Text

Enclosure B, Bechtel Report No. 25593-000-G83-GEG-00016-000, Effect of Laminar Cracks on Splice Capacity of No. 11 Bars Based on Testing Conducted at Purdue University and University of Kansas for Davis-Besse Shield Building. Part 3 of 7
	ML15299A147
Person / Time
Site:	Davis Besse
Issue date:	07/30/2012
From:	Liano R, Munshi J, Reilly R; Bechtel Power Corp
To:	; Office of Nuclear Reactor Regulation
Shared Package
ML15299A142	List: L-15-328, Enclosure B, Bechtel Report No. 25593-000-G83-GEG-00016-000, Effect of Laminar Cracks on Splice Capacity of No. 11 Bars Based on Testing Conducted at Purdue University and University of Kansas for Davis-Besse Shield Building. Part 7 of 7; ML15299A143; ML15299A144; ML15299A146; ML15299A147; ML15299A148; ML15299A149; ML15299A150;
References
	L-15-328 25593-000-G83-GEG-00016-000
	Download: ML15299A147 (279)
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{{#Wiki_filter:U UUU~t- I-age zUU ot 1114 Appenalx 1 -Lastin Vta an ~8ll-ilt ulimensions m* _l IninpCs N4277 oncrete ue very Ticket timi'lent # icket Number Truck t Load Size Mix ! Slump Use Date Customer Sold TO tTax Codei Driver Pro ect No. tOrder No. Dliver Address P0R. Number Job No.:I Load Quaty Total Ordered Quatt P-roduct Codet Product Desci*on Unit Price Amount Nu~te~qet I I~o. alons 'V -Subtotal)u Jol= Time Flnis tPour Thu.; .. ' oa PROPERTY DAMAGE RELEASE / WARNING -Irritatng To The Skin and Eyes Dear Customer -The Seller Is not responsible for stumps. strenlgth or qualify of concrete to wc wae or an ote maera ha bee aded by th pucae or at his reus.The undaiignad heeb auilhorzas yinvg aMelrlls Inc. to use p,-ivat property fo making the delieey shwi her on an as e U fo an daag or kz du to th prme.The unesge agrees to rembrse said Company for loss of time and equipment by reason of such devi an als to idntf an sav hamls sai Copn fro an an all claims, demandts and suits for or on account of or mnany manner causedl by or arising fro prvt prpet devr.The undrsine assumes responsblt for a suitable roadway from public hiha to point of delier and is responsible for any needed wrce sevc chre as a SAFETY WARNING: Keep away from children. Contains Portland Cement. Irrtating to the skin and eyes. Wear rubber boots, gloves and eye protection. Prolonged contact may cause bums. In case of contact with skin or eyes, flush thoroughly with water. ifftrrtatlon persists, get medical attention. For addiflonal information regarding the HAZARDS OF READY MIX CONCRETE, consuif the Material Data Safety Sheet (MSDS) available upon request.PRODUCT NOTICE: Seller wil not be held responsible for the final appearance of exposed aggregate, integral coloring, stamped and decorative surfacing, and all other forms of architectural and design concrete.DEVR NOTICE: Sele assumes no fo deiere beyond the public right of way. Bue assumes responsibility for damages including but not limifed tO curb, sidewalk.drvea, oraypoet fte otatro rprty oneroraget. NOTICE: MY SIGNAUR BELW INDIC~ES THAT I HAV READ THE SAFETY AND HEAT WARNING NOTCE AND ACCEPACE OF THE LOAD.Rees, Load and Tenna Accep0ted By:/X /-(I)N CI, C5)N 1111if IfIlli ff1ii ijilt 1f/ IIIf iii/IllI II ll/ ff1111 Concrete -Sad -Gravel -Stone "We're Proud'Of Our Work" General office (317) 326310 Project: Tests to Determine the Behavior of Spliced #11 Bars 0©Setup and As-built Dimensions v.1 (Rev. 04/04/2012) Specimen:. Sheet 1 of 2 Concrete As-built Dimensions Section ________1 2 3 '4 5678 Plan t7" 3tj' 9"j" Lj" _ _ _ __ _ _ _c-c : o- k iRecorded by: Signature Date Time'hcedb:SintreDt Tm Checked by: Signature Date Time Comments:**See concrete as-built drawings for dimension locations 2-.117: :. K)U 0 Project: Tests to Determine the Behavior of Spliced #11 Bars Setup and As-built Dimensions v,1 (Rev. 04/04/2012) Specimen: Sheet 2 of 2 Concrete As-built Dimensions Key -Series A 145 U 0 4&41 111111 F NORTH.i 12~r~t ~ 4 dLc~4 .........tId~V+/- kg'i Specimen ~ 3 Sheet: I of l4 O RATORY Behavior of Lap Splices of No. 11 Drawn by: K't Checked by: LPURD.UE U N.iVER:S iT Y Reinforcing Bars Date: ,,1-'U 2-119 REDACT DERSION U 0 I-..1 SOUTH SOUTH I.2--S Top Plan 2 Spa. @LBUc Lo LEULF Profile*For section B-B through F-F see Sheet 3 of 3 NORTH NORTH 4-I Bottom PlanNDrawing: Series A Concrete As-builts Sheet: 2 of 4LABORA/TORY' Project: Experimental Investigation of Drawn by: BP. Checked by: SP.P U RD E.U N V ER:8 T YCapacity of Lap Splices of No.11 Reinforcing Bars Date: 04/04/2012 0 2 -120 (N V) 0 1 SOUTH I NRT I- 2 -I Top Plan 2 Spa. @3'- j4 --,- 39.5" Ea. -. -3 UBULcUD LEUIF Profile*For section B-B through F-F see Sheet 3 of 3'-~3 " NORTH SOUTH I NORTH 4 Bottom Plan_______________Drawing: Series B Concrete As-builts Sheet: 3 of 4/)BOWEN ._________ Y_ Project: Experimental Investigation of Drawn by: BPR Checked by: SP.P URDU E UN IVE R.SIT Y Capacity of Lap Splices of No.11 Reinforcing Bars Date: 04/04/2012 KJ 2 -121 RE DACT)E RS ION C.> /0 O l 4 2~2~Section B-B, C-C, D-D, E-E & F-F*Facing North Concrete As-built Sections Sheet: 4 of 4-t +Experimental Investigation of Capacity of Lap Splices of No.11 Reinforcing Bars Drawn by: BPR Checked by: SP Date: 04/04/20122 -122 Project: Tests to Determine the Behavior of Spliced #11 Bars As-built Dimensions v.1 (Rev. 04/04/2012) Specimen: 'Sheet ilof 2 Formwork As-built Dimensions 4 I5 Signature Signature I 1 2 I 2 3 I--I-I SOUTH-i)I NORTH[ " ' I6 5 4 _h;--Section A-A 2 Spa. @3, 3,.F A[[j A L B KD LELF*For section B-B through F-F see Sheet 3 of 3 Series A Series A Formwork As-builts Sheet: I of 3 Experimental Investigation of Drawn by: BP R Checked by: SP Capacity of Lap Splices of No.I 11 Reinforcing Bars jDate: 04/04/2012 2 -124 REDACTED VERSION _D_ 2 I I 3 --i SOUTH ql I H------ 2 3 I NORTH I "

I I_ 6+'--- 5 4 .I-Section A-A 2 Spa. @3, 3 F A A K BKc KLEU*For section B-B through F-F see Sheet 3 of 3 Series B Series B Formwork As-builts Sheet: 2 of 3 PURDUE UNIVERSITY Experimental Investigation of Drawn by: BPR Cekdb: S Capacity of Lap Splices of No. Ij R CekdbjS 11 Reinforcing Bars Date: 04/04/2012 2 -125 REDACTED VERSION i= ~8 7 3 Section C-C, D-D, & E-E*Facing North Section B-B & F-F*Facing North Drawing: Formwork As-built Sections Sheet: 3 of 3 EL , ABOA ITORY Project: EprmnaIneigtoofDwnb:BPR Checked by: SP IPURDUE UNIVERSITYCaatyfaplesfo 11 Reinforcing Bars Date: 04/04/2012 2 -126 REDACTED VERSION

P-age Z2I1 0o" 1 114 Project: Tests to Determine the Behavior of Spliced #11 Bars Appendix 2-casting Uata and As-~uiIt uimensions Casting Documentation v.1 (Rev. 03/30/2012) Specimen:. Sheet Ilof 1 General Information Date JDisp Ticket Num Truck No. JTime on Ticket JTime of Arrival Temp. in Lab [ 1I3'.o I :os,>i1 :7o°j Measurements made upon arrival of concrete Slump (ASTM C143 -b0a) Air Content (ASTM C231 -10)Time 1 Result 1 Time 1 Result 1 S/N of Air Meter rJ2. 37' "i HL3o76 Time 2 Result 2 Time 2 Result 2 S/N of Scale Unit Weight (ASTM C138 -l0b) _______________ Time 1 Wt. of Cont.1 Total Wt. 1 Wt. of Conc.1 Result 1 Wt. of Conc./Vol. of Cont.Time 2 Wt. of Cont.2 Total Wt. 2 Wt. of Conc.2 Result2 = Wt. of Conc./Vol. of Cont.Times of actions during and after casting Layer 1 vibration Layer 2 vibration Top surface struck Truck Departing Layer 1 placed Layer 2 placed cmlt f complete conpeeofLab Lifting Inserts Covered with Plastic removed Covered with Burlap doused Covered with Placed plastic burlap with water plastic 42, ,,_ __ Reoddb igaueDt ~ Time Rhecored by Signature Date Time Checked by Signature Date Time ;*The following ASTM standards and specifications will be followed during casting: C172-10, C192-07, C470-09 2 -127 REDACTED VERSION

Hugs 2WZ Otl 114 Appendilx 2 -Casting iata and As-UIiut uLimensians 'v)'.-. 30 r<u ck D rive r 1982 1076 Load Size Mix Code 5.75 CYDS 1008 User Returned Disp Ticket Numi 1859311 Qty Mix Ticket ID 0 Age Seq D Time Date 13:50 4/30/12 Load ID 1436 Mterlial STONE-8 STOqE-.4 CEMENT WAT-ER AIR Achial Load~Slumlp: Desig Ot 941] lb 629 lb 143"5 lb3 58lb 3fl.2 lb Requred 3585 lb 884 lb 3381 lb 861.8 lb 27.05 oz 8789 lb 3370lb t 852_1, l b%Vs"% M olune-n.74% 0.69% M-hi.27% 6.79%M-0.33%-1.13%4 Actual Wat SgI 3g1 ESgI 1021 I Num Batch'e 1 21554 lb Des1g g~W/'C. 05.58j Widedcemert n152 4.00 In WaterlInTrude

0. [lnb Adlr Wate.Desgn 2227 g ro lb/jrLoad TfhlmWat.Actual 176.5 gl ToAdd:-S.n lb I Cf E 46.2 ip 184 2 -125 REDACTED VERSION Rei To 0ox7048, Group #2 Derteloo, o o oo e v r Ticket _______In "aaols IN420r08ving~~dL

.W ~ I Inc[Plant #[.Ticket., Numbe4 Truck Load Size Mix I slump Use Date , , Customer I.Sold To ]Tax CodeI Driver Project No. [Order No.rDeliver Address P.O. Number Job NT- " "'SLoad QuantiW 1.. ibtal '.[Ordered (lu'antitt Product ,, Product Desc Unit Price Amount K .' ,,/Added At J Total Slm Meteral"'I:"'I -""-L yrner'e Request I I I I No. Gallons Redn I I I ISuttl-Tax On lob Time Fl-n ,. Pour Time ' : :...' Total ~ 2 PROPERTY DAMAGE RELEASE / WARNING -Irritating To The Skin and Eyes Dear Customer -The Seller is not responsible for slumps, strength or quality of concrete to which water or any other matenial has been added by the purchaser or at his request.The undersigned hereby authorizes Irving Materials, Inc. to use private property for making the delivery shown here on and assumes full responsiblity for any damage or kijury due to the premises.The undersigned agrees to reimburse said Company for loss of time and equipment by reason of such delivery and also to identify and save harmless said Company from any and all claims, demands and suits for or on account of or in any manner caused by or arising from private property delivery.The undersigned assumes responsibility for a suitable roadway from public highway to point of delivery and is responsible for any needed wrecker service charges as a result.SAFETY WARNING: K~eep away from children.-. Contairs Portland Cement. Irritating to the skin and eyes. Wear rubber boots, gloves and eye protection. Prolonged contact may cause bums. In case qt contac with skin or eyes, flush with water. If irritation persists, get medical attention. For additional information regarding the HAZARDS OF READY MIX CONCRETE, cOnsUlt the Material Data Safety Sheet (MSDS) available upon request.PRODUCT NOTICE: Seller will not be held responsible for the final appearance of exposed aggregate, integral coloring, stamped and decorative surfacing, and all other forms of architectural and design concrete.DEU VERY NOTICE: Seller assumes 9o responsibility for deliveries beyond the public right of way. Buy~er assumes responsibility for damages including but not limited to curb, sidewalk, driveway, or any property of the conttactor or property owner or agents. ."/ "i,)i Re ease, Load and Terms Accepted By. t , !, ., x .Z.. .. --. ./i Concrete-Sand -G,-.,e, -Sto.e "We're ProiaiOf Our Work" General, Office (317) 326-3101 K)0'0 Project: Tests to Determine the Behavior of Spliced #11 Bars Setup and As-built Dimensions v.1 (Rev. 04/04/ 2012)Specimen: Sheet 1 of 2 Concrete As-built Dimensions Section 12 3 4 .5 .67 .8 Plan -cLI -.(BecBrde by:__ Signatur Date_ Time _ __Rhecored by: Signature Date Time Checked by: SgaueDate Time Comments: Lo~cj C~iW N -- ¢¢J.- 110*Seeconceteas-biltdrawngs or imenionloc130n

See cncret as-bilt dawing for imenson/loation U 0 0 Project: Tests to Determine the Behavior of Spliced #11 Bars Setup and As-built Dimensions v.1 (Rev. 04/04/12012)

Specimen: Sheet 2 of 2 Concrete As-built Dimensions Key -Series A 4I 1 Concrete As-built Dimensions Key -Series B K) (22©1111111111 I T I I ~ I I ~I _______________________________ gf 111111111 I IIIIITETTI 1 SNORTH L VL~cLI r~i 4 tl-I-11111 7 So ~OAl -=4, PURDUE UNIVERSITY Behavior of Lap Splices of No. 11 Reinforcing.Bars 2 -132 REDACTED VERSION K)0 1 SOUTH SOUTH-I Top Plan 2 Spa. @3' ---60" Ea. =' ' 3'Profile*For section B-B through F-F see Set 3o NORTH NORTH 4 Bottom Plan Series A Concrete As-builts Sheet: 2 of 4 Experimental Investigation of Drawn by: BPR Checked by: SP Capacity of Lap Splices of No.11 Reinforcing Bars Date: 04/04/2012 2 -133 REDACTED VERSION K)U 0 I SOUTH-I I'I- 2 Top Plan 2 Spa. @3'- -39.5" Ea.--- 3'Profile*For section B-B through F-F see Sheet 3 of 3[- " NJORTH NORTH SOUTH-I-4 Bottom Plan Drawing: Series B Concrete As-builts Sheet: 3 of 4 ,' ]~LABORATO.RY Project: Experimental Investigation of Danb: BR Cekdb: S PURDUE UNIVERSITYCaaiyfpplcsfo 11 Reinforcing Bars Date: 04/04/2012 2 -134 REDACTED VERSION U 0 4 2 Section B-B, C-C, D-D, E-E & F-F*Facing North Concrete As-built Sections Sheet: 4 of 4 Experimental Investigation of Drawn by: BPR Checked by: SP Capacity of Lap Splices of No.11 Reinforcing Bars Date: 04/04/2012 2 -135 REDACTED VERSION (6&LI Project: Tests to Determine the Behavior-of Spliced #11 Bars As-built Dimensions v.1 (Rev. 04/04/2012) Specimen: Sheet l of 2 Formwork As-built Dimensions 4 5 166 q-I JG 3 3 9_3 t Signature Signature 1~~'~I -'K~~)L_;Project: Tests to Determine the Behavior of Spliced #11. Bars As-built Dimensions v.1 (Rev. 04/04/2012) Specimen: Sheet 2 of 2 Formwork As-built Dimensions Key -Series A 4. 5 U 0 0 4 1 2 I i I * , rI-3 1 SOUTH I I i m I .. .. ..I .... ..i I J l ,, ,, I NORTH I .; ,.,' 6 5 4 SeCtion A-A 2 Spa. @3,.3'.F A[[J A.B L~c A LD.KEU[F*For section B-B through F-F see Sheet 3 of 3 Series A~B W NDrawing: Series A Formwork As-builts Sheet: 1 of3 VAB RA O Y Project: Experimental Investigation of Drawn by: BPR Checked by: SP P gR UE UN i E.RiS IY ,Capacity of Lap Splices of No.' ""11 Reinforcing Bars .Date: 04/04/2012 2 -138 REDACTED VERSION U©" 1 t77~" ....... .. .-SOUTH I I NORTH., ... ..: ,~6 I 4-.---5 Section A-A 4 .2 Spa. @3,-3'.F A I.!I A LB Lo K K*For section B-B through F-F see Sheet 3 of 3 Series B'i Drawing: Series B Formwork As-builts Sheet: 2 of 3 SLA ORATRY Project: Experimental Investigation of Drawn by: BPR Checked by: SP P U .D EU N V ER:ST YCapacity of Lap Splices of No.11 Reinforcing Bars Date: 04/04/2012 2 -139 REDACTED VERSION U 0 U___ ,__ I. 1 *6 4 5 V , il" 2 7 6 4 7 5 1--.3 1-dll '"A -3.L I Section C-C, D-D, & E-E*Facing North Section B-B & F-F*Facing North , Drawing: Formwork As-built Sections Sheet: 3 of 3BR O y. Project: Experimental Investigation of Drawn by: BPR Checked by: SP P URD UE UN IV E.RSITY ... CapacityofLap:.Splices of No.11 Reinforcing Bairs ...- Date: 04/04/2012 2 -140 REDACTED VERSION

I-sage iJub ot 1114 Project: Tests to Determine the Behavior of Spliced #11 Bars Appendix I -Lasting UsIa and As-~uIIt Uimensions Casting Documentation v.1 (Rev. 03/30/2012) Specimen: -Sheet 1 of 1 General Information Date Disp Ticket Num Truck No. Time on Ticket Time of Arrival Temp. in Lab______ __5_____ /l(', q IZ-o5 I'i 0 II Measurements made upon arrival of concrete Slump (ASTM C143 -10a) Air Content (ASTM C231 -10)Time 1 .Result 1 Time 1 Result 1 S/N of Air Meter Time 2 Result 2 Time 2 Result 2 S/N of Scale Unit Weight (ASTM C138 -l0b) ________________ Time 1 Wt. of Cont.1 Total Wt. 1 Wt. of Conc.1 Result 1 = Wt. of Conc./Vol. of Cont._ _ _ _Time 2 Wt. of Con~t, 2 Total Wt. 2 Wt. of Conc.2 Result2 = Wt. of Conc./Vol. of Cont.221 _____ ~Ow (~q~/~z Times of actions during and after casting Lae lcd Layer 1 vibration Lae lcd Layer 2 vibration Top surface struck Truck Departing complete complete off Lab Lifting Inserts Covered with Plastic removed Covered with Burlap doused Covered withplastic burlap with water "plastic-.j OlO'.Crt Lo'osV't" O., Recorded by Signature Date Time Checked __bySignature Date Time~~by , Signature Date Time Comnments*The following ASTM standards and specifications will be followed during casting: C172-10, C192-07, C470-09 2 -141 REDACTED VERSION

