that re~trld ~ Sec~ton 5,3,~.1, using a standlrd devtltlon c&lc:ullted in ~ccordaflcu wtth SectJoa Tho requtrid average coupre, tvt stre~th his been caJClllitll(I stindard deviation cl~cu~ited tfl accor(Lince utah ~Cl 6.3.1,1 or Sectton 6.3.1,2 and ts the llrger value of those calculMtem f'cr" f'c + = 400o, l.z4(oo~ie) - 4S]~ f'cr" r'c + p~.33(so) - soo . 400o + z.3~(oo~N). SM - 43J<) SUIt4A~Y OF STATI$I/~L ANALYSIS 28 Dly Test Data Nuuber of Tests ..... ....... ..... ......... 30 gtxtlm vl~ua... ........... .... ...... .... ~ND #tnlmmVi~ue ............................ 4Jos R~nge lieS pst Av~IM Strength,.. Roqutrid Aver&ge Streflg~h to $ittsfy mtn~4~t~olO.~tmb/ltty condttlofls oF AC.! Sictlon 6.3.~.1 ...............4iii Ibstgn excess b.yond code ~equtrilents 447 pst IzO'd O£O'ON 'I:0:91: 96, 'I:Z: NI']£ 98S8-/_56-ZI8: dI aI6U~.l ~ SmeH ~TUN~21-1996 12;~2 ~.,TEXRS INDUE;TRIES, II, C, ~ P,~ lflJit *** AVII~IM #* ?4 ?O 4.! 4.4 am, ~ m.vbq SO'd O<;'O'ON ~:0:9I 96, I~ NAt' 98q8-Z~:6-Z'[8: QI alBuIl % SmeH .~fi'-21-1996 12:23 ~,,~,.,,TEXI~ [NDU~TR~ES~ [NC. ~ HlX NC), KGb00 StrengLh 4000 psi Paragraph 6.6 of AC! 316-B9 provides that as data became ava~lakl~ during constructtofl, the &aunt by whtch (f'cr) must exceed the simctfted val~e If (f'c) my be reduced, provided; (A) 30 or wore test results Ara available and averig~ of results exceeds thit rt~tred by SectiOn 5.3,8,[, ultag A StindA~l deviation calculated tn accordance wtth 5.3.1.1, or (b) results excmds that rely_Ired by Section 5.3.2.], ~ltml. · standard devtltton calculated tn accordance ~tth S~ctt~ s.3.t.a. The required averag~ compressive strmtgth has been calculatlgl ~st_q I S,3,I.] or Sectton 6.3.1.2 and ts t~ la,er value of these CllCtll~.tml f'cr ' f'c + ' f"c * Z.33(SD) - ~ - 4000 + 2.33(00721) - SOO · 6180 SUIeHARY OF STATISIL~AL ANALYSIS ~6 0~) Test DAta Nuelmr of Tests .... .... .................. 30 gaxtmmVAlue, ...................... . .... HtntINmVAlue ....,, ....... ,,,. ........... Average Strength..... ..... Standard Devtltton ......... .......... .,.. 721 pst Requtred AverAge StrenGth ~o mlntll#liprobabiltt~condtttons eT ACT ]18-~g Sectton 5.3,~.! ............... 5J60 Destgn excess beyond code ~qutrments 356 90'~ 0£0' ON gO:9T 96, Tg Nfl£ 98q8-zg6-ZT8: (II TOTI~L aT6UTl ~ sm~H