p'age 3iUb OT 1114 Apedx-asigUtanAsui umnin AppenrllX Z -Uata and As-Built Ulmenslons 'truck Driver User Disp Ticket Nu.m Ticket ID Trime I 1q82 11076 us er 1859313 13;27 14 : 4/ Size Mix Code Returned Q'ty Mix AgeJ Seq Load i. 5 CYDS 10208 D 1437 laterial Desi qn Qt t Required Batched % Var % Moisture Actual Wit 3TONE-8 940 lb 5454 lb 5480 lb -0.98% 0.90% N 6 gi 3TaNE-4 620 lb 3586 lb 3560 lb -8.74% 0.60% N 3 gi 3AND-23 1435 lb 8884 lb 8800 lb -8.85% 6.70% N 66 gl INENT 588 lb 3381 lb 3375 lb -0.18%JATER 383.2 lb 1235.5 lb 1226.8 lb -8.77% 146.9 gl.88 /C 27.85 oz 27.88 oz * -8.18%Ictual Nun Batches: 1.oad Total: 22363 lb Desert 0.558 W~ater/Cesent 8.551 T Desi gn 1 Actual 221.4 gl l1uup: 4.88 in Water in iruck: 8.8 lb Adjust Water: 8.8 lb / Load Trio Water: 8.8 lb/ CYD a .t'~.'D To Add: 1.3 gl 2~-j3--5 2 -142 REDACTED VERSION tit-uu- =J-L-UUU 1 -UUU I-'age JtUl Q ,.Z 114 Appendhx 2-=Lasting Uji ndl As$p~t Ulmensions Rei o 0 o 74,Gop# elver Ticket Indianapolis, IN 46207-7048 FI,., sI~qtdIq d imi lrvlng Materials, Inc Splan$,# T'n~ke1Number Truck Load Size Mix SlSump Iuse Date, ,,Customer 2 1859S V.: 193 I 25,....' .-'.OB q IF@ EST 04i30-"12 l ISold To Tax Code! Driver Project No. Order No.r NG ci:i [D " i, [Att0Ml ii'l FOUG P.r'H-EA3.,iJ .. .8, rDeliver Address P0R. Number l:'!OlwEM 'i:TiI LElH3(IFRUIG i TRJf.Th R~Ei Job TRUCV RELEAtSE7 BPIAN ILoad Quantiv Total Ordered QuantitI Product Code Product Desclrjption Unit Price Amount 5. '- ;.t, 5 15 11 1-7. ~ ¢ PURDUE EXPE iMIE TAL 8.3.00 511.75:...,1i' -6.9 -Krtinte t. :f Fe' i 1, 50 Subtotal Tax Total 523. .--: ' :J 0 ';- PROPER'Y1DAMAGE-R /t Iritating To The Skin and Eyes_Dear Customer -The Seller is not responsible for slumps, strength or quality of concrete to which water or any other material has been added by the purchaser or at his request.The undersoigned hereby authorizes lr~ng Materials, Inc. to use private property for making the delivery shown here on and assumes full responsibilty for any damage or injury due to the premises.The undersigned agrees to reimburse said Company for loss of time and equipment by reason of such delivery and also to identify and save harmless said Company from any and all claims, demaod.,s for or on account of or in any manner caused by or arising from private property delivery.The is esponsibility for a suitable roadway from public highway to paint of delivery and is responsible for any needed wrecker service charges as a result.SAFETY WARNINtG: _CQIItwns Portland Cement, Irritating to the skin and eyes. Wear rubber boots, gloves and eye protedtidn. Prolonged contact may cause bums. In ca of ccftact~with skin or thoroughly with water. If irritation persists, get medical attention. For additional information regarding the HAZARDS OF READY MIX CONCRETE, consult the Material Data Safety Sheet (MSDS) available upon request.PRODUCT NOTICE: Seller will not be held responsible for the final appearance of exposed aggregate, integral coloring, stamped and decorative surfacing, and all other forms of architectural and design concrete.DELIVERY NOTICE: Seller assumes no responsibility for deliveries beyond the public right of way. Buyer assumes responsibility for dan)ages including but not limited to curb, sidewalk, driveway, or any property of th~ contractorjor property owner or agents. " ... '/ /,"'NOTICE: MY SIGNATURE BELOW INblCATES THAT I HAVE READ THE SAFETY AND HEALTH wARNING NOTICE AND ACCEPTANCE OF THE LOAD. 'Release, Load and Terms Accepted By: ,- ,,-x , ; .. ..:'...Concrete -Sand- Gravel -Stone "We're ProudOf Our Work" General Office (1)3630 Project: Tests to Determine the Behavior of Spliced #11 Bars Setup and As-built Dimensions v.1 (Rev. 04/04/2012) Specimen: i:- O)Sheet 1 of 2 Concrete As-built Dimensions 4 5 3Lf ~~L(Signature Signature Project: Tests to Determine the Behavior of Spliced #11 Bars Setup and As-built Dimensions v.1 (Rev. 04/04/2012) Specimen: Sheet 2 of 2 Concrete As-built Dimensions Key -.Series A 4 5 Nj q I i, I I .I ..,-I I~1 I I I I I I I I I NORTH~I III I I £1; II.~. ..I I I I* l 4 .....,4" _9 *g* 4 * ~. 4 4 4 4 4 J'!9-+/--"/1 f1I LI L ." "'-", Specimen Behavior of Lap Splices of No. 11 Reinforcing Bars 2 -146 REDACTED VERSION l Ill I i I" i i I i = I i i .I I SOUTH SOUTH I Top Plan ,~2 Spa. @Profile**For section B-B through F-F see Sheet 3 of 3 S3 -!NORTH NORTH 4 Bottom Plan" Drawing: Series A Concrete As-builts Sheet: 2 of 4 1~ORAOR Project: Experimental Investigation of Drawn by: BPR Checked by: SP P UR U EU NIV of Lap Splices of No.-11 Reinforcing Bars Date: 04104/2012 2 -147 REDACTED VERSION I-I i l I I T .SOUTH I d J r I I r Top Plan 2 Spa. @rBCrDR F Profile**For section B-B through F-F see Sheet 3 of 3 I"3 -7j NJORTH SOUTHI INORTH 4 Bottom Plan SJ, -WNDrawing: Series B Concrete As-builts Sheet: 3 of 4 I A ORATORY Project: Experimental Investigation of Drawn by: BPR Checked by:! SPCapacity of Lap Splices of No.1 31 Reinforcing Bars Date: 04/04/2012 2 -148 REDACTED VERSION rI 2 Section B-B, C-C, D-D, E-E & F-F*Facing North ,,J.O/FNDrawing: Concrete As-built Sections Sheet: 4 of 4 BORATORY Project: Experimental Investigation of Drawn by: BPR Checked by: SP of Lap Splices of No.11 Reinforcing Bars Date: 04/04/2012 2 -149 REDACTED VERSION 0 J3-3 Project: Tests to Determine the Behavior of Spliced #11 Bars As-built Dimensions v.1 (Rev. 04/04/2012) Specimen: Sheet 1 of 2 Formwork As-built Dimensions 4 15 Signature Signature U 0 0 yg~5 Project: Tests to Determine the Behavior of Spliced #11. Bars As-built Dimensions v.1*(Rev. 04/04/2012) Specimen:* Sheet 2 of 2 Formwork As-built Dimensions Key -Series A 4 5 14' -6" Formwork As-built Dimensions Key -Series B 0J 0 4 1 I 2 I I I SOUTH i i , r l , I , , , ,, J, I I I , i i ' ., ,, I NORTH i ,, ..I- 6 5 4 4 Section A-A 2 Spa. @3, 3, F A A , ,, ,, , KB Lc KD L E L F*For section B-Bthrough F-Fsee Sheet 3of 3 Series A Drawing: Series A Formwork As-builts)UE. U NIVE.RSiTY Experimental Investigation of Capacity of Lap Splices of No.11 Reinforcing Bars 2 -152 REDACTED VERSION 0 Ub SOUTH!I 3 " , , , , ,: , I I NORTH'" , ,, , , * ,, , l , ,, I T 6 5 -4 4 Section A-A 2 Spa. @3, 31 F A tL J A LoBLCL L L*For section B-Bthrough F-Fsee Sheet 3of 3 Series B Drawing:, Series B Formwork As-builts Experimental Investigation of Capacity of Lap Splices of No.11 Reinforcing Bars 2- 153 REDACTED VERSION

l-age ot 1114Apni LainUtandS-U1 imnon Appen01x Z -Casting Uata and As-Butlt Ulmenslons Project: Tests to Determine the Behavior of Spliced #11 Bars Castngra Dnoumenationv. Specimen: Sheet 1lof 1 General Information 3 Date Disp Ticket Num Truck No. lime on Ticket Time of Arrival Temp. in Lab Measurements made upon arrival of concrete Slump (ASTM C143 -10a) Air Content (ASTM C231 -10)Time 1 Result 1 Time 1 Result 1 S/N of Air Meter Time 2 Result 2 Time 2 Result 2 S/N of Scale Unit Weight (ASTM C138 -l0b) _______________ Time 1 Wt. of Cont.1 Total Wt. 1 Wt. of Conc.1 Result 1 = Wt. of Conc./Vol. of Cont.Time 2 Wt. of Cont.2 Total Wt. 2 Wt. of Conc.2 Result2 = Wt. of Conc./Vol. of Cont.Times of actions during and after casting Lae lcd Layer 1 vibration Lae lcd Layer 2 vibration Top surface struck Truck Departing complete _________ complete off Lab Lifting Inserts Covered with Plastic removed Covered with Burlap doused ,Covered with Placed plastic burlap with water plastic Recorded by Signature Date Time CheckedbySignatureD3t 2T him Checked by Signature Date Time Comments:, .*The following ASTM standards and specifications will be followed during casting: C172-10, C192-07, C470-09/- Iu't REDACTED VERSION

I-age iml or 1114 Apedx-asigaaanA-uitiesin Appenrllx 2 -Casting Data and Dimensions Truck Driv~er User Di sp Tick~et Numn Tic~ke't ID Ti me Date1 395 user 18F59314. 0 15:30 4/30/12 frid Si:ie Mix< Code Returned Qty 9 Mi,< Age Seq Load IDCYDS 1008 D 1438 STNE8ateria! Desi 55 Required Ib Batched 50I -.% 98 atr 90 % Moisture actual6 Wat g 5"TONE-4 620 lb 3586 lb 3560 lb -8.74% 8.60% N 3 gl BAND-23 1435 lb 8884 lb 8780 lb -8.27% 6.70% N 66 gi588 lb 3381 lb 3380 lb -0,03%RAlTER lb 1235.5 lb 1230,0 lb -8.45% 147.4 gi RIR .80 /C 27.85 oz 27.58 oz

1,67%, Alctual Num Batches: 1 Loa Toal: 2232 l Deiqn8.58 WterCemnt

.55 T esi~n 22. ~lActual 221.8 gl To add: 0.9 gI Slump' 4.88 in Water in Thuck: 8.8 lb Adjust W4ater: 8.8 lb / Load rmWtr 8.8 lbl CYD 9 2 -155 REDACTED VERSION. Rei o:e.Bo 08 Gopv2r e ry Ticke- im i Indianapolis, IN 46207-7048 Irsiug Materials, Inc IPlant # Iicket Number Truck ] Load Size Mix Slump Use Date Customer... S7,:: OO TEST ...7,:. Isold To Tax Codel Driver IProject NO. 1Order No.CArIF -LrtFm'FTTEi ? UIrH'M-? In JflE -yrOA n9 11[Delivery Address P0R. Number B ,.C-, , "PtIQ1 F. l F'EE FS _,C'.[i..4-Job tRUICK RELF.T:iSE PR iflH SLoad Quantit Total Ordered Quantit [Product Code Product Descri tion [ Unit Price Amount 5,75 17. 1IZ1I8 PURDU~lE ETXPEPII1EUThL .... / .(.: * ~,,.- :, .-7,7 11.5 Added AtI Total Sl$ump Meter I jI I/ sr' Request No. Gallons Reading II ISubtotal i--i LTax i/ " '-:.P ROERTY RELEASE / -Irritatlng Toil'he&Sld~nnd Eyes*Dear Customer -The Seller is niot responslt~le for slumps, strength or quality of concrete to which water or any other material added by the purchaser or at his request.The undersigned hereby authorizes Irving Matenials, Inc. to use private property for makrig th deivr shw her on an asue ful rep ht fo an daag or ra du to th prrse.The undersigned agrees to reimburse said Company for loss of time and equipment by reason of such delivery and also to identify and save harmless said Company from any' and all claims, demands and suits for or on account of or in any manner caused by or arising from private property delivery.The undersigned assumes a suitable roadway from public highway to point of delivery and is responsible for any needed wrecker service charges as a result.SAFETY WARNIItIG: Keep aw~Ty from chi~ldren-Contains Portland Cement. Irritating to the skin and eyes. Wear rubber boots, gloves and eye protection. Prolonged contact may cause bums.. In case of contact with' skin or e~res. flush thoroughly with water. If irritation persists, get medical attention. For additional information regarding the HAZARDS OF READY MIX CONCRETE, 4consflt the Material Data Safety Sheet (MSDS) available upon request." PRODUCT NOTICE: Seller will not be held responsible for the final appearance of exposed aggregate, integral coloring, stamped and decoraitive surfacing, and all other forms of architectural and design concrete ..." i DEU VERY NOTICE: Seller ass mes'tio resposibility for deliveries beyond the public right of way. Buyer assumes responsibility for damages including but not limited to curb, sidewalk, driveway, or any property of the contractor or property owner or agents.NOTICE: MY SIGNATURE BELOW INDICATES THAT i HAVE READ THE SAFETY AND HEALTH WARNING NOTICE AND ACCEPTANCE OF THE LOAD.Rlelease. Load and Terms Accepted By: / # '"______111 llI/U tll! Illl 111 f/iIll tilI tI/I ilt i / I Ill Co)ncrete -Sand -Gravel -Stone "We're ProudsOf Our Work" Genera offic (317) 32-3101 IJLt~flI*~I4 ~ra~4Ul'J U 0 Spcie: ©-Sheet 1 of 2 Project: Tests to Determine the Behavior of Spliced #11 Bars Setup and As-built Dimensions v.1 (Rev. 04/04/2012) Concrete As-built Dimensions Section 12 3 4 '5678 B-B 17 -9" 30- 1 i(" 17" %"/j _______ _______ ___"_C-c 17-'1¢'II l -" %o-o " l3 o" V E-E 17-U4.," F-F 17- "4f." -o". II 7-'Recorded by: Signature Date Time VA'1_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _I Checked by: Signature Date Time Checked by: Signature Date Time Comments:*See concrete as-built drawings for dimension locations 2 -157 Project: Tests to Determine the Behavior of Spliced #11 Bars 0 0 Setup and As-built Dimensions v.1 (Rev. 04/04/2012) Specimen:. Sheet 2 of 2 Concrete As-built Dimensions Key -Series A 4I 1 5 I9 0 (J I 4441144444] -INORTH t I I I I I I I I I ~I ff III I I I I I I I 111111111 I,="+_ ..-

1 11 11II Loo.A.-I-"L2 -" -- -5 0 W NSpecimen

-* Sheet: IL of 4+LAS RATORYI Behavior of Lap Splices of No. 11 Drawn by: Checked by:VM.PURDUE. U.NIVERSITYI Reinforcing Bars Date: 2 -159 REDACTED VERSION 0 I..1*l SOUTH 2I Top Plan 2 Spa. @3'. ' 60" Ea. 3-- : ' '-KBLC I .D LELF C Profile**For section B-B through F-F see Sheet 3 of 3 NORTH SOUTH NORTH I.4*1 Bottom Plan Series A Concrete As-builts R D-UE U NIVE R.SIT Y Experimental Investigation of Capacity of Lap Splices of No.11 Reinforcing Bars 2 -160 REDACTED VERSION U-©&i 1 i i 1 ,- I SOUTH NORTH Top Plan 2 Spa.~ 3"-÷39.5" Ea.-- -3 DF KLc LDL F Profile*For section B-B through F-F see Sheet 3 of 3.3 __,3 SOUTH NOT 4 SOUTI-Bottom Plan f T Series B Concrete As-builts Sheet: of 4 Experimental Investigation of Drawn by: BPR Checked by: ISP Capacity of Lap Splices of No. _ _11 Reinforcing Bars JDate: 04/04/2012 2 -161 REDACTED VERSION U f i i I 4 2 Section B-B, C-C, D-D, E-E & F-F*Facing North Concrete As-built Sections Sheet: of 4 Experimental Investigation of Drawn by: BPR Checked by: SP Capacity of Lap Splices of No.11 Reinforcing Bars Date: 04/04/2012 2 -162 REDACTED VERSION 0 0 0 Project: Tests to Determine the Behavior of Spliced #11. Bars As-built Dimensions v.1 (Rev. 04/04/2012) Specimen: Sheet ilof 2 Formwork As-built Dimensions Section 1 23 4S678 B-B __ 7}o _% _t -_D-D --S 11 o c__ _ __Chce b:znaueDate Time C'hecked by: /L-Signature Date Time Comments:*See formwork as-built drawings for dimension locations 2 -163 U©(Q Project: Tests to Determine the Behavior of Spliced #11 Bars As-built Dimensions v.1 (Rev. 04/04/2012) Specimen 1: Sheet 2 of 2 Formwork As-built Dimensions Key -Series A 4 5 10'-0"l Formwork As-built Dimensions Key -Series B i ;i I0 U I 4 7 5 7 6 1-r try-3 3 I'n-Section C-C, D-D, & E-E*Facing North Section B-B & F-F*Facing North , Drawing: Formwork As-built Sections Sheet: 3 of 3~L 5 R TORY Project: Experimental Investigation of Drawn by: BPR Checked by: SP P URDUgE. UNI-VE RSITY Capacity of Lap Splices of No."11 Reinforcing Bars Date: 04/04/2012 2 -165 REDACTED VERSION 0 0©I f --i 2 I--I 3 "1 SOUTH al i D I I I a I i i II I i i I II' " ' I I NORTH' ' '

I , , , I , , , J i , ., i r ....', ' I I-. 6 5 1 _Section A-A 2 Spa. @3, 3 F F A L j A KBL~c L D KLE **For section B-B through F-F see Sheet 3 of 3 Series A Series A Formwork As-buiits Sheet: 1 of 3 Experimental Investigation of Drawn by: BPR Checked by: SP Capacity of Lap Splices of No.11 Reinforcing Bars Date: 04/04/2012 2 -166 REDACTED VERSION U'- 1!I 2 .'i...SOUTH! , , , ! i ,, I,, I NORTH i ,T ., ' ,: .,r .I 5-A1 4 -A!Section A-A 2 Spa. @3, 3, F A It J A L B Lc LDLLF* For section B-B through F-F see Sheet 3 of 3 Series B Drawing: Series B Formwork As-builts I I I Experimental Investigation of Capacity of Lap Splices of No, 11 Rei~nforcing Bars 2 -167 REDACTED VERSION

[ -- 8 -4 5 6 7 6 7 I 3 I-II-3 i Section C-C, D-D, & E-E*Facing North Section B-B & F-F*Facing North Drawing: Formwork As-built Sections Sheet: 3 of 3* Project: Experimental Investigation of Drawn by: BPR Checked by: SP.P UR.DU E.U NIV of Lap Splices of No.11 Reinforcing Bars Date: 04/04/2012 2 -168 REDACTED VERSION

hage 35i 0t11114 Project: Tests to Determine the Behavior of Spliced #11 Bars Appendix .5: Lduring Curing Documentation v.1 (Rev. 03/30/2012) Purdue University -Bowen Laboratory Sheet 1 of 1 General Information Specimen(s) Date Specimen Age__ _ _ _ _ __ _ _ _Time Beginning Time Ending Temperature inside Lab (deg. F)Description of Work Performed Recorded by Signature Date Time Checked by Signature Date Time Checked by Signature Date Time Comments:*Test specimens and associated cylinders are to be cured under wet burlap for seven days 3-1 REDACTED VERSION bbYi-UUU-UG.i-UWL-UUUIb-UUU I-age JJ4 ot 1114 Project: Tests to Determine the Behavior of Spliced #11 Bars Appendix .~: Luring Curing Documentation v.1 (Rev. 03/30/2012) Purdue University -Bowen Laboratory Sheet 1 of 1 General Information (Specimen(s) Date Specimen Age'1- -ri ___ __ __ __Time Beginning Time Ending Temperature inside Lab (deg. F)_ _ _ _ _ (Description of Work Performed Recorded by Signature Date Time Checked by Signature Date Time Checked by Signature Date Time Comments:*Test specimens and associated cylinders are to be cured under wet burlap for seven days 3-2 REDACTED VERSION

I-uu age JJ or Project: Tests to Determine the Behavior of Spliced #11 Bars Appendilx .-5 Luring Curing Documentation v.1 (Rev. 03/30/2012) Purdue University -Bowen Laboratory Sheet 1 of 1______________________________General Information Specimen(s) Date Specimen Age Time Beginning Time Ending Temperature inside Lab (deg. F)L 0 6f Description of Work Performed Recorded bySinaur Daeim Rhecored by Signature Date Time Checked by Signature Date lime Comments:*Test specimens and associated cylinders are to be cured under wet burlap for seven days©:3-3 REDACTED VERSION

b~-UUU I-age S:Jt Ot 1114 Project: Tests to Determine the Behavior of Spliced #11 Bars Appendix Luring Curing Documentation v.1 (Rev. 03/30/2012) Purdue University -Bowen Laboratory Sheet 1 of I_____________________________General information Specimen(s) "Date Specimen Age B -1 Beginning Time Ending Temperature inside Lab (deg. F)____ ____ ___601" Description of Work Performed Recorded by ignature Date Time Checked by signature Date Time Checked by Signature Date Time Comments:*Test specimens and associated cylinders are to be cured under wet burlap for seven days 0 3-4 REDACTED VERSION

ii-UUU -'age ;ii I ot 1114.Project: Tests to Determine the Behavior of Spliced #11 Bars Appendix ~: Luring Curing Documentation v.1 (Rev. 03/30/2012) Purdue University -Bowen Laboratory Sheet l of 1 General Information Specimen(s) Date Specimen Age Time Beginning Time Ending Temperature inside Lab (deg. F)Description of Work Performed Recorded by Signature Date Time Checked by Signature Date Time Comments.*Test specimens and associated cylinders are to be cured under wet burlap for seven days 3-5 REDACTED VERSION bbUJ-UUU-ULSJ-UW--UUUIb-UUU I-'age OT 1114 Project: Tests to Determine the Behavior of Spliced #11 Bars Appendix ~: Luring Curing Documentation v.1 (Rev. 03/30/2012) Purdue University-Bowen Laboratory Sheet 2 of I General Information 0 Specimen(s) Date Specimen Age Time Beginning Time Ending Temperature inside Lab (deg. F)Description of Work Performed Recorded by Signature "Date Time Checke by Signature.DateTime Checked by Signature Date Time Comments:*Test specimens and associated cylinders are to be cured under wet burlap for seven days:3-B REDACTED VERSION

-'age iJU or 1114 Project: Tests to Determine the Behavior of Spliced #11 Bars Appendix J: Luring Curing Documentation v.1 (Rev. 03/30/2012) Purdue University -Bowen Laboratory Sheet Ilof 1____________________________General Information Specimen(s) Date Specimen Age y3-I, --2, -___ 1______. __-<_ ___-.--~Time Beginning Time Endingt O.A 1" :3 f, .U:OOp 4 , Temperature inside Lab (deg. F)Description Of Work Performed (Xvcc~'e~4 Kec~v~Recorded by Signature Date Time__ __ __ _ _ /_ s___, _____Checked by Signature Date Time Checked by Signature Date Time Comments:*Test specimens and associated cylinders are to be cured under wet burlap for seven days 3-7 REDACTED VERSION

P~age .1I4U 01" 1114 Project: Tests to Determine the Behavior of Spliced #11 Bars Appendix ~: Luring Curing Documentation v.1 (Rev. 03/30/2012) Purdue University-Bowen Laboratory Sheet l of 1 General Information Specimen(s) Date Specimen Age) 7-) 3 Time Beginning Time Ending Temperature inside Lab (deg. F)Description of Work Performed Recorded by Signature Date Time Checked by Signature Date Time Checked by Signature Date Time Comments:*Test specimens and associated cylinders are to be cured under wet burlap for seven days 3-8 REDACTED VERSION bUEi3-UUU-Gi-LJU-L-S-UUUlrb-UUU h'age 3i41 OT 1114 Project: rests to Determine the Behavior of Spliced #11 Bars Appendix ~: Luring Curing Documentation v.1 (Rev. 03/30/2012) Purdue University -Bowen Laboratory Sheet l of 1 General Information Specimen(s) Date Specimen Age Time Beginning Time Ending C-L ,,.&ceC5 Temperature inside Lab (deg. F)Description of Work Performed Recorded by Signature Date Time Checked by Signature Date Time Comments:*Test specimens and associated cylinders are to be cured under wet burlap for seven days 3-9 REDACTED VERSION

h'age 3i4Z ot 1114 Project: Tests to Determine the Behavior of Spliced #11 Bars Appendix L~uring Curing Documentation v.1 (Rev. 03/30/2012) Purdue University -Bowen Laboratory Sheet ilof 1 General Information Specimen(s) Date Specimen Age Beginning. Time Ending Temperature inside Lab (deg. F)Description of Work Performed 0 Recorded by Signature Date Time heckedySignaureDat T~imoe Checked by -q-Signature -Date Time Comments:*Test specimens and associated cylinders are to be cured under wet burlap for seven days 3-10 REDACTED VER1SION

I-age J4J ot 1114 Project: Tests to Determine the Behavior of Spliced #11 Bars Appendix i Luring Curing Documentation v.1 (Rev. 03/30/2012) Purdue University -Bowen Laboratory Sheet i of 1 General Information Specimen(s) Date Specimen Age (P,--i, .--, 3- 3 H, d tc1 e:- Lf.<C- Beginning, Time Ending Temperature inside Lab (deg. F)Description of Work Performed Recorded by Signature Date Timeby Signature Date Time Checked by Signature Date Time Comments:*Test specimens and associated cylinders are to be cured under wet burlap for seven days 3-11 REDACTED VERSION

l-age 344 or 1114 Project: Tests to Determine the Behavior of Spliced #11 Bars Appendilx Luring Curing Documentation v.1 (Rev. 03/30/2012) Purdue University -Bowen Laboratory Sheet ilof 1 General Information Specimen(s) Date Specimen Age C- ,I , t " Time Beginning Time Ending Temperature inside Lab (deg. F)Description of Work Performed Recorded by Signature Date Time V hecke byY Sinaur Datev Time~r Checked by Signature Date Time Comments:*Test specimens and associated cylinders are to be cured under wet burlap for seven days 3-12 REDACTED VERSION

I-'age ;i4b at 1114 Project: Tests to Determine the Behavior of Spliced #11 Bars Appendix ~1: Curing Curing Documentation v.1 (Rev. 03/30/20 12)Purdue University -Bowen Laboratory Sheet 1 of 1 General Information Specimen(s) Date Specimen Age*B-l)Z )7 Time Beginning Time Ending Temperature inside Lab (deg. F)Description of Work Performed Recrdd y igatreDae im Rhecored by Signature Date Time Checked by Signature Date lime Comments:**Test specimens and associated cylinders are to be cured under wet burlap for seven days 3-13 REDACTED VERSION

Hage ot 111 4 Project: Tests to Determine the Behavior of Spliced #11 Bars Appendix -4: Luring Curing Documentation v.1 (Rev. 03/30/2012) Purdue University -Bowen Laboratory Sheet l of 1 General Information Specimen(s) Date Specimen Age Time Beginning Time Ending 4 (_/t ,--- ;zrL1' PI? __________' Temperature inside Lab (deg. F)Description of Work Performed Recorded by Signature Date Time Cheedby_ _ _-- 3atue Dte im Checked by Date Time

Test specimens and associated cylinders are to be cured under wet burlap for seven days 3-14 REDACTED VERSION Project: Tests to Determine the Behavior of Spliced #11 Bars Appendix ~: Luring Curing Documentation v.1 (Rev. 03/30/2012)

Purdue University -Bowen Laboratory Sheet ilof 1 General Information 0 Specimen(s) Date Specimen Age,[. Time Beginning Time Ending Temperature inside Lab (deg. F)Description of Work Performed Re~corded by Sgnatur (Date Tui me Rhecored by Signature Date Time Checked by Sgnature Date Time Comments:*Test specimens and associated cylinders are to be cured under wet burlap for seven days 3-15 REDACTED VERSION

b-UUU I-'age ot 1114 Project: Tests to Determine the Behavior of Spliced #11 Bars Appendix Luring Curing Documentation v.1 (Rev. 03/30/2012) Purdue University -Bowen Laboratory Sheet 1 of 1 General Information Specimen(s) Date Specimen Age ATime Beginning Time Ending Temperature inside Lab (deg. F)Description .of Work Performed., Recorded by Signature Date Time Checked by Signature Date Time Checked by Signature Date Time Comments:*Test specimens and associated cylinders are to be cured under wet burlap for seven days 3-16 REDACTED VERSION

Page i4u ot 111 4 Project: Tests to Determine the Behavior of Spliced #11 Bars Appendix ~: Curing Curing Documentation v.1 (Rev. 03/30/2012) Purdue University -Bowen Laboratory Sheet i of 1 General Information 0 Specimen(s) Date Specimen Age C~ Beginning Time Ending JO:%OA-\ S ISl t1 Temperature inside Lab (deg. F)Description of Work Performed Recorded by Signature Date Time Checked by Signature Date Time Checked by Signature Date Time Comments:*Test specimens and associated cylinders are to be cured under wet burlap for seven days 3-17 REDACTED VERSION bbU3i-UUU-Udi-UWU-UUUIb-UUU I-'age 3bJu ot 1114 Project: Tests to Determine the Behavior of Spliced #11 Bars Appendix ~: Curing Curing Documentation v.1 (Rev. 03/30/2012) Purdue University -Bowen Laboratory Sheet l of 1 General Information Specimen(s) Date Specimen Age STime Beginning Time Ending Temperature inside Lab (deg. F)Description of Work Performed Recorded by Signature Date Time.Checked by Signature Date Time Checked by Signature Date Time Comments:*Test specimens and associated cylinders are to be cured under wet burlap for seven days 3-18 REDACTED VERSION

I-'age 3$bi ot 1114 Project: Tests to Determine the Behavior of Spliced #11 Bars Appendix +/- Luring Curing Documentation v.1 (Rev. 03/30/2012) Purdue University -Bowen Laboratory Sheet ilof 1 General Information Specimen(s) Date Specimen Age[ = Time Beginning Time Ending Temperature inside Lab (deg. F)Description of Work PerformedRecorded by Signature Date Time Checked by Signature Date Time_ _ _ _ ,_ _ _ _ _ _ _ _ _ _ -_ -_ _ _ _ _ _ _o _ _Checked by Signature Date Time Comments:*Test specimens and associated cylinders are to be cured under wet burlap for seven days 3-19 REDACTED VERSION bbi3-UUU-UbiU3--L-UUUl b-UUU -'age 3t2 oT 1114 Project: Tests to Determine the Behavior of Spliced #11 Bars AppendiX 3: Curing Curing Documentation v.1 (Rev. 03/30/2012) S Purdue University -Bowen Laboratory Sheet Ilof 1 General Information Specimen(s) Date Specimen Age Time Beginning Time EndingO;'2o A ___________a inside Lab (deg. F)Description of Work Performed U~CCYVeA~eL $c~e~s %~yY~e~L ~ ~- ~c~e~k cyk~e3rs frlcYv'ej% ~(cve~A ~ec~ I&~4~ei~~ ~,) LLre~k ~v 4 op L~/ rIO~A~Recorded by Signature Date Time~er ~___ ____ _ _ ____ __ ___Checked by Signature Date Time Checked by Signature Date Time Comments:*Test specimens and associated cylinders are to be cured under wet. burlap for seven days 3 -20 REDACTED VERSION

I-age 0? 1114 Project: Tests to Determine the Behavior of Spliced #11 Bars Appendix +/-4 Luring Curing Documentation v.1 (Rev. 03/30/2012) Purdue University -Bowen Laboratory Sheet I of 1 General Information Specimen(s) Date Specimen Age 1--q , s, A -6o _/_ _ -_ _-_Time Beginning Time Ending c. 3t Temperature inside Lab (deg. F) Description of Work Performed Recorded by Signature Date Time Checked __bysignature__ Date Timoe~Checked by Signature Date Time Comments:*Test specimens and associated cylinders are to be cured under wet burlap for seven days 3-21 REDACTED VERSION

I-age Jt4 ot 1114 Project: Tests to Determine the Behavior of Spliced #11 Bars Appenaix _4: L~uring Curing Documentation v.1 (Rev. 03/30/2012) Purdue University -Bowen Laboratory Sheet ilof 1_____________________________General Information Specimen(s) Date _ Specimen Age Time Beginning Time Ending Temperature inside Lab (deg. F)Description of Work Performed Recorded by Signature Date Time Checked by Signature Date Time Checked by Signature Date Time Comments:*Test specimens and associated cylinders are to be cured under wet burlap for seven days 3 -22 REDACTED VERSION

I-age OT 1114 Project: Tests to Determine the Behavior of Spliced #11 Bars Appendix ~: Luring Curing Documentation v.1 (Rev. 03/30/2012) Purdue University -Bowen Laboratory Sheet 1 of 1 General Information Specimen(s) Date Specimen Age-_/ Time Beginning Time Ending Temperature inside Lab (deg. F)Description of Work Performed Recorded by Signature Date Time Checked by Signature Date Time Checked by Signature Date Time Comments.*Test specimens and associated cylinders are to be cured under wet burlap for seven days 0 3 -23 REDACTED VERSION

Wage Jbi oT 1114 Project: Tests to Determine the Behavior of Spliced #11 Bars Appendix +/- Lunng Curing Documentation v.1 (Rev. 03/30/2012) Purdue University -Bowen Laboratory Sheet 2 of 1 General Information Specimen(s) Date Specimen Age Time Beginning Time Ending Temperature inside Lab (deg. F)Description of Work Performed Recorded by Signature Date Time Checked by Signature Date Time Checked by Signature Date Time Comments:*Test specimens and associated cylinders are to be cured under wet burlap for seven days 3 -24 REDACTED VERSION bbJL-UUU-Udi-USI=U-UUUl b-UUU I-sage Jbf O T 1114 Project: Tests to Determine the Behavior of Spliced #11 Bars Appendix Luring Curing Documentation v.1 (Rev. 03/30/2012) Purdue University -Bowen Laboratory Sheet ilof 1 General Information Specimen(s) Date Specimen Age Time Beginning Time Ending Temperature inside Lab (deg. F)Description of Work Performed Recorded by Signature Date Time__ hekedby Signaur Date __ Time_Checked by Signature Date Time Comments:*Test specimens and associated cylinders are to be cured under wet burlap for seven days 3 -25 REDACTED VERSION

I-age ot 1114 Project: Tests to Determine the Behavior of Spliced #11 Bars Appendix ~: Luring Curing Documentation v.1 (Rev. 03/30/2012) Purdue University -Bowen Laboratory Sheet ilof 1 General Information Specimen(s) Date Specimen Age Temperature inside Lab (deg. F)_ _ _ _ _ _ _ _Id Description of Work Performed Recorded by Signature Date Time VhckdA by Sintr Date_ Time_Checked by Signature Date Time Comments:*Test specimens and associated cylinders are to be cured under wet burlap for seven days D 3 -26 REDACTED VERSION

I-sage iJbW or 1114 PflI4:enoceetsrgn Appendix 4: Kelntorcement btrengtn Tinius Olsen Testing Machine Company Displacement Measuring System Verification Report & Certificate Specifications per ASTM E Date of Issuc May 02, 2011 Certificate Number 9M9AHP05 CAt WRPA1nON CERT; 5RT10 Issued by: Tinius Olsen Testing Machine Company 1065 Easton Road P.O. Box 1009 Horsham. PA 19044-8009, USA Tel (215) 675-7100 Fax (215) 441-0899 www.Tjn iusOlsen.conm Page 1 of 3 Authorized Signature Cheryl Spinieo Owner/Location LABORATORY TESTING INC, 2331 Topaz Drive, Hatfield, Pennsylvania 19440 Calibration Location SAME Item Description S/N 20605 IP -POSITION #600 13377 Ascending -w/ Computer Display #206051 -As Found/As Left -No Adjustments -Good Condition Year of Manufacture UNKNOWN Verification Date April 29, 2011 Verification Recall April 29, 2012 This is to certify that the above testing equipment has been verified by Tinius Olsen Testing Machine Company personnel on Order Number 448750. The listed data is in accordance with the latest practices of ASTM E 2309, and Tinius Olsen Procedure

2600, and have been temperature corrected as necessary.

Tinius Olsen's Quality System is maintained in compliance with ANSI / NCSL Z540-1 1994, ISO/IEC 17025 (Complies with ISO 9000 Series for Calibration Activity), ISO 10012-1, and MIL-STD-45662A. Range in 9.0000 9.0000 Class Range in Class 0.1000 TO 9.0000 0.9000 TO 9.0000 B A 11 Services have been performed in accordance with Tinius Olsen Quality Manual, dated 03/13/09.These results relate only to tihe itemns calibrated. This Report and Certificate shall not be reproduced except in full, without the written approval of Tinius Olsen.4-1 REDACTED VERSION baDi-UUU-UdSi-CLU'L-UUUlrb-UUU H-age ibU oT 1114 Apni :KirreetSrnt Appendix 4: btrengtil Tinius Olsen Testing Machine Company Displacement Measuring System Verification Report & Certificate Specifications per ASTM E 2309 Verification Date April 29, 201 1 Certificate Number 9M9AHP05 Page 2 of 3 All verification devices are traceable to the International System of Units (Si) through National Institute of Standards and Technology (NIST) or the National Physical Laboratory (NPL). Serial Number, Manufacturer, Type, Maximum Device Error, Calibration Vendor, and Expiry Date for each standard used during the Certification is listed below.Serial No.655-4041-i-2 Manufacturer Starrert Typc INDICATOR Max Device Error Vendor.0007500 Olsen Expiry Date 13-Jul-I I The expanded uncertainties reported are estimates of the measurement uncertainty in the errors determined during thle verification. They are expressed as percentages of their respective verification readings. The expanded uncertainties reported are based on combined standard uncertainties, multiplied by a coverage factor of 2, which provide a confidence interval of approximately 95%. The uncertainties reported do not represent the uncertainty of the testing machine or the results of any subsequent tests performed with the testing machine.1.6. 171/I. 1.34/32 4-2 REDACTED VERSION Tinius Olsen Testing Machine Company Displacement Measuring System Verification Report & Certificate Specifications per ASTM E 2309 Certificate Number 9M9AHP05 Verification Date April 29, 2011 Verification Recall Date April 29, 2012 Page 3 of 3 Owner/Location LABORATORY TESTING ING, 2331 Topaz. Drive, Hatfield, Pennsylvania 19440 Calibration Location SAME Item Description S/N 206051P -POSITION #600 13377 Ascending -w/ Computer Display #206051 -As FoundlAs Left -No Adjustments -Good Condition Order No. 448750 Customer PO No. P00002821 Customer ID No.Year of Mfg. UNKNOWN Temp. Start 22.8°C End 22.8°C Backlash As Found BackLash As Left Range in Resolution in Ver Read 1 Mach Read 1 Ver Read 2 Mach Read 2 Fixed Error Error Difference Uncertainty Class in in in in in 9 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001 9.0000 6.7500 4.5000 2.250O 0.9000 0.6750 0.4500 0.2250 0. 1000 8.9733 6.7252 4.4929 2.2440 0.9020 0.6767 0.45 14 0.2255 0.1004 9.0000 6.7500 4.5000 2.2500 0.9000 O.6750 0.4500 0.2250 0.i1000 8.9756 6.74 15 4.5027 2.2466 0.8997 0.6775 0.45 16 0.2258 0. 1003-0.0267-0.0248-0.0071,-0.0060 0.0020 0.0025 0.0016 0.0008 0.0004-0.30-0.37-0.16-0.27 0.22 0.37 0.36 0.36 0.40-0.03-0.24-0.22-0.12 0.26-0.12-0.04-0.13 0.10 0.38 0.38 0.38 0.39 0.35 0.33 0.33 0.54 1.14 A A A A A B B B B Calibration Technician/Engineer Brian Campbell 1.6.17/1.1.34/32 Witness Kevin Kline 4-3.REDACTED VERSION

b-UUU -'age ;Jri2 ot 1114 Apn~ :Klrreet5rnt Appendix 4: Helmorcement btrength Tinius Olsen Testing Machine Company Certificate C.AIJDRAll ON CFRTF 8070I Certificate No. 9M9AHP06 Issued By: Tinius Olsen Testing Machine Company 1065 Easton Road Horsham, PA 19044 USA Telephone: 215-675-71O00 Fax: 215-441-0899 Email: Certificate page 1 of I Owner/Location: LABORATORY TESTING INC., HATFIELD, PA 19440 Calibration Location: SAME AS ABOVE Item

Description:

Crosshead Speed Rate on Machine SIN 206051SR (#6001337) -As FoundlAs Left -No Adjustments -Good Condition Verification Date: April 29, 2011 Verificiation Recall Date: April 29, 2012 This is to certify that the Crosshead Speed Rate on the above testing equipment has been verified by Tinius Olsen Testing Machine Company personnel on Order Number S448750. The listed data is in accordance Tinius Olsen Procedure

2700. Tinius Olsen's Quality System is maintained in compliance with ISOIIEC 17025 (Complies with ISO 9000 Series for Calibration Activity), ANSI I NCSL Z540-1 1994, ISO 10012-1, and MIL-STD-45662A.

The estimated expanded uncertainty of the calibration results is: 0.0016 in. The reported expanded uncertainty is based on a standard uncertainty multiplied by a coverage factor of k=2, providing a level of confidence of approximately 95 percent.Crosshead Speed Rate Certificate All verification devices are traceable to the International System of Units (SI) through either National Institute of Standards and Technology (NIST) or National Physical Laboratory (NPL) and have been verified within one (1) year or less of the above date. For Verification details, refer to the attached Verification Data and Report Form bearing the same Order or Certificate Number as this Certificate., Serial No Manufacturer Description Calib Vendor Expiry Date DSW-0002 j HANHART STOPWATCH TINIUS OLSEN j 4/28/16 655-4041-J-2 j STARRETT DIAL INDICATOR TINIUS OLSEN j 7/13i11 Services have been performed in accordance with Tinius Olsen Quality Manual, dated March 13, 2009;These results relate only to the items calibrated. This Certificate shall not be reprOduced except in full, without the written approval of Tinius Olsen.Rev. 2009.0 4-4 REDACTED VERSION bO-UUU-(tSi-(.k-UUUIh-UUU Page ~JOt r 1114 peox:Kenoemt tntf Appenmx 4: Kelntorcement btrengtn Tinius Oisen Testing Machine Company'Rate Verification Datasheet & Report Tinius Olsen Procedure used 2700 Rev. 10 Apr11 2007 Page 1 of 2 Date i/, Certificate

'?ili '?A,'v&~Order No. '-ft* 5:. Purchase Order No.i? L:ot Customer y Machine Mfg. YAkJ Location LU) (1';4 Model and Serial # $%.)i!CI.

L. Machine Display A/ (2 .Capacity and Units Customer ID No. .(d,) i .:. 7-2 Cal. Technician 7 Stopwatch S/N Strain Device S/N ___________ Dial Indicator SIN tL6S--&/iT -J"- Gauge Length _____________ Temperature Condition (Circle One) ~ As Found / As Left I No Adjustments I Limited Calibration I Out of Tolerance Load Rate (Circle One) Lbf/Min KgflMin N/Min Other______ Control Load Load Rate Change in Tie Actual Load Error Error Setting Range Displayed Load TieRate (actual) 0/Strain Rate (Circle One) in/in/mmn mam/mm/mmi %/rain Other_______ ______Split Specimen/Broke~n Specimen.* Untested Specimen, ,.Control Strain Strain Rate Change in Tie Actual Strain Error Error Setting Range Displayed Strain TieRate (actual) %_____*If a Split Specimen or Broken Specimen was used for Strain Rate then the ability of the machine to control was not verified.4-5 REDACTED VERSION

b-OUUU I-'age .Sb4 0? 1 114APfl1X4 enoemnstngl Appenoix 4: Helntorcement btrenstn Tinius Olsen Testing Machine Company Testing Machine Verification Report & Certificate Specifications per ASTM E 4 Date of Issue May 02.,2011 Certificate Number 9M9AHP07 CAUR110N COAT'! MU? 01 Issued by: Tinius Olsen Testing Machine Company Page 1 of 3 1065 Easton Road Authorized Signature P.O. Box 1009 t, Horsham. PA 19044-8009, USA Tel (215) 675-7100 "'/'Fax (215) 441-0899 Cheryl Spinieo www.TiniosOlsen.com Owner/Location LABORATORY TESTING INC, 2331 Topaz Drive, Hatfield, Pennsylvania 19440 Calibration Location SAME Item Description S/N 206051 -400000 lbfl-IYD SPR L602 #60013377 -w/ Digital Indicator -As Found/As Left -No Adjustments -Good Condition Serial Numbers: Machine 206051 Computer 4 206051!Year of Manufacture UNKNOWN Verification Date April 29, 2011 LC # N/A REC # N/A Cal-Check No. 190577 Verification Recall April 29, 2012 This is to certify that the above testing equipment has been verified by Tinius Olsen Testing Machine Company personnel on Order Number 448750. The listed data is in accordance with ASTM E 4-10, and Tinius Olsen Procedure

1000, and have been temperature corrected as necessary.

Tinius Olsen's Quality System is maintained in compliance with ANSI / NCSL Z540-1 1994, ISO/IEC 17025 (Complies with 1SO 9000 Series for Calibration Activity), ISO 10012-1, and MIL-STD-45662A. Capacity Range lbf Loading Range Ibf Percent Error Range Pass/Fail 0 to 400000 798.00 TO 401000.00-0.24 Pass ASTM E 4 Allowable Tolerance =t 1.0%Services have been performed in accordance with Tinius Olsen Quality Manual, dated 03/13/09.TIhese results relate only to the items calibrated. This Report and Certificate shall not be reproduced except inl full, without the written approval of Tinius Olsen 4-6 REDACTED VERSION

1-'age ot" 1114Apedx4 enocenStngr Appenalx 4: Keml'orcement

)trengtn Tinius Olsen Testing Machine Company Testing Machine Verification Report & Certificate Specifications per ASTM E 4 Verification Date April 29, 2011 Certificate Number 9M9AHP07 Page 2 of 3 All verification devices comply with the latest practices of ASTM E 74, and are traceable to the International System of Units (SI) through National Institute of Standards and Technology (NIST) or the National Physical Laboratory (NPL). Serial Number, Manufacturer, Class A Loading Range, Calibration Vendor, Expiry Date, and Certificate Number for each standard used during the Certification is listed below. The class of the verification equipment was equal to or better than the requirements of the classification to which this device has been verified.Eqp # S/N 1 104713A (HI)2 110211A 3 106244A Manufacturer Class A Loading Range Tovey 100.00 to 10000.00 lbf Tovey 2017.60 to 60000.00 lbf Calib. Vendor Morehouse Tovey Tovey Calib. Date 03-Mar-10 02-Apr-ll Expiry Date 03-Mar- 12 02-Apr- 12 Tovey 31836.00 to 600000.00 Ibf 01-Mar-10 01-Mar-12 This Calibration was performed in Compression for increasing forces only. For Universal Testing Machines that have two work areas with a common force application and indicating device, calibration performed in the lower test area in compression is the same for tension in the upper work area and vice versa."The constant indicated/constant true force method was used for the verification.

Verification by Standard Weights" and/or "Verification by Elastic Calibration Device" In formative Notes: The expanded uncertainties reported are estimates of the measurement uncertainty in the errors determined during the verification. They are expressed as percentages of their respective verification readings. The expanded uncertainties reported are based on combined standard uncertainties, multiplied by a coverage factor of 2, which provide a confidence interval of approximately 95%. The uncertainties reported do not represent the uncertainty of the testing machine or the results of any subsequent tests performed with the testing machine. The accuracy of the testing equipment has been found to conform with the tolerance(s) indicated above.The uncertainties stated refer to the values obtained during verification and make no allowance for factors such as long-term drift, temperature and alignment effects -the influences of such factors should be taken into account by the user of the testing machine.1 .6 .33/Il 1.34/32 4-7 REDACTED VERSION ))J-UUU-UtSJ-UI--s-UUUIb-UUU t-'age JIOo 0? 1114Apedx4Kenoeet rngf Appenolx 4: Relnrorcement btrengtn Tinius Olsen Testing Machine Company Testing Machine Verification Report & Certificate Specifications per ASTM E 4 Verification Date April 29, 2011 Certificate No. 9M9AHP07 Page 3 of 3 Owner/Location LABORATORY TESTING INC. 2331 Topaz Drive Hatfield. Pennsylvania 19440 Calibration Location SAME Item Description S/N 206051 -400000 Ibf HYD SPR L602 #60013377 -w/ Digital Indicator -As Found/As Left -No Adjustments -Good Customer ID No.Order No. 448750 Year of Mfg. UNKNOWN Customer P0 No. P00002821 Cal-Check No. 1 90577 Temperature Start 22.8 °C End 24.4 °C Serial Numbers: TM 206051 REC N/A LC N/A COME 206051 Verification Recall Date April 29, 2012 LOAD RANGE *Ibf 400000 1 2 2 2 2 3 3 3 3 3 3 VERIFIC.READ # 1 lbf 798.2 1607.1 3199.4 5600.5 8003.3 16010.8 32028.1 56100.9 80174.9 160383.5 240465.1 320610.9 401079.8 0.0 MACHINE READ # 1 lbf 800.0 1 606.9 3201.6 5599.7 8002.1I 15999.7 31996,6 56004.5 79994.9 159997.2 239976.9 319905.7 400352.4 0.0 VERIFIC.READ #2 lbf 802.4 1606.2 3201.6 5601.1 8003.4 16012.0 32006.7 56080.4 80165.3 160380.8 240469.2 320560.3 401127.7 0.0 MACHINE READ #2 Ibf 801.4 1606.0 3199.5 5600.2 8002.2 16000.9 31999.1 55998.6 79998.7 159995.4 239982.8 319989.5 400670.5 0.0 FIXED ERROR lbf 1.8-0.3 2.2-0.8-1.2-I11.2-31.5-96.4-179.9-386.3-488.2-705,2-727.4 0 ERROR% OF VALUE 0.22-0.02 0.07-0.02-0.01-0.07-0.10-0.17-0.22-0.24-0.20-0.22-0.18 0.t00 DIFFER.% OF VALUE 0.35 0.01 0.14 0.00 0.00 0.00-0.07-0.03-0.02 0.00 0.00-0.04-0.07 0.00 UNCERTAINTY % OF VALUE 0.44 0.26 0.19 0.19 0.17 0.16 0.16 0.20 0.18 0.17 0.16 0.16 0.16 NiA RESOLUTION FOR RANGE(S)lbf 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 0.0 Calibration Technician/Engineer Brian Campbell Witness Kevin Kline 1.6.33/I. 1.34/32 1.6.3/1.1.4/324-8 REDACTED VERSION

I-age Ltb( or 1114Apedx4 enocet regl Appenalx 4: btrengtn Tinius Olsen Testing Machine Company CertificateCertificate No. 9M9AHP08 Issued By: Tinius Olsen Testing Machine Company 1065 Easton Road Horsham, PA 19044 USA Telephone: 215-675-7100 Fax: 215-441-0899 Email: service~tiniusolsen.com Certificate page l ofl-ui reS-S'nature OwnrI,:'Locatlon: LABORATORY TESTING INC., HATFIELD, PA 19440 Calibration Location: SAME AS ABOVE Item

Description:

Strain Rate on Machine SIN 206051STR (#60013377) -As FoundlAs Left -No Adjustments -Good Condition Verification Date: April129, 2011 Vertificatlon Recall Date: April 29, 2012 This is to certify that the Strain Rate on the above testing equipment has been verified by Tinius Olsen Testing Machine Company personnel on Order Number S448750. The listed data is in accordance Tinius Olsen Procedure

2700. Tinlus Olsen's Quality System is maintained in compliance with ISOIIEC 17026 (Complies with ISO 9000 Series for Calibration Activity), ANSI I NCSL Z540-1 1994, ISO 10012-1, and MIL-STD-45662A.

The estimated expanded uncertainty of the calibration results is: 0.12% of reading. The reported expanded uncertainty is based on a standard uncertainty multiplied by a coverage factor of k.=2, providing a level of confidence of approximately 95 percent.Strain Rate Certificate All verification devices are traceable to the Interntinl System of Units (SI) through either National Instiute of Standards and Technology (NIST) or National Physical Laboratory (NPL) and have been verified within one (1) year or less of the above date. For Verification details, refer to the attached Verification Data and Report Form bearing the same Order or Certificate Number as this Certificate. SeilNo Manufacturer Descripton Calib Vendor ExiyDt DW-0002 HANI-IART STOPWATCH TINIUS OLSEN 4128/16 Services have been performed In accordance with Tinlus Olsen Quality Manual, dated March 13, 2009.These results relate only to the items calibatd This Cuiict shall not be reproduced except In full, without the wrltten approval of Tinlus Olsen.Rev. 2009.0 4-9 REDACTED VERSION

I-age J~t) 0f1 1114 Appencdix 4: Kenlndrcement strengtn Tinius Olsen Testing Machine Company Rate Verification Datasheet & Report Tinius Olsen Procedure used 2700 Rev. 10 April 2007 Page 1 of 2 Date I// 2//iCertificate# '7/" },1HPc>.Order No. /-/ Purchase Order No. Q) C0x>23J i Customer Machine Mfg. ,i/All LK OLC':CQ Location kJ4T F, b Model and Serial # c.,UP& L., Machine Display &. CJ Capacity and Unitsz DOG Customer ID No. r~ 77Cl ehiin4 ./Stopwatch SIN it3 CC Strain Device S/N C"7 Vi M Dial Indicator S/N ___________Gauge Length Q JL Ternperature 7 -Condition (Circle One) ~ As Found / As Left / No Adjustments t Limited Calibration I Out of Tolerance Load Rate (Circle One) Lbf/Min KgflMin N/Mmn Other______ Control Load Load Rate Change in Tie Actual Load Error Error Setting Range Displayed Load TieRate (actual) %_____,/Strain Rate (Circle One) in/in/min mm/mm/mmn %/min Other_______ ____________ Split Specimen/Broken Specimen* Previously Untested Specimen______ Control Strain Strain Rate Change in Time Actual Strain Error Error Setting Range Displayed Strain Rate (actual)%"If a Split Specimen or Broken Specimen was used for Strain Rate then the ability of the machine to control was not verified.4-10 REDACTED VERSION

u-UUU I-'age J3b9 ot 1114 Tin ii Instru r Date of issue MayO03,201l AppendIx 4: Melntorcement Strengtfl us Olsen Testing Machine Company nent Verification Report & Certificate Specifications per ASTM E 83 Certificate Number 9M9AHP01 CALUBRAl'ION CARTr MI~fO? 0 Issued by: Tinius Olsen Testing Machine Company Page I of 3 1065 Easton Road Authorized Signature P.O. Box 1009 i_'./ 'Horsham. PA 19044-8009, USA .,'Tel (215) 675-7100 Fax (215) 441-0899 Cheryl Spinieo www.TiniusOlsen.com Owner/Location LABORATORY TESTING INC, 2331 Topaz Drive, Hatfield, Pennsylvania 19440 Calibration Location SAME item Description S/N 207344 -LS-4%-2 EXTENS #60013378 -w/ Digital Indicator

206051 -As Found -Out of Tolerance Condition Year of Mfr. UNKNOWN Mfr. Tinius Olsen Verification Date April 29, 2011 Cal-Check No. N/A Verification Recall April 29, 2012 Cal Factor N/A This is to certify that the above testing equipment has been verified by Tinius Olsen Testing Machine Company personnel on Order Number 448750. The listed data is in accordance with the latest practices of ASTM E 83, and Tinius Olsen Procedure
2000, and have been temperature corrected as necessary.

Tinius Olsen's Quality System is maintained in compliance with ANSI / NCSL Z540-1 1994, ISO/IEC 17025 (Complies with 1S0 9000 Series for Calibration Activity), 150 10012-1, and MIL-STD-45662A. Range in/in 0.0400 Calibration Factor Class Range in/in Class 0.004 0.0010 TO 0.0400 D A L/? [/ / ( o,/TI Services have been performed in accordance with Tinius Olsen Quality Manual, dated March 13, 2009.These results relate only to the items calibrated. This Report and Certificate shall not be reproduced except in full, without the written approval of Tinius Olsen.4-11 REDACTED VERSION bbU;5-UUU-Udi3-ULUt-UUU1b-UUU -'age i1 U ot 1114Apedx4 enocenSretf Appendix 4: btrengtn Tinius Olsen Testing Machine Company Instrument Verification Report & Certificate Specifications per ASTM E 83 Verification Date April 29, 2011 Certificate Number 9M9AHP01 Page 2 of 3 All verification devices comply with the latest practices of ASTM E 83, and are traceable to the International System of Units (SI) through National Institute of Standards and Technology (NIST) or the National Physical Laboratory (NPL). Serial Number, Manufacturer, Type, Calibration Vendor, Expiry Date, and Max Device Error for each standard used during the Certification is listed below. The class of the verification equipment was equal to or better than the requirements of the classification to which this device has been verified.Serial No.174409-1 Manufacturer Olsen Type CALIBRATOR Max Device Error.00002000 Vendor Olsen Expiry Date 15-Jul-ll Informative Notes: The expanded uncertainties reported are estimates of the measurement uncertainty in the errors determined during the verification. They are expressed as percentages of their respective verification readings. The expanded uncertainties reported are based on combined standard uncertainties, multiplied by a coverage factor of 2, which provide a confidence interval of approximately 95%. The uncertainties reported do not represent the uncertainty of thle instrument or the results of any subsequent tests performed with the testing machine. The accuracy of the testing equipment has been found to conform with the tolerance(s) indicated above.The uncertainties stated refer to the values obtained during verification and make no allowance for factors such as long-term drift, temperature and alignment effects -the influences of such factors should be taken into account by the user of the testing machine.The expanded uncertainties reported have been calculated in accordance with the latest revision of ASTM E83 -Appendix X4.1.6.27/1.1.34/32 4-12 REDACTED VERSION

-'age i11 Ot 1 114 Apni :KltreetSrnt Appendix 4: Kemtorcement btrengtn Tinius Olsen Testing Machine Company Instrument Verification Report & Certificate Specifications per ASTM E 83 Verification Date April 29, 2011 Certificate No. 9M9AHP0I Page 3 of 3 Owner/Location LABORATORY TESTING INC. 2331 Topaz Drive Hatfield. Pennsylvania 19440 Calibration Location SAME Item Description S/N 207344 -LS-4%-2 EXTE3NS #60013378 -w/ Dicital Jndicator

206051] -As. Found -Out of Tolerance Condition Order No. 448750 Year of Mfg. UNKNOWN Gauge Length: Design 2.00in Customer P0 No. P0000282 1 Temperature Start 21.7 0 C Mid N/A °(Customer ID No.2 End 21.7 0 C Measured 1 2.0011Iin Measured 2 2.00 11 in Error 0.001lin 0.055%Error 0.0011 in 0.055%Uncertainty 0.002in Verificati, RUCTIONS Calibration Position Vertical on Method Direct Readout Method Digital Attachment Method AS PER INSTI Cal-Check No. N/A Cal Factor N/A Verification Recall Date April 29, 2012 STRAIN RANGE in/in VERIFIC.READ) #1I in/in 0.0400 .001 0000.0020000.0040000.0070000.0100000.0200000.0400000 MACHINE READ #I in/in.0009728.0016575.0026340.0041i731.0072402.0167961.0375147 VERIF IC.READ #2 in/in.001 0000.0020000.0040000.0070000.0100000.0200000.0400000 MACHINE READ #2 in/in.0000000.0000000.00000.00.0000000.0000000.0000000.0000000 FIXED ERROR in/in-.0000272-.0003425-.001i3660-.0028269-.0027598-.0032039-.0024853 ERROR% OF VALUE-2.72-17.12-34.10-40.40-27.60-16.02-6.21 DIFFER.% QF VALUE-2.72-17.12-34.10-40.40-27.60-16.02-6.21 UNCERTAINTY

% OF VALUE 2.40 1.20 0.60 0.34 0.24 0.12 0.12 RESOLUTION FOR RANGE(S)in/in 0.0000010 0.0000010 0.0000010 0.0000010 0.0000010 0.0000010 0.0*000010 CLASS FOR READING B-1 C D D D 0 0 V i/~*~? ,V /p ~~Calibration Technician Brian Campbell Witness Kevin Kline 1.6.2711,1.34/32 4 -13 REDACTED VERSION

-'age 3(2 0t11114Apedx4 entrmnttegh Appendix 4: btrengtn Tinius Olsen Testing Machine Company Instrument Verification Report & Certificate Specifications per ASTM E 83'.id "%CALIBRATIION CERT EBB?,01 Date of Issue May 03, 2011 Certificate Number 9M9AH-P02 Issued by: Tinius Olsen Testing Machine Company Page 1 of 3 1065 Easton Road Authorized Signature P.O. Box 1009 ..1 ' .' -Horsham. PA 19044-8009, USA _-Tel (215) 675-7100 Fax (215) 441-0899 Cheryl Spinieo www.TiniusOlsen.com Owner/Location LABORATORY TESTING INC, 233! Topaz Drive, Hatfield, Pennsylvania 19440 Calibration Location SAME Item Description S/N 207344 -LS-4%-2 EXTENS #60013378 -w/ Digital Indicator

206051 -As Left -Good Condition Year of Mfr. UNKNOWN Mfr. Tinius Olsen Verification Date April 29, 2011l Cal-Check No. N/A Verification Recall April 29, 2012 Cal Factor N/A This is to certify that the above testing equipment has been verified by Tinius Olsen Testing Machine.Company personnel on Order Number 448750. The listed data is. in accordance with the latest practices of ASTM E 83, and Tinius Olsen Procedure
2000, and have been temperature corrected as necessary.

Tinius Olsen's Quality System is maintained in compliance with ANSI /NCSL Z540-1 1994, ISO/LEC 17025 (Complies with 1SO 9000 Series for Calibration Activity), ISO 10012-1, and MIL-STD-45662A. Range in/in 0.04r00 Calibration Factor Class Range in/in Class 0.004 0.0010 TO 0.0400 B-I Services have been performed in accordance with Tinius Olsen Quality Manual, dated March 13, 2009."these results relate only to the items calibrated. This Report and Certificate shall not be reproduced except in Cull, without the written approval of Tinius Olsen.4-14 REDACTED VERSION bbYi;-UUU-UtSJ-Ut-,U-UUU'II-UUU I-age ini ot 1114 pedx4KenocmnStngf4: Kemtorcement btrengtn Tinius Olsen Testing Machine Company Instrument Verification Report & Certificate Specifications per ASTM E 83 Verification Date April 29, 2011 Certificate Number 9M9AHPO2 Page 2of 3 All verification devices comply with the latest practices of ASTM E 83, and~are traceable to the International System of Units (SI) through National Institute of Standards and Technology (NIST) or the National Physical Laboratory (NPL). Serial Number, Manufacturer, Type, Calibration Vendor, Expiry Date, and Max Device Error forreach standard used during the Certification is listed below. The class of the verification equipment was equal to or better than the requirements of the classification to which this device has been verified.Serial No.174409-I Manufacturer Olsen Type CALIBRATOR Max Device Error.00002000 Vendor Olsen Expiry Date 15-Jul-I!1 Informative Notes: The expanded uncertainties reported are estimates of the measurement uncertainty in the errors'determined during the verification. They are expressed as percentages of their respective verification readings. The expanded uncertainties reported are based on combined standard uncertainties, multiplied by a coverage factor of 2, which provide a confidence interval of approxinmately 95%. The uncertainties reported do not represent the uncertainty of the instrument or the results of any subsequent tests performed with the testing machine. The accuracy of the testing equipment has been found to conform with the tolerance(s) indicated above.The uncertainties stated refer to the values obtained during verification and make no allowance for factors Such as long-term drift, temperature and alignment effects -the influences of such factors should be taken into a~ccount by the user of the testing machine.The expanded uncertainties reported have been calculated in accordance with the latest revision of ASTM E83 -Appendix X4.I .6.27/I.1!.34/32 4-15 REDACTED VERSION

I-age Li(4 oT 1114 Apni :KitreetSnt Appendix 4: Kelntorcement btrengtiq Tinius Olsen Testing Machine Company Instrument Verification Report & Certificate Specifications per ASTM E 83 Verification Date April 29, 2011 Certificate No. 9M9AHP02 Page 3 of 3 Owner/Location LABORATORY TESTING INC. 2331 Topaz Drive Hatfield. Pennsylvania 19440 Calibration Location SAMvE Item Description S/N 207344 -LS-4%-2 EXTENS #60013378 -i wDigital Indicator

206051 -As Left -Good Condition Order No. 448750 Year of Mfg. UNKNOWN Gauge Length: Design 2.00in Customer P0 No. P00002821 Customer ID No.Temperature Start 21.7 0 C Mid 22.8 0 C End 22.8 °C Measured 1 2.0011in Error 0.001llin 0.055%Measured 2 2.0011 in Error 0.0011 in 0.055%Uncertainty 0.002in Verificatih RUCTTONS Calibration Position Vertical 0n Method Direct Readout Method Digital Attachment Method AS PER INSTI Cal-Check No. N/A Cal Factor N/A Verification Recall Date April 29, 2012 STRAIN RANGE in/in VERIFIC.READ #1 in/in 0.0400 .001 0000.0020000.004O0000.0070000.0100000.0200000.0400000 MACHINE READ # 1 ia/in.001 0014.001 9952.0039754.0069742.0099552.01 99417.0399920 VERIFIC.READ #2 int/in.0010000.0020000.0040000.0070000.0100000.0200000.0400000 MACHINE READ #2 in/in.0010015.0020057.0039928.0069895.0099872.0199958.0400414 FIXED ERROR in/in.0000015.0000057-.000 0246-.0000258-.0000448-.0000583.0000414 ERROR% OF VALUE 0.15 0.29-0.61-0.37-0.45-0.29 0.10 DIFFER.%OF VALUE-0.01-0.53-0.43-0.22-0.32-0.27-0.12 UNCERTAINTY

% OF VALUE 2.40 1.20 0.60 0.34 0.24 0.12 0.12 RESOLUTION FOR RANGE(S)ia/in 0.0000010 0.0000010 0.0000010 0.0000010 0.0000010 0.0000010 0.0000010 CLASS FOR READING B-I B-1 B-i B-1 B-i B-i B-I Calibration Technician Brian Campbell Witness Kevin Kline 1.6.27/1. 1.34/32 4 -16 REDACTED VERSION

I-'age .iIb aT 1114 Tinius Olsen May 3, 2011 AppenfllX 4: Kelnrorcement Strengtih Tinius Olsen Testing Machine Ci Corporate Headquarters 1065 Easton Road Horsham. PA 19044-8009, USA Tel (215) 675-7100 Fax (215) 441-0899 www.TiniusOlsen.com LABORATORY TESTING INC 2331l Topaz Drive Hatfield, Pennsylvania 19440 Attn: Frank Peszka Re: Service Visit $448750 Ladies/Gentlemen: Enclosed please find your Report and Certificate(s) of Verification covering the following equipment: S/N 207344 -LS-4%-2 EXTENS #60013378 -w/ Digital Indicator

206051 -As Found -Out of Tolerance Condition SIN 207344 -LS-4%-2 EXTENS #60013378

-w/ Digital Indicator

206051 -As Left -Goad Condition SIN 64167 -S-1 EXTENS -w/ Digital Indicator
206051 -AsFound -Out of Tolerance Condition S/N 64167 -S-1 EXTENS -wi Digital, Indicator
206051 -As Left -Good Condition S/N 206051 P -POSITION #60013377 Ascending

-w/ Computer Display #206051 -No Adjustments -Goad Condition S/N 206051 SR -SPEED RATE #60013377 -No Adjustments -Good Condition S/N 206051 -400000 lbf HYD SPR L602 #60013377 -wi/Digital Indicator -No Adjustments -Good Condition SIN 206051-STR -STRAIN RATE #60013377 -No Adjustments -Good Condition We trustthese certificates complete your files.Very truly yours, Tinius Olsen Testing Machine Company Cheryl Spinieo Authorized Signature Encl.Since 1880 ..a tradition of leadership in materials testing 4-17 REDACTED VERSION biB-UUU-Ubi-U-L-UUUIb-UUU Page Uot 1114 Tinius Olsen Corporate Headquarters 1065 Easton Road Horsham, PA USA 19044-8009 (215) 675-7100; Fax (215) 441-0899 Service@TiniusOlsen.com www.TiniusOlsen.com Appendix 4: Kemntorcement Strength Tinius Olsen Field Service Report Date: Customer: Account Number: 29-Apr-20 11 Frank Peszka LABORATORY TESTING INC 2331 Topaz Drive Hatfield, Pennsylvania 19440 304995 Service Order Number: Purchase Order Number: 448750 P00002821 Scheduled Work Completed Date Serial Number Capacity Name 29-Apr-201 1 207344 LS-4%-2 EXTENS #60013378 Calibration: 1 w/ Digital Indicator

206051 -As Found -Out of Tolerance Condition, Witnessed By: Kevin Kline Notes: I found the pivot screws very loose.Calibration:

2 w/ Digital Indicator

206051 -As Left -Good Condition, Witnessed By: Kevin Kline 29-Apt-2011 64167 S-1 EXTENS Calibration:

1 w/ Digital Indicator

206051 -As Found -Out of Tolerance Condition, Witnessed By: Kevin Kline Notes: I found the readings out over 1%.Calibration:

2 w/ Digital Indicator

206051 -As Left -Good Condition, Witnessed By: Kevin Kline 29-Apr-201 1 206051 P POSITION #60013377 Calibration:

1 Ascending -w/ Computer Display #206051 -No Adjustments -Good Condition, Witnessed By: Kevin Kline 29-Apr-201 1 206051 SR SPEED RATE #60013377 Calibration: 1 No Adjustments -Good Condition, Witnessed By: Kevin Kline Notes: THE EQUIPMENT USED FOR THIS.CALIBRATION WAS THE MACHINES CALIBRATED POSITION DISPLAY ALONG WITH A CERTIFIED STOP WATCH.29-Apr-2011 206051 400000 LBF HYD SPR L602 #60013377 Calibration: 1 -wI Digital Indicator -No Ad~ustments -Good Condition, Witnessed By: Kevin Kline 29-Apr-2011I 206051-STR STRAIN RATE #60013377 Calibration: I No Adjustments -Good Condition, Witnessed By: Kevin Kline Notes: THE EQUIPMENT USED FOR THIS CALIBRATION WAS A CALIBRATED EXTENSOMETER AND A DUMMY SPECIMEN.Service Technician Notes The above machine calibrated to within 1% no adjustments were made. Position speed and strain were also performed. As Found and As Left was performed on both extensometers. Item Number 90001429 Description PIVOT SCREW with Hex Nut, Standard 5-44 THDS Qty 2 Work performed by: Campbell, Brian Arrive: 29-Apr-20 11 08:30 AM Page No. 1 Depart: 29-Apr-20 11 4-18 REDACTED VERSION 01:00 PM SOLD TO: HARRIS SUPPLY SOL;UTIONS INC 318 ARVIN AVE STONEYCREEK.ON

LBE 2M2 CANADA.CERTIFIED MILL TEST REPORT Page: 1 NIJCQR $TEEL./(ANKAKEE, INC.SSHlIP "HARRIS"SUPPLY SOLUTIONS INC.TO: 0/0 KINDER MORGAN CHI0AGO IL 1 62 EAST 26TH STREET ..CHICAGOQ HEIGHTS.;IL 60411t-Ship from:- --.NucorSteel Kankakee, -..One Nucor Way-:Bourbonnais, IL 60914 Date: B.L. Number: Load Number: 24-May-2011I 42427.6 NBMG48Mitct

g. 2ii Material.Safety Data Sheets are av'allable~at Www.cLrbar~atcom or bY *ontaatlqdour Insidesalas re~resentative..,. P O93("(L 3 P.1.. .P.S.......-

.. .%1N DE "~ ...r....Mo V bS.KNl1110050801 Nuor$te KLnkakee Inc 69,560 99,605 10:0% -3.5% ."39 .12-1 .01I3: .041 :21. .38 £63 A6,15M Gr420.(Gr60) .*::,.ASTM A6151A6t 5M-09b GR 6014201 ..::AASHT'O M31-07 ., .... *.PO#'= P10]9963-CYCL;E 3 -"' .,: KN.Ii10054001 Nucxor Steel -Kankakee Inc .66,054 98,737 16.0% OK -3.2%. ..40 1.04 .0)13 ..23 :35 ,60 361#1tI Rebar 60' 681MPa .084 .20 .09 .063 .019 .002 A61 5M Gr 420 (Gr60).ASTM A6.151A615M .-gb GR 6 0 ] AASHTO M31-07 2'....Melted '02/0.7/11

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...Qlenii REDACTED VERSICOI)N SOLD HARRIS SUPPLY SOLUTIONS INC f"I.IJ = R CERTIFIED MILL TEST REPORT Page:1 TrO: 318 ARVIN AVE NuCoR STEEL INC.STONEY CREEK.ON L8E 2M2 CANADA Shipfrom: HARRS SUPLYSOLUIONSINCNucor Steel Kankalee, Inc, SHIP 010 KINDER MORGAN CHICAGO IL BourbonnaIs.-IL 60914 B.L. Damber: 4294A4.81 162 EAST 26TH STREET .1 .3 ..3 od ubr~240 CHICAGO IL oaNu er.240 Matedial Safe~ty Data Sheaets areavallable at.ww uccrbar..cm," or bYj centactlng your Inside sates represen~tative.

........ U . IPH'rSICALTESTS ICHEMICAL-TESTS HEAT NUM." DESCRIPTION YI.........=D 'TENSIE -ELOQN BEN .... DE ..... rL-n oIr S Cu ] c.E.PO#=> p111330 KN1.110329601 NUogr Steel -Kankakee Inc 104,388 14.8% OK -.8% .38. ,99 .015 .047 .22 .35 .58 13/1#, Rebar 60' 474MPa I20MPa -.030 .26 .11 .076 .01I1 .002 A615M Gr 420 (Gr60)ASTM A6151A615M,09b GR 60[420]AASHTO M.31-07Z.Rolled 08:/10/11 PO#i=> p111330.KN1110329701 Nucor Stae!- Kankakee Inc* 64,499 97,943 17,5% OK -2.7% .36 .99 .015 .0]50: .20 .38 .56 131#4 Re bar 60' .445MPa S75M Pa .030: .25 ,12 .069 .01'1 .002 A615M Gr 420 (Gr6O)ASTM A61 5/A6-15M-09b GR 60[420]MASHTO M31-07 Sh ebcy.U.jx.' Lhat d heroin., hin bonn in a codanna ,~hh REDACTED VERSION 105-1-4-. 4-4-4-4--Laboratory Testing Inc.2331 Topaz Drive Hatfield, PA 19440 Rebar Offset 95 S II! I II I 84 T 4--J-44-1I-4-LLJ-_ .-74 S Customer Traveler #Machine #,Extensometer

-Caliper #S Micrometer#-Operator -Test Setting Purdue University 12-13151 400K ( 60013377 )2" ( 60013378 )( 60012882 )N/A PLS Rebar .2% Offset Yield R~44 63 E-I-53 S 42 32i -ks" 7_ 'i -I Sample No.: Heat No.: Diameter, in: Area, in 2: Modulus, Mpsi: Ultimate, lbf: Yield Pt., lbf: OS @ .2, Ibf: Ultimate, ksi: Yield Pt., ksi: 1.4 100 1.5600 31.2 160911 102674 102558 1-_: OS @ .2, ksi:-- Frac. Location: 103 66 65.5 19 Within 2/3 H-H-1-LIII 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 STRAIN, %4-21 Apt 9, 2012 4:18:46 PM SN: 206046-R2 V7.02,10 REDACTED VERSION 105~LLI I liii I H-i4 r1t Laboratory Testing Inc.2331 Topaz Drive Hatfield, PA 19440 Rebar (,, .2% Offset H 44 t !-i-,k;95 S+-+---H-H-f---Il-I -I* -I-hH-L+1-t-I--HA H+/-H--+-- I H=84 T 74 R r- 1 --Customer* Traveler #Machine #Extensometer
CaieMicrometer#

Operator Test Setting 63 Purdue University 12-131 51 400K ( 60013377 )2'"(60013378 )( 60012882 )N/A PLS Rebar .2% Offset Yield 2 1.41 00 1.5600 28.5 E 53 S 42 S" Sample No.: Heat No.: Diameter, in:-4~hUTht-4 Area, in 2:Modulus, Mpsi:-H 32;.-j- .-- ..*K ,qV-4-l:iW 1 T -1h44.4f+4pqqFT ]q--f 1 = i 1 Ultimate, lbf: Yield Pt., lbf: OS @ .2, lbf: ksi 21-p.4 .iILJ.r.WLLlI.LILLLLL~LLLI.tILAkJIIIIiLL1iiIIJLLL.LWL.L...LLLLLLL4. -1 .l..t:I 11 1- -Ultimate, ksi: Yield Pt., ksi: OS @ .2, ksi: TE, %: Frac. Location: 160609 102397 102583 103 65.5 66 14 Outside 2/3 1-0.20 0.40. 0.60 0.80 1.00 1.20 1.40 1.'60 1.80 2.00 STRAIN, %4 -22 Apr 9,.2012 4.:20:58 PM SN: 20604.6-R2 V7.C2.1C REDACTED VERSION 105~1~ --I A Laboratory Testing Inc.2331 Topaz Drive Hatfield, PA 19440 Rebar .2% Offset S 95 84 g~n~1I~-4~H-i--t-7; :1.1: I: T._4 -i H ..u~J4 -- L1 -II I. I -4.I I -- --1----Customer Traveler #Machine #Extensometer

Caliper #Micrometer#

Operator Test Setting--r4---* ,j,+-H--i-l-.-i-4--I144-l--4----I44-i4-i--4--4 -l-q-4-4-4-M-I4--F I-I I -I 4-44.-14 P_-Il-- 4-FF,' F-t--F .. _1 i iL4_ .....:17;;;;;.111i+/-1 Sample No.: Heat No.: v ii 5+ ~- ~. 1-' TESS Purdue University 12-13151 400K ( 60013377 )2" (60013378 )( 60012882 )N/A P LS Rebar .2% Offset Yield 3 1.4 100 1.5600 30.9 160453 102794 102589 103 66 66 18 Within 2/3 42 S 32 ksi 21 11 4111-i ~-I4444jJj4-J**f1-----i-i---H-ll-4..H++/-4 4-4-H+t+FFF.' I---T 4d 4 ,--4H-,' 'H ,4-H-H-4H-H--- .-H-" .'.-H-i -H--t' -- --t-* -I+F -1" H+h-FH-H4- Hh---FH-t+H"-H-t--t--i-:i-,2-4-444-44-444 -4 ~4444~4A~LI hr* lr°;:~2 a i~ , W Y Diameter, in: Area, in=: Modulus, Mpsi: Ultimate, lbf: Yield Pt., lbf: OS @ .2, lbf: Ultimate, ksi: Yield Pt., ksi: OS @ .2, ksi: TE, %: Frac. Location:;44 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 STRAIN, %4 -23 REDACTED VERSION Apr 9. 2O12 4:22:!6 PM SN: 20604.6-R2 VW.C2.TC ib9-UUU-(66Ut-:U--UUUlti-UUU I-sage idZ Or 1114 Appendix 5: Maximum Keint. Series A Reinforcement Stress SERIES A A1 Formatted 27 May 12 Printed 6/17172012 TEST GIRDER Al-l~ft~i 1 1ft6 in.-,, lOft " 1 -- i I I I 11 ft 6 in 16 ft 11 ft6 in. -39 ft X-Sect. Area for a #11 Bar Diameter, # 11 Bar Nominal width of Section Nominal height of Section Top cover db Effective depth d :-30in -ct -Yield Stress Concrete Strength Total Length Cantilevered Span a li 1ft + 6in Interior Span Lm :-l6ft Reinforcement Ratio p 2- A2-b-d Initial moment at support Asb l- .56in 2 db :=l.41in h :-30in ct :=5in d = 24. in f:=66ksi f' =5270psi L:=39ft a- 11l.5ft Lm = 16ft p -- 0.73.0/%Msupinit :-45.8kip.ft Sheet 1 of 5 5-1 REDACTED VERSION

I-'age JtUi OT 1114 Appendix 5: Maximum Kein?". Stress Series A Reinforcement Stress SERIES A Al Formatted 27 May 12 Printed 6/17172012 EVALUATION AFTER TEST TO FAILURE REINFORCEMENT STRESS AT MEASURED MAXIMUM LOAD Note : Following calculations are made considering the supports not to have width in the direction of the span.Unit selfweight I bf ws:-b-h. 150-m ft 3 0.5kip ws--0.55 ft Pmax :=43.5kip Measured Maximum Applied Load Moment at support related to selfweight and loading gear Msupinit --4 6.kip.ft Maximum moment at support Msupmax := max (a 18in) + Msupinit Moment at 3 ft toward mid-span from support Ws" Lm (3ft) 2 M 3 ft :-Msupmax + 3ft -ws.22 M 3 ft=- -470. kip.ft NOTE :Strain distributions over the depth of the section at the supports and at ends of the spliced bars are not linear once cracking is initiated. To assume a linear strain distribution and then to use an "exact" stress-strain relationship for the concrete is not correct. In the following, stresses in the reinforcement will be calculated assuming both linear and nonlinear response in the compressed concrete, and the lower value determined will be taken as the stress achieved. In both sets of calculations, contribution of the tensile strength of the concrete will be considered negligible. Sheet 2 of 5 5-2 REDACTED VERSION

I-'age Lid40T 1114 Appendix 5: Maximum Ilein. Stress Series A Reinforcement Stress SERIES A A1 Formatted 27 May 12 Printed 611712012 MAXIMUM REINFORCEMENT STRESS AT SUPPORT ASSUMING FULLY NONLINEAR DISTRIBUTION OF COMPRESSIVE STRESS IN THE CONCRETE Msu pmax fsupmaxnon

81. ksi 2.Asb.d.j1

-04p_ 8lksi.0..0.7.f'c) MAXIMUM REINFORCEMENT STRESS AT SUPPORT ASSUMING FULLY LINEAR DISTRIBUTION OF COMPRESSIVE STRESS IN THE CONCRETE Conc. modulus Steel modulus Modular ratio Ec:=57000. fUc psi Ec --4.1x 106si E:=29000ksi Es n :---Ec n=7 Depth to neutral axis from extreme fiber in compression k:= + 2.p.n -p.n k =0.27 Msupmax fsupmaxlin:-2.Asb'd.(1-~ k=84.ksi Check related maximum compressive stress in concrete fin: Msupmax 3.fclinl:--hlk --4.5 x10 .s Sheet 3 of 5 5-3 REDACTED VERSION (Compression) bbi-UUU-Lu;.i-u51::-UUUl J-UUU I-'age iUb O? 1114 Appendix 5: Maximum Keint. Series A Reinforcement Stress SERIES A Al Formatted 27 May 12 Printed 6/17/2012 MAXIMUM REINFORCEMENT STRESS IN CONTINUOUS BAR AT END OF SPLICE ASSUMING FULLY NONLINEAR DISTRIBUTION OF COMPRESSIVE STRESS IN THE CONCRETE-M3ft= 79. ksi 2" Asb" d'/1 04p_ 0..0.7. f'c )MAXIMUM REINFORCEMENT STRESS IN CONTINUOUS BAR AT END OF SPLICE ASSUMING LINEAR DISTRIBUTION OF COMPRESSIVE STRESS IN THE CONCRETE-M3ft fslin3 :-- s -- -82.ksi Check related maximum concrete stress-M3ft3 fclin3:= = 4.4x 103psi Sheet 4 of 5 5-4 REDACTED VERSION (Compression)

I-'age 01" 1 114 Appendix b: Maximum IKeint. Stress Series A Reinforcement Stress SERIES A Al Formatted 27 May 12 Printed 6/1712012 SU MMARY Reinforcement stress based on observed maximum load At support NONLINEAR LINEAR fsupmaxnon -- 81. ksi fsupmaxlin -- 84. ksi At splice end fsnon3 = 79. ksi fslin3 = 82. ksi NOMINAL UNIT BOND STRESS Length of splice Bar diameter Ld := 120in db = 1.41. in Average bond stress at maximum load fsnon3" db l'avg :- 4.Ld round/-Iavg , 1ij.psi = 230 psi The number listed above for bond stress has relevance to design but is irrelevant to the actual bond stress at maximum load.The hard information from the test is that the 120-in splice for No. 11 bars has developed a maximum bar stress of at least Ifsnon3 = 79.ksI Sheet 5 of 5 5-5 REDACTED VERSION bbI-UUU-(jdJ-(LUIL-UUUltb-UUU r-age .Jd( 0t 1114 Appenaix 5: Maximum Keinl. Stress Series A Reinforcement Stress SERIES A A2 Formatted 27 May 12 Printed 611712012 TEST GIRDER A2 1 lft 6 in-lff6in.-', lOft 71.11 ft 6in 1'16 ft 11 ft6in 39 ft X-Sect. Area for a #11 Bar Diameter, # 11 Bar Nominal width of Section Nominal height of Section Top cover Effective depth d :=3Oin -ct ---b Yield Stress Concrete Strength Total Length Cantilevered Span a li 1ft + 6in Interior Span Lm l- 6ft Reinforcement Ratio p 2- 2---b-d Initial moment at support Asb :-l.56in 2 db :=l.41in h :-30in ct :=5in d = 24. in f:=66ksi fc--6030psi t:=39ft a = 11.5ft Lm-16 ft p = 0.73. %o Msupinit := 45.8kip. ft Sheet I of 5 5-6 REDACTED VERSION

I-sage 3UdU 0t1 1114 Appendix 5): Maximum Keini". Stress Series A Reinforcement Stress SERIES A A2 Formatted 27 May 12 Printed 6/17172012 EVALUATION AFTER TEST TO FAILURE REINFORCEMENT STRESS AT MEASURED MAXIMUM LOAD Note : Following calculations are made considering the supports not to have width in the direction of the span.Unit selfweight I bf ws: bh 150-ft 3=05.kip ws =0.55ft Pmax :=44.1kip Measured Maximum Applied Load Moment at support related to selfweight and loading gear Msu pinit =4 6.kip°fit Maximum moment at support Msupmax :- max" (a 1inm) + Msupinit Moment at 3 ft toward mid-span from support Ws"Lm (3ft)2 M 3 ft :- Msupmax + 3ft -Ws--2 22 M 3 ft = -476. kip.ft NOTE : Strain distributions over the depth of the section at the supports and at ends of the spliced bars are not linear once cracking is initiated. To assume a linear strain distribution and then to use an "exact" stress-strain relationship for the concrete is not correct. In the following, stresses in the reinforcement will be calculated assuming both linear and nonlinear response in the compressed concrete, and the lower value determined will be taken as the stress achieved. In both sets of calculations, contribution of the tensile strength of the concrete will be considered negligible. Sheet 2 of 5 5-.7 REDACTED VERSION

U-UUU I-age JiY Or 1114 Appendix 5: Maximum Helnl. Stress S)erles A Reinforcement Stress SERIES A A2 Formatted 27 May 12 Printed 6/17/2012 MAXIMUM REINFORCEMENT STRESS AT SUPPORT ASSUMING FULLY NONLINEAR DISTRIBUTION OF COMPRESSIVE STRESS IN THE CONCRETE Msu pmax fsupmaxnon:-

82. ksi 2. Asb. d.r1 04p. 0"4" MAXIMUM REINFORCEMENT STRESS AT SUPPORT ASSUMING FULLY LINEAR DISTRIBUTION OF COMPRESSIVE STRESS IN THE CONCRETE Conc. modulus Steel modulus Modular ratio Ec:=57000.

f~ psi E 4.4x 106psi Es=29000ksi Ec n=7 Depth to neutral axis from extreme fiber in compression k:-- + 2.p.n- p.n k = 0.26 fs upmaxlin:- Msu pmax --85 ksi Check related maximum compressive stress in concrete~ciini Msupmax -461 fclil : = .6dx103 ps (Compression) Sheet 3 of 5 5-8 REDACTED VERSION bbL-UUU-(-LU~t-tSi--UUUIb-UUU I-'age Jt~u Ot 1114 Append~ix 5: Maximum Kelrl?. Stress Series A Reinforcement Stress SERIES A A2 Formatted 27 May 12 Printed 611712012 MAXIMUM REINFORCEMENT STRESS IN CONTINUOUS BAR AT END OF SPLICE ASSUMING FULLY NONLINEAR DISTRIBUTION OF COMPRESSIVE STRESS IN THE CONCRETE-M 3 ft= 80.ksi 2.Asb. d. 1 -04p. 80ksi]o.7.f'c MAXIMUM REINFORCEMENT STRESS IN CONTINUOUS BAR AT END OF SPLICE ASSUMING LINEAR DISTRIBUTION OF COMPRESSIVE STRESS IN THE CONCRETE-M 3 ft fslin3 := -= 83. ksi Check related maximum concrete stress~c~i3 :=-M 3 ft fcln3 --k:0d2>hlj 4.5 x10 psi (Compression) Sheet 4 of 5 5-9 REDACTED VERSION bbJ-UUU-LUtiJ-U::LU-UUU'Ib-UUU I-'age 0? 1114 Appendix 5: Maximum KeinT. Stress Series A Reinforcement Stress SERIES A A2 Formatted 27 May 12 Printed 611712012 SU MMARY Reinforcement stress based on observed maximum load At support NONLINEAR LINEAR fsupmaxnon -- 82-ksi fsupmaxlin=-- 8 5.ksi At splice end fsnon3 -- 80. ksi fslin3 = 83. ksi NOMINAL UNIT BOND STRESS Length of splice Bar diameter Ld :- 20in db -- 1.41. in Average bond stress at maximum load fsnon3' db F~avg :- 4-.Ld round ,av 230 psi The number listed above for bond stress has relevance to design but is irrelevant to the actual bond stress at maximum load.The hard information from the test is that the 120-in splice for No. 11 bars has developed a maximum bar stress of at least fsnon3 = 80"kst Sheet 5 of 5 5-10 REDACTED VERSION bbi-UUU-LUbJ-Li-LU-UUU1 b-UUU I--'age 0? 1114.Appendlix 5: Maximum Kern?. S)tress Series A Reinforcement Stress SERIES A A3 Formatted 27 May 12 Printed 6/1712012 TEST GIRDER A3--lft6 in... loft --- lOft " ftin I v A ' I I 11 ft 6in.I 11 ft6 in.16 ft 39 ft X-Sect. Area for a #11 Bar Diameter, # 11 Bar Nominal width of Section Nominal height of Section Top cover db Effective depth d:= 30in-ct Yield Stress Concrete Strength Total Length Cantilevered Span a li 1ft + 6in Interior Span Lm :=16ft Reinforcement Ratio p 2= 2.-b-d Asb := 1.56in 2 db :-l.41in b :=l(7 + 5).jin h :=30in ct :=5in d = 24. in f:=66ksi f' =5890psi a- 11.5ft Lm- 16ft p -- 0.73.0/a Sheet I of 5 5-11 REDACTED VERSION

h-UUU P-age 0? 1 114 Appendix 5: Maximum Heln?, stress Series A Reinforcement Stress SERIES A A3 Formatted 27 May 12 Printed 611712012 Initial moment at support Msupinit --45.8kip.ft EVALUATION AFTER TEST TO FAILURE REINFORCEMENT STRESS AT MEASURED MAXIMUM LOAD Note : Following calculations are made considering the supports not to have width in the direction of the span.Unit selfweight ws:= bh.150-lb ft 3 kip ws= 05.ft Pmax :=44.1kip Measured Maximum Applied Load Moment at support related to selfweight and loading gear Msu pinit --4 6.kip.ft Maximum moment at support Msupmax := max (a -18in) + Msupinit Moment at 3 ft toward mid-span from support ws* Lm M 3 ft :- Msupmax + 2 3ft (3ft)2 2 M3ft --476. kip. ft NOTE : Strain distributions over the depth of the section at the supports and at ends of the spliced bars are not linear once cracking is initiated. To assume a linear strain distribution and then to use an "exact" stress-strain relationship for the concrete is not correct. In the following, stresses in the reinforcement will be calculated assuming both linear and nonlinear response in the compressed concrete, and the lower value determined will be taken as the stress achieved. In both sets of calculations, contribution of the tensile strength of the concrete will be considered negligible. Sheet 2 of 5 5-12 REDACTED VERSION bbt:iJ-UUU-LUdJ-UILU-UUUltb-UUU I'-sage 11 14 Appendix b: Maximum Keint. Stress S~eries A Reinforcement Stress SERIES A A3 Formatted 27 May 12 Printed 6/1712012 MAXIMUM REINFORCEMENT STRESS AT SUPPORT ASSUMING FULLY NONLINEAR DISTRIBUTION OF COMPRESSIVE STRESS IN THE CONCRETE Msu pmax fup maxnon-82. ksi 2.Ads,,-0.4. p.-2o.4 )MAXIMUM REINFORCEMENT STRESS AT SUPPORT ASSUMING FULLY LINEAR DISTRIBUTION OF COMPRESSIVE STRESS IN THE CONCRETE Conc. modulus Steel modulus Modular ratio Ec := 57000. /'c psi Ec --4.4xl 10psi Es : 29000ksi n := -Ec n=7 Depth to neutral axis from extreme fiber in compression k:= J(p.n)2 +2.p.n -p.n k = 0.27~supmxlin Msu pmax =8 s fsupaxln:-2"Asb'd'l1-k =8"s Check related maximum compressive stress in concrete~clin1 Msupmax -461 fclinl:= b= .6jx 13.jps (Compression) Sheet 3 of 5 5-13 REDACTED VERSION

--'age L3Yb 0? 1 114 Appendix b: Maximum Kein?. Stress Series A Reinforcement Stress SERIES A A3 Formatted 27 May 12 Printed 6/17/2012 MAXIMUM REINFORCEMENT STRESS IN CONTINUOUS BAR AT END OF SPLICE ASSUMING FULLY NONLINEAR DISTRIBUTION OF COMPRESSIVE STRESS IN THE CONCRETE fsnon3 :-M3ft 2. Asb. d.L1 -0,4. p80ksij 8- s MAXIMUM REINFORCEMENT STRESS IN CONTINUOUS BAR AT END OF SPLICE ASSUMING LINEAR DISTRIBUTION OF COMPRESSIVE STRESS IN THE CONCRETE-M3ft fslin3 := -83.ksi Check related maximum concrete stress fclin3:-M 3 ft fclin3 :=k 4,5 x 103 psi (Compression) Sheet 4 of 5 5-14 REDACTED VERSION

I-'age 39 o0! 1114 Appendix 5: Maximum Keint. Stress Series A Reinforcement Stress SERIES A A3 Formatted 27 May 12 Printed 6/1712012 SU MMARY Reinforcement stress based on observed maximum load At support NONLINEAR LINEAR fsupmaxnon = 82 ksi fsupmaxlin -- 85. ksi At splice end fsnon3 = 80 ksi NOMINAL UNIT BOND STRESS fslin3 =83. ksi Length of splice Bar diameter Ld :=l20in db = 1.41. in Average bond stress at maximum load fsnon3" db I~avg :- 4-Ld round C ~avg\psi-1J* psi 230 psi The number listed above for bond stress has relevance to design but is irrelevant to the actual bond stress at maximum load.The hard information from the test is that the 120-in splice for No. 11 bars has developed a maximum bar stress of at least[fsnon3 = 80. ksI Sheet 5 of 5 5-15 REDACTED VERSION

I-'age 3wi o" 1 114 Appendix 5: Maximum Keint". Stress Series A Reinforcement Stress SERIES A A4 Formatted 27 May 12 Printed 6118/2012 TEST GIRDER A4-lftin-*--- loft6in-l"f 1lft 6in.L-, 11ft6 in.A .I T_16 ft -I 11ft6in.39 ft X-Sect. Area for a #11 Bar Diameter, # 11 Bar Nominal width of Section Nominal height of Section Top cover db Effective depth d :-30in -ct- 2-Yield Stress Concrete Strength Total Length Cantilevered Span a :=l1ft + 6in Interior Span Lm :=l6ft Reinforcement Ratio p 2= 2.-b~d Initial moment at support Asb :=1,56in 2 db := 1,41in h :=30in ct :=5in d = 24. in f:=66ksi f' =5110psi Lt := 39ft a = 11,5ft Lm = 16ft p = 0,73.0/%Msupinit := 45,8kip.ft Sheet I of 5 5-16 REDACTED VERSION

I-age ot 1114 Appendix S: Maximum Meint. stress Series A Reinforcement Stress SERIES A A4 Formatted 27 May 12 Printed 6118/2012 EVALUATION AFTER TEST TO FAILURE REINFORCEMENT STRESS AT MEASURED MAXIMUM LOAD Note : Following calculations are made considering the supports not to have width in the direction of the span.Unit selfweight ws=bh.150--b ft 3= .5kip ws-- .55-ft Pmax :=43.3kip Measured Maximum Applied Load Moment at support related to selfweight and loading gear Msupinitz-- 4 6-kip-ft Maximum moment at support Msupmax :- max (a -18in) + Msupinit Moment at 3 ft toward mid-span from support Ws".Lm (3ft)2 M 3 ft :-Msupmax -2

3ft + Ws 2 -468.kip.ft M 3 ft = 468. kip.ft NOTE : Strain distributions over the depth of the section at the supports and at ends of the spliced bars are not linear once cracking is initiated.

To assume a linear strain distribution and then to use an "exact" stress-strain relationship for the concrete is not correct. In the following, stresses in the reinforcement will be calculated assuming both linear and nonlinear response in the compressed concrete, and the lower value determined will be taken as the stress achieved. In both sets of calculations, contribution of the tensile strength of the concrete will be considered negligible. Sheet 2 of 5 5-17 REDACTED VERSION -UUJU f'age S~u 0T11114 Appendix 5: Maximum Keinl. Stress Series A Reinforcement Stress SERIES A A4 Formatted 27 May 12 Printed 611812012 MAXIMUM REINFORCEMENT STRESS AT SUPPORT ASSUMING FULLY NONLINEAR DISTRIBUTION OF COMPRESSIVE STRESS IN THE CONCRETE Msu pmax fsupmaxnon

81 ksi 2. Asb. d.r1

0.7 MAXIMUM

REINFORCEMENT STRESS AT SUPPORT ASSUMING FULLY LINEAR DISTRIBUTION OF COMPRESSIVE STRESS IN THE CONCRETE Conc. modulus Steel modulus Modular ratio E:57000. f'/cpsi Ec=4.1x106psi Es:29000ksi n -=Ec n--7 Depth to neutral axis from extreme fiber in compression k: (pn +2. p.n-p.n k= 0.27~sumalin.- Msupmax =8 s fsumaxin:2.Asb.dj(- l -8 s Check related maximum compressive stress in concrete~cln1:= Msu pmax fclinl il--4.4x 1-psi (Compression) Sheet 3 of 5 5-18 REDACTED VERSION bb5LJ-UUU-Udj3-ULUI-UUUllb-UUU I-'age 4UU ot 1 114 AppendilX 5: Maximum Meint. Stress Series A Reinforcement Stress SERIES A A4 Formatted 27 May 12 Printed 6/1812012 MAXIMUM REINFORCEMENT STRESS IN CONTINUOUS BAR AT END OF SPLICE ASSUMING FULLY NONLINEAR DISTRIBUTION OF COMPRESSIVE STRESS IN THE CONCRETE M 3 ft-fsnon3 :-= 79. ksi 2.As. d"1 -0.4 p. sK 0.7.f'c)MAXIMUM REINFORCEMENT STRESS IN CONTINUOUS BAR AT END OF SPLICE ASSUMING LINEAR DISTRIBUTION OF COMPRESSIVE STRESS IN THE CONCRETE M 3 ft fslin3 2:sbd= -= 82.ksi Check related maximum concrete stress fc~i3:z~ M 3 ft fclin3 :--lkj 3=4.3xx10 psi (Compression) Sheet 4 of 5 5-19 REDACTED VERSION bt9;i-UUU-ctLj-S-(5i-UUUlti-UUU I-'age 4U1 O? 11 14 Appendix 5: Maximum Kein?. Stress Series A Reinforcement Stress SERIES A A4 Formatted 27 May 12 Printed 6/18/2012 SU MMARY Reinforcement stress based on observed maximum load At support NONLINEAR fsu pmaxnon At splice end LINEAR 81. ksi fum axlin - ksi fsnon3 -- 79. ksi fsl in 3 82. ksi NOMINAL UNIT BOND STRESS Length of splice Bar diameter Ld :=l20in db = 1.41. in Average bond stress at maximum load I'avg : fsnon3" db 4. Ld round r 'avg\psi'-1 *psi 230 psi The number listed above for bond stress has relevance to design but is irrelevant to the actual bond stress at maximum load.The hard information from the test is that the 120-in splice for No. 11 bars has developed a maximum bar stress of at least[fsnon3 = 79. ksI Sheet 5 of 5 5 -20 REDACTED VERSION YiU-UUU-(Ud3-CSI.U-UUUlTh-UUU w-age 4UZ 0o" 1 114 Appendix 5: Maximum Kelnt. Stress Series A Reinforcement Stress SERIES A A5 Formatted 27 May 12 Printed 6118/2012 TEST GIRDER A5-lft6in.10 lft-" 11ft 6 in.-1 ft 6 in.-lOft ." I 16 ft 11ff6in.39 ft X-Sect. Area for a #11 Bar Diameter, # 11 Bar Nominal width of Section Nominal height of Section Top cover db Effective depth d :-30in -ct -2 Yield Stress Concrete Strength Total Length Cantilevered Span a :-l1ft + 6in Interior Span Lm :-16ft Reinforcement Ratio p 2= A2 b-d Initial moment at support Asb := 1.56in 2 db :=1.41in b := 1 + 'i h :=30in ct :-5in d = 24. in f:=66ksi f' =5240psi L:=39ft a = 11.5ft Lm = 16ft p = 0.73./%Msupinit :-45.8kip.ft Sheet I of 5 5-21 REDACTED VERSION bb3.-UUU-LUdJ-U.5::LU-UUU1bt-UUU I-'age 4U;i 0T 11 4 Appendix 5: Maximum Keint. Stress Series A Reinforcement Stress SERIES A A5 Formatted 27 May 12 Printed 6/1812012 EVALUATION AFTER TEST TO FAILURE REINFORCEMENT STRESS AT MEASURED MAXIMUM LOAD Note : Following calculations are made considering the supports not to have width in the direction of the span.Unit selfweight ws:= bh*150-lb ft 3 ws= 0.55. kip ft Pmax :=43.4kip Measured Maximum Applied Load Moment at support related to selfweight and loading gear Msupinit = 46. kip*ft Maximum moment at support Msupmax = max" (a 18in) + Msupinit Moment at 3 ft toward mid-span from support M3ft .= Msupmax Ws*.Lm (3ft)2 2 *fw 5 2 M3ft = 469* kip~ft NOTE : Strain distributions over the depth of the section at the supports and at ends of the spliced bars are not linear once cracking is initiated. To assume a linear strain distribution and then to use an "exact" stress-strain relationship for the concrete is not correct. In the following, stresses in the reinforcement will be calculated assuming both linear and nonlinear response in the compressed concrete, and the lower value determined will be taken as the stress achieved. In both sets of calculations, contribution of the tensile strength of the concrete will be considered negligible. Sheet 2 of 5 5 -22 REDACTED VERSION bbi-UUU-U.dJ;-USI--UUU1 h-UUU I-'age 4U4 0O" 1 1 14 Appendix 5: Maximum Keint. Stress Series A Reinforcement Stress SERIES A A5 Formatted 27 May 12 Printed 6/18/2012 MAXIMUM REINFORCEMENT STRESS AT SUPPORT ASSUMING FULLY NONLINEAR DISTRIBUTION OF COMPRESSIVE STRESS IN THE CONCRETE Mic,,nii v fsupmaxnon:- .-- I 2. Asb. d./1..... =81. ksi 0.4 0.7. MAXIMUM REINFORCEMENT STRESS AT SUPPORT ASSUMING FULLY LINEAR DISTRIBUTION OF COMPRESSIVE STRESS IN THE CONCRETE Conc. modulus Steel modulus Modular ratio Ec :-- 57000.#f'c. psi Ec-- 4.1x 106 psi E:=29000ksi n -=Ec n=7 Depth to neutral axis from extreme fiber in compression k := .V(p.n)2+

2. p.n- p.n k-- 0.27 fu pmaxlin_ Msu pmax =8 s:-- ~ jl --4 s Check related maximum compressive stress in concrete Msupmaxps fcli1 :-- 4.5 x 103ps (Compression)

Sheet 3 of 5 5 -23 REDACTED VERSION

b-UUU P-age 4Ub o1" 1114 Appendix 5: Maximum Keint. Stress Series A Reinforcement Stress SERIES A A5 Formatted 27 May 12 Printed 6118/2012 MAXIMUM REINFORCEMENT STRESS IN CONTINUOUS BAR AT END OF SPLICE ASSUMING FULLY NONLINEAR DISTRIBUTION OF COMPRESSIVE STRESS IN THE CONCRETE M 3 ft 2. Id( p. 79ksi 2-sb. " -0.4. O.7--C-= 79.ksi MAXIMUM REINFORCEMENT STRESS IN CONTINUOUS BAR AT END OF SPLICE ASSUMING LINEAR DISTRIBUTION OF COMPRESSIVE STRESS IN THE CONCRETE M 3 ft fslin3 :-- -- 82-ksi Check related maximum concrete stress fclin3M 3 ft'c~bn>lkj/ 4.4x 103 psi (Compression) Sheet 4 of 5 5 -24 REDACTED VERSION

I-'age 4Ub OT 1114 Appendix 5: Maximum Kelnt. Stress Serles A Reinforcement Stress SERIES A A5 Formatted 27 May 12 Printed 6/18/2012

SUMMARY

Reinforcement stress based on observed maximum load At support NONLINEAR LINEAR fsupmaxnon =81 ksi fsupmaxlin = 84. ksi At splice end fsnon3 - ksi fslin3 -- 82. ksi NOMINAL UNIT BOND STRESS Length of splice Bar diameter Ld :=l20in db -- 1.41 in Average bond stress at maximum load fsnon3' db IPavg := 4.Ld round /l.sVig , 1} psi -- 230 psi The number listed above for bond stress has relevance to design but is irrelevant to the actual bond stress at maximum load.The hard information from the test is that the 120-in splice for No. 11 bars has developed a maximum bar stress of at least Ifsnon3--

79. ksI Sheet 5 of 5 5 -25 REDACTED VERSION

I-'age 4UJ 00o 1114 SERIES A A6 Appendix b: Maximum Keint. Stress Series A Reinforcement Stress Formatted 27 May 12 Printed 6/1812012 TEST GIRDER A6 11lft 6in.lOft -lft6in I 166 11 ft 6in. ,'39 ft X-Sect. Area for a #11 Bar Diameter, # 11 Bar Nominal width of Section Nominal height of Section Top cover db Effective depth d :=30in -ct -Yield Stress Concrete Strength Total Length Cantilevered Span a :-l1ft + 6in Interior Span Lm :=l6ft Reinforcement Ratio p 2= A2.b~d Initial moment at support Asb := 1,56in 2 db :-1.41in b :-- 17 +

in h :=30in ct :=5in d =24. in f:=66ksi f' =5490psi L:=39ft a = 11.5ft Lm= 16 ft p = 0.73.0/%Msupinit :=45.8kip.ft Sheet I of 5 5 -26 REDACTED VERSION

1 r-age 4Ud 0o" 1 114 Appendix b: Maximum Keint. Stress Series A Reinforcement Stress SERIES A A6 Formatted 27 May 12 Printed 611812012 EVALUATION AFTER TEST TO FAILURE REINFORCEMENT STRESS AT MEASURED MAXIMUM LOAD Note : Following calculations are made considering the supports not to have width in the direction of the span.Unit selfweight ws := b.h- 150lf ft 3 ws= 0.55- kip ft Pmax := 42.0kip Measured Maximum Applied Load Moment at support related to selfweight and loading gear Maximum moment at support Msupmax :- max'(a -18in) + Msupinit Msupinit -- 46. kip.ft 466 kip.ft Moment at 3 ft toward mid-span from support M 3 ft :=Msupmax Ws" Lm (3ft)2 2 *fw 5 2 M 3 ft = 455- kip.ft NOTE :Strain distributions over the depth of the section at the supports and at ends of the spliced bars are not linear once cracking is initiated. To assume a linear strain distribution and then to use an "exact" stress-strain relationship for the concrete is not correct. In the following, stresses in the reinforcement will be calculated assuming both linear and nonlinear response in the compressed concrete, and the lower value determined will be taken as the stress achieved. In both sets of calculations, contribution of the tensile strength of the concrete will be considered negligible. Sheet 2 of 5 5 -27 REDACTED VERSION

I-'age 4UW 01 1114 Appendix 5: Maximum Kelnt". Stress S)eries A Reinforcement Stress SERIES A A6 Formatted 27 May 12 Printed 6118/2012 MAXIMUM REINFORCEMENT STRESS AT SUPPORT ASSUMING FULLY NONLINEAR DISTRIBUTION OF COMPRESSIVE STRESS IN THE CONCRETE Msu pmax fum axnon"'- ksi 2. Asb. d.1 04p_. 0..0.7.f'MAXIMUM REINFORCEMENT STRESS AT SUPPORT ASSUMING FULLY LINEAR DISTRIBUTION OF COMPRESSIVE STRESS IN THE CONCRETE Conc. modulus Steel modulus Modular ratio Ec :=57000. Ec--4.2 x 106psi E: 29000ksi n :-- -Ec n=7 Depth to neutral axis from extreme fiber in compression k:--- (p.n)2+ 2. p.n- p.n k-- 0.27 fu pmaxlin :: Msu pmax 81. ksi Check related maximum compressive stress in concrete fclnl: Msu pmax fclinl :: 1 k 4.4 x 103 *psi (Compression) Sheet 3 of 5 5 -28 REDACTED VERSION YbJ-UUU-CiUJ-LiI"LU-UUU1O-UUU I-age 41U Of 1114 Appendix 5: Maximum Kelnt. Stress Serles A Reinforcement Stress SERIES A A6 Formatted 27 May 12 Printed 6/18/2012 MAXIMUM REINFORCEMENT STRESS IN CONTINUOUS BAR AT END OF SPLICE ASSUMING FULLY NONLINEAR DISTRIBUTION OF COMPRESSIVE STRESS IN THE CONCRETE M3ft fsnon3 : 77. ksi 2. Asb. d.r1 0.4 77ksi 0. 7 f..-- C MAXIMUM REINFORCEMENT STRESS IN CONTINUOUS BAR AT END OF SPLICE ASSUMING LINEAR DISTRIBUTION OF COMPRESSIVE STRESS IN THE CONCRETE M 3 ft fslin3 := b~d= 79.ksi Check related maximum concrete stress M 3 ft3 fclin3 : = 4.3x 103psi Sheet 4 of 5 5 -29 REDACTED VERSION (Compression) -UUU P-age 411 oT 1114 Appendix 5: Maximum hKelnt, stress Series A Reinforcement Stress SERIES A A6 Formatted 27 May 12 Printed 6/18/2012

SUMMARY

Reinforcement stress based on observed maximum load At support NONLINEAR LINEAR fsupmaxnon --78.ksi fsupmaxlin= 8 1.ksi At splice end fsnon3 = 77. ksi fslin3 --79. ksi NOMINAL UNIT BOND STRESS Length of splice Bar diameter Ld :-- 120in db=- 1.41-in Average bond stress at maximum load fsnon3" db I'avg :- 4.Ld round I ~aVgpsijj1 psi- 220 psi The number listed above for bond stress has relevance to design but is irrelevant to the actual bond stress at maximum load.The hard information from the test is that the 120-in splice for No. 11 bars has developed a maximum bar stress of at least Ifsnon3 = 77-ksI Sheet 5 of 5 5 -30 REDACTED VERSION

b5-UUU r~age 41 >' Ot 1114 Appendix b: Maximum iKeint. Stress Series Reinforcement Stress SERIES B B1 Formatted 27 May 12 Printed 6118/2012 TEST GIRDER B1 I ]14 in. I4n-10 l ft lO 1/2 in. -, l--- 2 ft 7in. lOfItC O1/2 in.--34 ft 4 in.X-Sect. Area for a #11 Bar Diameter, # 11 Bar Nominal width of Section Nominal height of Section Top cover Effective depth d : 30in -db- Yield Stress Concrete Strength Total Length Lt := 2.14in + 2-9ft+ 2.8.5in +2.3ft +6ft +7in Asb := 1.56in 2 db :-1.41in b := 17 + 5.in h :=3Oin ct :=5in d = 24. in f:=66ksi f' =4460psi a = 10.9 ft Cantilevered Span Interior Span Reinforcement Ratio a l= 1ft + 10.5in Lm:= 12ft +7in p := 2.A--b~d Lm= 13ft p = 0.73.0/%Msupinit :=40.5kip.ft Initial moment at support Sheet I of 5 6-1 REDACTED VERSION ~J-UUU-(.~i-ULU-UUUTh-UUU Wage 41i OT 1114 Appendix b: Maximum Keint. Series 15 Reinforcement Stress SERIES B B1 Formatted 27 May 12 Printed 6118/2012 EVALUATION AFTER TEST TO FAILURE REINFORCEMENT STRESS AT MEASURED MAXIMUM LOAD Note : Following calculations are made considering the supports not to have width in the direction of the span.Unit selfweight I bf w:b~h-150-ft 3 w --0.55. kip ft Pmax :=39.5kip Measured Maximum Applied Load Moment at support related to selfweight and loading gear Maximum moment at support Msupmax :- max (a -14in) + Msupinit Moment at 3 ft toward mid-span from support M~tWs"Lm (3ft) 2 M 3 ft =416- kip.fit NOTE : Strain distributions over the depth of the section at the supports and at ends of the spliced bars are not linear once cracking is initiated. To assume a linear strain distribution and then to use an "exact" stress-strain relationship for the concrete is not correct. In the following, stresses in the reinforcement will be calculated assuming both linear and nonlinear response in the compressed concrete, and the lower value determined will be taken as the stress achieved. In both sets of calculations, contribution of the tensile strength of the concrete will be considered negligible. Sheet 2 of 5 6-2 REDACTED VERSION bb~-UUU-(.Udi-Ubi-L-UUUltii-UUU I-'age 414 01" 1 114 Appendilx b: Maximum ifeint. Stress Series ii Reinforcement Stress SERIES B B1 Formatted 27 May 12 Printed 6/1812012 MAXIMUM REINFORCEMENT STRESS AT SUPPORT ASSUMING FULLY NONLINEAR DISTRIBUTION OF COMPRESSIVE STRESS IN THE CONCRETE Ms upmax fu pmaxnon : 72. ksi 2. Asb. d-/1 0..0.7- f'c)MAXIMUM REINFORCEMENT STRESS AT SUPPORT ASSUMING FULLY LINEAR DISTRIBUTION OF COMPRESSIVE STRESS IN THE CONCRETE Conc. modulus Ec :=57000.4f'c-si Steel modulus Ec3.8x 106 psi Es:-29000ksi n=8 Modular ratio n :-Ec Depth to neutral axis from extreme fiber in compression k := .V(p. n) 2+ 2.p. n -p. n k = 0.28~supmxlin Msupmax -74ks fsupmxlin:2.Asb.d.h1-k 7"s Check related maximum compressive stress in concrete~clin1Msu pmax 3.8x 10.psi (Compression) Sheet 3 of 5 6-3 REDACTED VERSION bbJI-UUU-U~-LU3!,I_.-UUUIb-UUU I'-'age 41b 0O" 1 114 Appendix b: Maximum Keint. Stress Series Ii Reinforcement Stress SERIES B B1 Formatted 27 May 12 Printed 611812012 MAXIMUM REINFORCEMENT STRESS IN CONTINUOUS BAR AT END OF SPLICE ASSUMING FULLY NONLINEAR DISTRIBUTION OF COMPRESSIVE STRESS IN THE CONCRETE M 3 ft fsnon3:--- 71. ksi 2. Asb. d.E1 -0.4. p'07i MAXIMUM REINFORCEMENT STRESS IN CONTINUOUS BAR AT END OF SPLICE ASSUMING LINEAR DISTRIBUTION OF COMPRESSIVE STRESS IN THE CONCRETE M 3 ft fslin3 := = 73.ksi Check related maximum concrete stress~c~in3M 3 ft fclin3 j: 1 k 3--3.8x 10 psi (Compression) Sheet 4 of 5 6-4 REDACTED VERSION bbJL-UUU-(.Ut-it-u-UUU1b-UUU I-'age 41h Ot 1114 Appendix b: Maximum Keint. Stress Series Reinforcement Stress SERIES B B1 Formatted 27 May 12 Printed 6/1812012 SU MMARY Reinforcement stress based on observed maximum load At support NONLINEAR fsu pmaxnon At splice end LINEAR 72. ksi fsupmaxlin --74. ksi fsnon3--7 1lksi fsin 3 73. ksi NOMINAL UNIT BOND STRESS Length of splice Bar diameter Ld --79in db = 1.41.in Average bond stress at maximum load fsnon3" db iPavg :- 4. Ld roundI" Iagps-,-/s 310 psi The number listed above for bond stress has relevance to design but is irrelevant to the actual bond stress at maximum load.The hard information from the test is that the 79-in splice for No. 11 bars has developed a maximum bar stress of at least Ifsnon3 = 71.ks!Sheet 5 of 5 6-5 REDACTED VERSION Y3U-UUU-UdIJ-(,,iI'-U-UUUIth-UUU t-'age 41f! OT 1114 Apni :MxmmKir tesSre SERIES B B2 Reinforcement Stress Formatted 27 May 12 Printed 6/18/2012 TEST GIRDER B2 ft 7in. -- lO fti 1O/2 in.ft 4 in.X-Sect. Area for a #11 Bar Diameter, # 11 Bar Nominal width of Section Nominal height of Section Top cover Effective depth d :=3 Yield Stress Concrete Strength Total Length Lt:=- 2.14in + 2.9ft+/-+ 2.8.5i1 Cantilevered Span a:-Interior SpanLm: Reinforcement Ratio p Initial moment at support db Oin -ct:-ni + 2.3ft +6ft++/-7in tOft + tO.5in= 12ft +7in 2Asb b-d Asb := 1.56in 2 db :-1.41in h := 30in ct :-- 5in d = 24-in fy:-66ksi f' psi a -- 10.9 ft Lm = 13 ft p = 0.73.%/'supinit :-- 40.5kip-ft Sheet I of 5 6-6 REDACTED VERSION

b-UUU i-'age 41 b Otf 1114 Appendix b: Maximum Hemn?. s)tress s)eries Reinforcement Stress SERIES B B2 Formatted 27 May 12 Printed 6/18182012 EVALUATION AFTER TEST TO FAILURE REINFORCEMENT STRESS AT MEASURED MAXIMUM LOAD Note : Following calculations are made considering the supports not to have width in the direction of the span.Unit selfweight I bf ws:= bh.150-ft 3 ws= 0.55- kip ft Pmax --38.9kip Measured Maximum Applied Load Moment at support related to selfweight and loading gear Maximum moment at support Msupmax :-- Pmax (a -14in) + Msupinit Moment at 3 ft toward mid-span from support Ws" Lm~ (3ft)2 M 3 ft :-- Msupmax -2 *3t+w.2 M 3 ft = 410. kip.ft NOTE : Strain distributions over the depth of the section at the supports and at ends of the spliced bars are not linear once cracking is initiated. To assume a linear strain distribution and then to use an "exact" stress-strain relationship for the concrete is not correct. In the following, stresses in the reinforcement will be calculated assuming both linear and nonlinear response in the compressed concrete, and the lower value determined will be taken as the stress achieved. In both sets of calculations, contribution of the tensile strength of the concrete will be considered negligible. Sheet 2 of 5 6-7 REDACTED VERSION m:)J,-UUU-ULi-GU:=-UUU1 b-UUU r'age 41 or ii 14 Appendix b: Maximum Keinl". Stress Series IS Reinforcement Stress SERIES B B2 Formatted 27 May 12 Printed 6/1812012 MAXIMUM REINFORCEMENT STRESS AT SUPPORT ASSUMING FULLY NONLINEAR DISTRIBUTION OF COMPRESSIVE STRESS IN THE CONCRETE Msu pmax fu pmaxnon.--- 71*ksi 2. Asb. d.1 04p. 0.7 'c MAXIMUM REINFORCEMENT STRESS AT SUPPORT ASSUMING FULLY LINEAR DISTRIBUTION OF COMPRESSIVE STRESS IN THE CONCRETE Conc. modulus Ec:=57000. psi Steel modulus Ec3.9x 106 psi Es :=29000ksi n=7 Modular ratio n =--Ec Depth to neutral axis from extreme fiber in compression k:=, (p-n)+ 2. p.n- p~n k = 0.28 fsupmaxlin Msupd. I )- 73" ksi 2. Asb.dj1 --f Check related maximum compressive stress in concrete Msupmax fclinl :-- =3.8xx 103 psi (Compression) Sheet 3 of 5 6-8 REDACTED VERSION SJ-UUU-UdJ-4-U-UUUlh-UUU -'age 0? 1 114 Appenaix b: Maximum hfeln. S)tress Series tI Reinforcement Stress SERIES B B2 Formatted 27 May 12 Printed 6118/2012 MAXIMUM REINFORCEMENT STRESS IN CONTINUOUS BAR AT END OF SPLICE ASSUMING FULLY NONLINEAR DISTRIBUTION OF COMPRESSIVE STRESS IN THE CONCRETE M 3 ft fsnon3 : 69. ksi 2. Asb. d- l 0.4. p" 0.7. 'MAXIMUM REINFORCEMENT STRESS IN CONTINUOUS BAR AT END OF SPLICE ASSUMING LINEAR DISTRIBUTION OF COMPRESSIVE STRESS IN THE CONCRETE M 3 ft fslin3 2.Ab =l -72. ksi Check related maximum concrete stress M 3 ft 3.8 x 0psi (Compression) Sheet 4 of 5 6-9 REDACTED VERSION

I-'age O? 1 114 Appendix b: Maximum helm. Stress Series Reinforcement Stress SERIES B B2 Formatted 27 May 12 Printed 6/18/2012 SU MMARY Reinforcement stress based on observed maximum load At support NONLINEAR LINEAR fspmaxnon =7 1lksi fsupmaxlin = 73 ksi At splice end fsnon3 -- 69 ksi fslin3 = 72. ksi NOMINAL UNIT BOND STRESS Length of splice Bar diameter Ld :=79inl db -- 1.41. in Average bond stress at maximum load fsnon3 db l~avg 4.Ld round~ I~avg 1/ psi=- 310 psi psi The number listed above for bond stress has relevance to design but is irrelevant to the actual bond stress at maximum load.The hard information from the test is that the 79-in splice for No. 11 bars has developed a maximum bar stress of at least[so3= 69" ksI Sheet 5 of 5 6-10 REDACTED VERSION I-age 4ZZ OT 1 114 Appendix b: Maximum Kein". Stress Series 15 Reinforcement Stress SERIES B B3 Formatted 27 May 12 Printed 6/18182012 TEST GIRDER B3 N 14 n. 1 n-.-lO fti 1O/2 in. l 2 ft 7in. -- 10fti l1/2/in.-- 34 ft 4 in.X-Sect. Area for a #11 Bar Diameter, # 11 Bar Nominal width of Section Nominal height of Section Top cover Effective depth d :-3 Yield Stress Concrete Strength Total Length Lt := 2.14in + 2-9ft + 2.8.5im Cantilevered Span a : Interior Span Lm : Reinforcement Ratio p Initial moment at support db 0in -ct --ni + 2.3ft+/-+6ft+ 7in 10ft + 10.5in= 12ft +7in Asb b~d Asb ::1.56in 2 db ::1.41in h := 30in Ct :=in d = 24. in f:=66ksi f' =4780psi Lt- 34.3 ft a = 10.9ft Lm= 13ft p = 0.73.0/%1 supinit :-- 40.5kip.ft Sheet 1 of 5 6-11 REDACTED VERSION

b-UUU r~age 4Z.i ot 1 114 Appendix b: Maximum Keint. Stress Series Reinforcement Stress SERIES B B3 Formatted 27 May 12 Printed 6118/2012 EVALUATION AFTER TEST TO FAILURE REINFORCEMENT STRESS AT MEASURED MAXIMUM LOAD Note : Following calculations are made considering the supports not to have width in the direction of the span.Unit selfweight ws:=b~h.150-lb ft 3 ki p ws= 0.55-f Pmax :=39.7kip Measured Maximum Applied Load Moment at support related to selfweight and loading gear Maximum moment at support Msupmax := max" (a 14in) + Msupinit Moment at 3 ft toward mid-span from support M3ft :=Msupmax w

Lm .3ft+ ws (3t 2 M3ft = 418. kip-ft NOTE : Strain distributions over the depth of the section at the supports and at ends of the spliced bars are not linear once cracking is initiated.

To assume a linear strain distribution and then to use an "exact" stress-strain relationship for the concrete is not correct. In the following, stresses in the reinforcement will be calculated assuming both linear and nonlinear response in the compressed concrete, and the lower value determined will be taken as the stress achieved. In both sets of calculations, contribution of the tensile strength of the concrete will be considered negligible. Sheet 2 of 5 6- 12 REDACTED VERSION

b-UUU I-age 4Z40oT 1114 Appendix b: Maximum Keint. Stress Series 15 Reinforcement Stress SERIES B B3 Formatted 27 May 12 Printed 6118/2012 MAXIMUM REINFORCEMENT STRESS AT SUPPORT ASSUMING FULLY NONLINEAR DISTRIBUTION OF COMPRESSIVE STRESS IN THE CONCRETE Msupmax fu pmaxnon:-72. ksi 2. Asb. d.r1 0.4. o .FcI MAXIMUM REINFORCEMENT STRESS AT SUPPORT ASSUMING FULLY LINEAR DISTRIBUTION OF COMPRESSIVE STRESS IN THE CONCRETE Conc. modulus Ec:-57000, f~ psi Steel modulus Ec --3.9 x 106si Es:-29000ksi n--7 Modular ratio n :--Depth to neutral axis from extreme fiber in compression k:= n) 2+ 2. p.n -p.n k -- 0.28 fsupmaxlin Msumax -74. ksi Check related maximum compressive stress in concrete 3=3.9x10 .psi (Compression) Sheet 3 of 5 6-13 REDACTED VERSION Db5~-UUU-UdJ..-ULUI(-UUUltb-UUU I-'age 421D Ot 1 114 Appendix b: Maximum Keint. Stress Series i Reinforcement Stress SERIES B B3 Formatted 27 May 12 Printed 611812012 MAXIMUM REINFORCEMENT STRESS IN CONTINUOUS BAR AT END OF SPLICE ASSUMING FULLY NONLINEAR DISTRIBUTION OF COMPRESSIVE STRESS IN THE CONCRETE M3ft fsn on3 := 70. ksi 2. Asb. d.K1 -0.4. __07,f'7Osi MAXIMUM REINFORCEMENT STRESS IN CONTINUOUS BAR AT END OF SPLICE ASSUMING LINEAR DISTRIBUTION OF COMPRESSIVE STRESS IN THE CONCRETE fslin3 :-- --t 73. ksi Check related maximum concrete stress~c~in3>M 3 ft kj 3.8xx103 psi (Compression) Sheet 4 of 5 6-14 REDACTED VERSION bbJ-UUU-UKJ-4,:SI-UUU 1b-UUU I-'age oT 1114 Appendilx b: Maximum Keint. Stress S)eries tK Reinforcement Stress SERIES B B3 Formatted 27 May 12 Printed 611812012 SU MMARY Reinforcement stress based on observed maximum load At support NONLINEAR LINEAR fsu pmaxnon = 72. ksi fsupmaxlin --74. ksi At splice end fsnon3 -- 70. ksi fslin3 = 73. ksi NOMINAL UNIT BOND STRESS Length of splice Bar diameter Ld :-79in db=- 1.41. in Average bond stress at maximum load fsnon3 db'avg 4.Ld r Ind av-g 1*pi=310 psi ron psi The number listed above for bond stress has relevance to design but is irrelevant to the actual bond stress at maximum load.The hard information from the test is that the 79-in splice for No. 11 bars has developed a maximum bar stress of at least Ifsnon3 = 70. ksI Sheet 5 of 5 6- 15 REDACTED VERSION bOYi-UUU-UL5J-(31-G-UUUltb-UUU t-sage 4U 0? 1114.Appendix b: Maximum Hemn?, stress Series Reinforcement Stress SERIES B B4 Formatted 27 May 12 Printed 6118/2012 TEST GIRDER B4in...-10 ft 101I/2 in.14 in. 7-: 2 ft 7in. lO ft lO1/2 in.-, 34 ft 4 in.X-Sect. Area for a #11 Bar Diameter, # 11 Bar Nominal width of Section Nominal height of section Top cover Effective depth d :=3 Yield Stress Concrete Strength Total Length Lt:-- 2.14in + 2.9ft + 2.8.5ii Cantilevered Span a : Interior Span Lm : Reinforcement Ratio p Initial moment at support db O~in -ct--2 n + 2.3ft +6ft+ 7in 10ft + 10.5in= 12ft +7in 2Asb b d Asb := 1.56in 2 db :-1.41in h :=30in ct :=5in d --24. in y:=66ksi f' = 5460psi It --34.3 ft a -- 10.9 ft Lm= 13ft p = 0.73.0°/o'supinit := 40.5kip.ft Sheet I of 5 6-16 REDACTED VERSION

tO-UUU I-sage 0? 1 114 Appendix b: Maximum Keln?. Stress Series ii Reinforcement Stress SERIES B B4 Formatted 27 May 12 Printed 611812012 EVALUATION AFTER TEST TO FAILURE REINFORCEMENT STRESS AT MEASURED MAXIMUM LOAD Note : Following calculations are made considering the supports not to have width in the direction of the span.Unit selfweight w:b~h. 150-lb ftl 3= kip ws = .55*ft Pmax :=39.7kip Measured Maximum Applied Load Moment at support related to selfweight and loading gear Maximum moment at support Msupmax :- max*(a -14in) + Msupinit-- 426. kip-ft Moment at 3 ft toward mid-span from support M 3 ft :=Msupmax Ws__Lm (3ft) 2 w*L *3ft +ws 2 2 M 3 ft = 418. kip.ft NOTE : Strain distributions over the depth of the section at the supports and at ends of the spliced bars are not linear once cracking is initiated. To assume a linear strain distribution and then to use an "exact" stress-strain relationship for the concrete is not correct. In the following, stresses in the reinforcement will be calculated assuming both linear and nonlinear response in the compressed concrete, and the lower value determined will be taken as the stress achieved. In both sets of calculations, contribution of the tensile strength of the concrete will be considered negligible. Sheet 2 of 5 6-17 REDACTED VERSION 3bJ-UUU45-ULUj-~L-UUUlt-UUU i-sage Or 1 114 Appendix b: Maximum Keint. S)tress Series 15 Reinforcement Stress SERIES B B4 Formatted 27 May 12 Printed 6/1812012 MAXIMUM REINFORCEMENT STRESS AT SUPPORT ASSUMING FULLY NONLINEAR DISTRIBUTION OF COMPRESSIVE STRESS IN THE CONCRETE Msu pmax fsu pmaxnon: 2- Asb- d.1-04p. 71ksi-0. 7 t.-- c-/ 71. ksi MAXIMUM REINFORCEMENT STRESS AT SUPPORT ASSUMING FULLY LINEAR DISTRIBUTION OF COMPRESSIVE STRESS IN THE CONCRETE Conc. modulus Steel modulus Modular ratio Ec:= 57000.tic.psi Ec=4.2 x 106 psi Es :=29000ksi n=7 n :=-Ec Depth to neutral axis from extreme fiber in compression k: (n)+2.p.n-p.n k = 0.27~supmxlin Msupmax -7 s fsumaxin:2.Asb.d.l1-k)74ks Check related maximum compressive stress in concrete Msupmax fclinl1:= 4x103 *psi (Compression) Sheet 3 of 5 6- 18 REDACTED VERSION

U- U1 t-UUU I-'age 43U OTf 1114 Appendix b: Maximum Keint. Stress Series Reinforcement Stress SERIES B B4 Formatted 27 May 12 Printed 611812012 MAXIMUM REINFORCEMENT STRESS IN CONTINUOUS BAR AT END OF SPLICE ASSUMING FULLY NONLINEAR DISTRIBUTION OF COMPRESSIVE STRESS IN THE CONCRETE M 3 ft fsnon3 := 70. ksi 2. Asb. d.r1 0.4 0. .0.7-' ,)9 MAXIMUM REINFORCEMENT STRESS IN CONTINUOUS BAR AT END OF SPLICE ASSUMING LINEAR DISTRIBUTION OF COMPRESSIVE STRESS IN THE CONCRETE M 3 ft fslin3 :--= 73.ksi Check related maximum concrete stress fclin3 := -- t3.9 x 0~ psi Sheet 4 of 5 6-19 REDACTED VERSION (Compression) -UUUIh-UUU I-'age 4Ji1 OT 1 114 Appenaix b: Maximum Keint. S)tress Serles Reinforcement Stress SERIES B B4 Formatted 27 May 12 Printed 6/18/2012 SU MMARY Reinforcement stress based on observed maximum load At support NONLINEAR LINEAR fsupmaxnon --7 1.ksi fsupmaxlin -- 74. ksi At splice end fsnon3 = 70.ksi fslin3 = 73. ksi NOMINAL UNIT BOND STRESS Length of splice Bar diameter Ld :=79in db = 1.41.in Average bond stress at maximum load fsnon3" db I~avg :- 4.Ld round4IPavg' \psi-1J* psi 310 psi The number listed above for bond stress has relevance to design but is irrelevant to the actual bond stress at maximum load.The hard information from the test is that the 79-in splice for No. 11 bars has developed a maximum bar stress of at least Ifsnon3 = 70. ks!Sheet 5 of 5 6 -20 REDACTED VERSION bbJ-UUU-LU~J-ULUIL-UUUIIh-UUU I-'age 4J>' 0" 1114 Appendix b: Maximum IHein. stress series Reinforcement Stress SERIES B B5 Formatted 27 May 12 Printed 6118/2012 TEST GIRDER B5-l2 ft 7in. l101tlO 1/2 in.34 ft 4 in.X-Sect. Area for a #11 Bar Diameter, # 11 Bar Nominal width of Section Nominal height of Section Top cover Effective depth d :=30in -ct 2 d Yield Stress Concrete Strength Total Length Lt:=2l14in+2 9ft+2 8.5in+2 3ft+6ft+7in Cantilevered Span a :l 1ft + 10.5in Interior Span Lm :=12ft + 7in Reinforcement RatioAs p: b~d Initial moment at support l Asb := .56in 2 db :- .41in h :-30in ct --5in d = 24. in fy:-66ksi fc:-5260psi Lt = 343ft a = 10.9 ft Lm -- 13ft p -- 0.73.0/%4supinit :=40.5kip.ft Sheet I of 5 6-21 REDACTED VERSION

-'age O'f 1114 Appendix b: Maximum Kelint. Stress Series Ib Reinforcement Stress SERIES B B5 Formatted 27 May 12 Printed 6/1812012 EVALUATION AFTER TEST TO FAILURE REINFORCEMENT STRESS AT MEASURED MAXIMUM LOAD Note : Following calculations are made considering the supports not to have width in the direction of the span.Unit selfweight I bf w:b~h-150-ft 3= .5kip ws = .55.ft Pmax :=40.6kip Measured Maximum Applied Load Moment at support related to selfweight and loading gear Maximum moment at support Msupmax := max'(a -14in) + Msupinit Moment at 3 ft toward mid-span from support M 3 ft :=Msupmax Ws*_Lm (3ft) 2 w*L 3ft + Ws.2 2 M 3 ft = 427* kip~ft NOTE :Strain distributions over the depth of the section at the supports and at ends of the spliced bars are not linear once cracking is initiated. To assume a linear strain distribution and then to use an "eat stress-strain relationship for the concrete is not correct. In the following, stresses in the reinforcement will be calculated assuming both linear and nonlinear response in the compressed concrete, and the lower value determined will be taken as the stress achieved. In both sets of calculations, contribution of the tensile strength of the concrete will be considered negligible. Sheet 2 of 5 6 -22 REDACTED VERSION

Mage 4J40i or 1114 Appendix I,: Maximum Keilm. Stress Series Reinforcement Stress SERIES B B5 Formatted 27 May 12 Printed 611812012 MAXIMUM REINFORCEMENT STRESS AT SUPPORT ASSUMING FULLY NONLINEAR DISTRIBUTION OF COMPRESSIVE STRESS IN THE CONCRETE Ms upmax fsu pmaxnon : 73 ksi 2.Asb.d{1* -0.4. 73ksi)MAXIMUM REINFORCEMENT STRESS AT SUPPORT ASSUMING FULLY LINEAR DISTRIBUTION OF COMPRESSIVE STRESS IN THE CONCRETE Conc. modulus Steel modulus Modular ratio Ec: 57000f~cPSi Ec= 4.1xl 10psi Es=29000ksi n =7 n =--Ec Depth to neutral axis from extreme fiber in compression k := n)2 +2. p.n -p.n k = 0.27 fsupmaxlin:= M.supd.x1 -k 76.ksi Check related maximum compressive stress in concrete--4x 103 psi (Compression) 3)Sheet 3 of 5 6 -23 REDACTED VERSION bbJL-UUU-Li~b-3-ULL5-UUUI h-UUU 1-'age 4J, at01 1114 Appendix b,: Maximum Kelnm. Stress Series IV Reinforcement Stress SERIES B B5 Formatted 27 May 12 Printed 611812012 MAXIMUM REINFORCEMENT STRESS IN CONTINUOUS BAR AT END OF SPLICE ASSUMING FULLY NONLINEAR DISTRIBUTION OF COMPRESSIVE STRESS IN THE CONCRETE M fsn on3 : 2. Asb. d.1 m~t I -- 7 .ksi 0.4. P" 0.7 f'c)MAXIMUM REINFORCEMENT STRESS IN CONTINUOUS BAR AT END OF SPLICE ASSUMING LINEAR DISTRIBUTION OF COMPRESSIVE STRESS IN THE CONCRETE M 3 ft fslin3 := -- 74.ksi Check related maximum concrete stress fclin3 := --t 4x 103psi Cki;.C I (Compression)

SUMMARY

Reinforcement stress based on observed maximum load Sheet 4 of 5 6 -24 REDACTED VERSION

t-'age 4.3ti 0o" 1 114 Appendix b: Maximum Keinl. Stress Series 1: Reinforcement Stress SERIES B B5 Formatted 27 May 12 Printed 6/1812012 At support NONLINEAR LINEAR fspmaxnon =73. ksi At splice end fsnon3 -- 72. ksi NOMINAL UNIT BOND STRESS fsu pmaxl in 76. ksi fsli n3 74. ksi Length of splice Bar diameter Ld := 79in db = 1,41.in Average bond stress at maximum load fsnon3" db i'avg :- 4. Ld ron( -avg -1/- psi=320 psi The number listed above for bond stress has relevance to design but is irrelevant to the actual bond stress at maximum load.The hard information from the test is that the 79-in splice for No. 11 bars has developed a maximum bar stress of at least[fsnon3 -- 72.kst Sheet 5 of 5 6 -25 REDACTED VERSION bbUS-UUU-SU35-ULUIL-UUUIh-UUU I-age 43 l 0?" 1114 Appendix b: Maximum Kelnt. Stress Series Reinforcement Stress SERIES B B6 Formatted 27 May 12 Printed 6/1812012 TEST GIRDER B6 N* Vin. 0 ft 10 1/2 in.I I ln 12 ft 7in. -- 1lOft1lO 1/2 in. -.34 ft 4 in.X-Sect. Area for a #11 Bar Diameter, # 11 Bar Nominal width of Section Nominal height of Section Top cover db Effective depth d :=30in -ct ---Yield Stress Concrete Strength Total Length Lt :=2.14in+/-+2.9ft +2.8.5in+/-+2.3ft +6ft +7in Cantilevered Span a :l 1ft + 10.5in Interior Span Lm :=l2ft+ 7in Reinforcement RatioAs p: 2.A--b~d Initial moment at support Asb := 1.56in 2 db := .41in h :=30in ct --5in d = 24. in fy:-66ksi fc--5230psi Lt= 34.3 ft a = l0.9 ft Lm = l3ft p -- 0.73.0°/o 4supinit :-40.5kip.ft Sheet I of 5 6 -26 REDACTED VERSION bbiL-UUU-US.i-(StL5-UUU1U-UUU '-'age 4J;i t o 1114 Apni :MxmmKit tesSre SERIES B B6 Reinforcement Stress Formatted 27 May 12 Printed 6118/2012 EVALUATION AFTER TEST TO FAILURE REINFORCEMENT STRESS AT MEASURED MAXIMUM LOAD Note : Following calculations are made considering the supports not to have width in the direction of the span.Unit selfweight ws:= bh.150-lb ft 3=05.kip ws-- .55.ft Pmax :-40.6kip Measured Maximum Applied Load Moment at support related to selfweight and loading gear Maximum moment at support Msupmax := Pmax" (a 14in) + Msupinit Moment at 3 ft toward mid-span from support Ws"Lm (3ft)2 M 3 ft :-Msupmax -2 **3ft + ws.-M 3 ft = 427. kip.ft NOTE : Strain distributions over the depth of the section at the supports and at ends of the spliced bars are not linear once cracking is initiated. To assume a linear strain distribution and then to use an "exact" stress-strain relationship for the concrete is not correct. In the following, stresses in the reinforcement will be calculated assuming both linear and nonlinear response in the compressed concrete, and the lower value determined will be taken as the stress achieved. In both sets of calculations, contribution of the tensile strength of the concrete will be considered negligible. Sheet 2 of 5 6 -27 REDACTED VERSION

l-"ge 4.i ot 1114 Appendix b: Maximum i~eint. Series ti Reinforcement Stress SERIES B B6 Formatted 27 May 12 Printed 6/18/2012 MAXIMUM REINFORCEMENT STRESS AT SUPPORT ASSUMING FULLY NONLINEAR DISTRIBUTION OF COMPRESSIVE STRESS IN THE CONCRETE Msu pmax fu pmaxnon : 2. Asb-d- r1 0..p. 73ksi 0.4 --- 73. ksi MAXIMUM REINFORCEMENT STRESS AT SUPPORT ASSUMING FULLY LINEAR DISTRIBUTION OF COMPRESSIVE STRESS IN THE CONCRETE Conc. modulus Ec :-57000.vfc psi Steel modulus 6 Ec:z4.1x 10 si Es:-29000ksi n--7 Modular ratio Es nl :-Ec Depth to neutral axis from extreme fiber in compression k := n)2 +2. p. n -p.n k = 0.27~supmxlin Msupmax -76ki fsupaxln:-2Asb~d'l1-fl=6"s Check related maximum compressive stress in concrete~clin1Msu pmax fclikl b-d 3 4xx10 **psi (Compression) Sheet 3 of 5 6 -28 REDACTED VERSION h-age 44U 0! " 1114 Appendix b: Maximum Kern?. Stress Series ~Reinforcement Stress SERIES B B6 Formatted 27 May 12 Printed 6/1182012 MAXIMUM REINFORCEMENT STRESS IN CONTINUOUS BAR AT END OF SPLICE ASSUMING FULLY NONLINEAR DISTRIBUTION OF COMPRESSIVE STRESS IN THE CONCRETE M3ft fsnon3 : 2.Asb.d.j1 -w-'-~= 72.ksi 0.7.MAXIMUM REINFORCEMENT STRESS IN CONTINUOUS BAR AT END OF SPLICE ASSUMING LINEAR DISTRIBUTION OF COMPRESSIVE STRESS IN THE CONCRETE fslin3 :--t = 74. ksi Check related maximum concrete stress M_____ ft_____3 fclin3 := -- t4x 10 psi (Compression) SU MMARY Reinforcement stress based on observed maximum load At support Sheet 4 of 5 6 -29 REDACTED VERSION

I-'age 441 0o' 1 114 Appendilx b: Maximum Keint. stress Series tU Reinforcement Stress SERIES B B6 Formatted 27 May 12 Printed 6/18/2012 NONLINEAR LINEAR fsu pmaxnon -- 73ksi fsu pmaxl in 76. ksi At splice end fsnon3 -- 72 ksi fslin3 -- 74. ksi NOMINAL UNIT BOND STRESS Length of splice Bar diameter Ld :-79in db -- 1.41. in Average bond stress at maximum load fsnon3 db i~avg :-- d round( Iavg Kpsi'1/jj psi -- 320 psi The number listed above for bond stress has relevance to design but is irrelevant to the actual bond stress at maximum load.The hard information from the test is that the 79-in splice for No. 11 bars has developed a maximum bar stress of at least=fnn- 72. ksI Sheet 5 of 5 6 -30 REDACTED VERSION (~oc6<.oc6 , Cal__ 50 WEN LABORATORY PURDUE UNIVERSITY 7-1 REDACTED VERSION ! .. ..... ' !Specimen: A-i 7-2 REDACTED VERSION I--~~- 2~' -i.0~ (~.Ocq ~ .0(0.vII. ;ov~Specimen: A-\Average Load: ,p Average Deflecton: 7-3 REDACTED VERSION v " 31" .. -* ..I~- ~S"-j* ot3 .ot.025, 7-4 REDACTED VERSION 7-5 REDACTED VERSION 7-6 REDACTED VERSION "OSO Q"O * .t Specimen: A-\Average Load: v -, (', Average Deflection: 7-7 REDACTED VERSION 7-8 REDACTED VERSION K< .oO.S ..6,1 *J"

o20c"7-9 REDACTED V/ERSION 7-10 REDACTED VERSION

(.0~O.O~b o~3 4. o~6.010O 7-11 REDACTED VERSION 7-12 REDACTED VERSION U 0.... !-L_ _+/ ---J4.oo ---s ---J£ --.- JL _.L J- _I _ _11 I__I { I 'QTT I I!H %II -III .. ._ _, --, ,_ -.- _--, _ ,_ _ _ _ __ , _ ,________,_ ___.__ ,_ ____,___ .....J " Specimen: -2 ___heet: __f I PURDUE UNIVERSITY AverageDeflecton: a-I" Date: 7-13 REDACTED VERSION 0 0 0------ -i- --. ....K'III l /;£"i5OWEN Speimn:pI -See:--o AverageII i I Lod DrawnI bI I Checke b,.PUDU UIVERI TY AvergeieI i on: Date:I III... .-- , __ , _ _, , _ ___ __ , _ _, __, __ __ , __ , _ _, __ ___ _, , _ _, __7-14. ..I I ! 1 I I I I 'REDACTE VERIONI ! ! ! U 0 7-15 REDACTED VERSION. ©~.: .ooH7 1 ...I--7"- i-1°-. Obl.o .Specmen A~ -2* OWEN --- A--e-a-e PURDUE Av-_r__ge ef__ec__ion: t __ _.' _"_L..{ I "] I I ' 7- 16.. ," ' I ,'1 6',',,,l I I [" I RIED-AITED1 VERSI ONI (9J Q , O9 7-17 REDACTED VERSION U .[,. 0.."" 0_________- ______ -_-______ -__ "______"_ " -.-. ,. -.. ,_. _. ............ '.I-" , ;'pec .oim.en: ,.A. Sheet:..o I* " , o.f ..;'* LA'--÷' ATORY- --- od Drawn- .. .. + Cheke by--PURD" " AveagIeIec" on i. -I. Dat.I e I " II rI/ I I I. I\ ", I " I / -I I If I I.L II I{ _j ! -'R1EIACTED V RI ON- i --' '! I KU 7-19 REDACTED VERSION ',.. o 3.. .o ..0 ...QO"A JOA."- .-" 7 -_ _20 REDCTE VERSION <9 0&<.005 < .0A ____.__,0_ o0,0 _Specmen: A ' Shet: IofLABORATOR-Y+-+-Average--- Load:÷---,--D-r-wn-,by:- ,-,Checked,--,by- --.-.---.--- ,..-A-e-a---of--c--on--- .-.Y- Date: -i -4 7 -21 REDACTED VERSION .0xI I II<c< I I -I <. 1S I

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.* .. ...; ., i. ... ' .."(2,--c1 o 2- oo o _ .o .o .o ooo-., ' ,,o. .;oo k ,o , .7 ~ TtoA L o .*. ' T 1 .: ip~V $.o~ .o.-' J.. ( .K , ....1 .. .. , , ., , , , ..._ ._ ,_L ...t- I'1"- -'t-- .. '-K. ...-:1 -, ..* ' I- .I Ix i i .I ![ " ! k ,. -] .,\. /l ,Spec.imen".1

L ShIeet"- l -:.I If I of,\ I _I I )4!. *AT RI Load II I DrI wn by:- Checked'f Ib if% r~ U JiVE "i I Averag DefecI on: Date:'. !,% ,!i"I, ,_._____,_,,,.,__,__,__,,.___.,__,._,__.,_-,,-,__,.,,-,---7---,.33

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Sheet: I of___________ Average Load: I ,Drawn by: Checked by: 'i .. .Average Detlection: Date: 7-41 REDACTED VERSION 0 0" 0*, * -- .r .- ..." * .~~iii !Iii °h ii V'1 I I I I I I I I, ,*I ..-'*I ' .__-I S-- peci men: Sheet: Iof* 44QMrO Average Load: 2 Drawn by: Checked by: ". U -..... .Average Deflection:. Date: 7 -42 REDACTED VERSION 0 0' 01" .. ... I.,r,4 .I-- -:, ..7,, .,o o~ .... 0.1, :"1 1 * -o= Sh eet ,,I. ..o f , Load:": _ .<,., ..=:,-+ --.+-'+"-i -- --- Drawn Checked- .... I I f~l [I I'Ave" age Defeci on:I'l Date: 'I" .. " _ ' I ,l.I I 1 I /',--!"J-fP t! ' i ( i 7 -43 ., " / l i ,'.,i/~q' ' ,p.' T,"! VERSION ." ,r , i!t ! / Q0 .0'.0-, I I i 1 " I , I I I ; I -i '1 / I I )I', II / I " Spec 'l I I I im n A-I Sheet: I I I o. ..7 -44 REDACTED VERSION

"1-.. .*1".. "-- t-----1" ..... ...... .. "---1" ~- -j.--""- -'"- '1.1 I " II! I I ... .:,I l r : : -,. , -] i C ioi Speime: hee: f of A , *A W *Y Aver I 1g. Lod D I. I' w by by .... I~I~ Avem--ge,,-

-,, -,_ _ Defecton Da.# __ _ _ ._ # ,,,. , I -45 READ ESO 0< 0<0 Spec" i,. im n A- " Sheet "__-___..... ______ Average-1" Lod Drawntt--- ..by: b-,--__ _: -Date. _I.I._.* --- ",;. .,.-,L I "~ ~~ -46,° .x,, "- " r. "], I , I i.-P~b~l II. VRI ! ,' ' I(1 7 II I S'i*1i i .I " ,L.II ,z ] i2¢,i if J! --, , kr) # 1 II / 7 .:h i .1 .I * -i IJ, ikI .I V l Spec,1' i ¢!! "i -- A -heet o~f~f! 2 , ---'.--,-.--Av-em-g-- Load:,-- --, --, --wn-, -by:-, ,Che-cked-- by..."I'U bJ , ,,,'~t Averge fleco, 2, .0" Date .. ... .;.-47 REATDIESO o 0< 0oS .0o ./o 's ...0' , .0L .O( .o ...,t ,, , I -h 1( I ,' V I l , .l , ', .- I I!,' 5 , .t ¢I *I tI I t -I t I '__ __, _ __ __ __ __ _,__,_____________.__Aveageoad_,_Dwnb:,Chcke b..*JDV~U~I~~~~Aerg elcin ae Iq /I 7-48 REATD ESO 0- 0' 0--4.oso .ON 0< 0' 0 7--REATD ESO .~ < <~ *O%.!iti 7 -51.REDACTED VERSION I---12",---, ,Qo~7 -52 REDACTED VERSION 7 -53 REDACTED VERSION 7 -54 REDACTED VERSION C 7 -55 REDACTED VERSION RD*U~VSTA Average Deflcton: 7 -56 REDACTED VERSION oI U-I. ..r , .I ., I I.I I I .1* t ."7 " ";, -q i i "i Ig-.Spec/.,.imen: I ,} .A-G Sheet:YI I , I I* __ .._ _ _. .._ _ ___._ _ ___ -__ .__2. 12__.-_-_---__-_---_-_-_-___--__-- __.... _7 -57 REDACTED VERSION i- -., -",* °:. .:~b AQf -"Sheeto:".oO " o I .of JL ..' , .<g0" ,- .., d "it -Dm n ,-y>. Checke .Iby : ..-_ , .IV_ :.._._- .. ... oon .Date: -g. ...... ., I1 I., 1' r I I .. ..°71 ... " I "7 -x 58 I iII I,! I I./ I " : .RED, ACT.D VERSION !I I. I ' -2 " I I( 1:1 I " I 1__ _ _ .___ __ _ Average I _c d: *e ____.Drwn by: MD._,Checked__ by U DI4mm UIV Im i ~ AverageI I e elton Date:I iII l!7-.9 REATD ESO ..... ..°.. ..... ... ..... ...-.0-.. .-v ...O --" ,, -r ..- " ---- ....-+" 'i:....* ' -.-- :--- g. "P ... .It 1 t, f I x ' , t I + I I+ ( I ) ! I' f I i :. I " I I l l I , f I l II' I , I" I 1 .1 ' ' Specimen: .A- ¢ '. Sheet: I of Averge od ( +,o,+o Drawn by:. Checked by: P"=ftI OL~ Average Del~ecton: 2.W" Date::..(/S/ 7 -60 Ad~BUWEAY A00iVAWI~Y UN IV ~ii 4~w~* 7- 61 REDACTED VERSION I

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....... I~~~~- -- -- -- -- -----I--1-- ---"------------------------I------'--

-- .. .. ----1---T "--'1---------"------- SpecimnI I-IShee I1 of IO WEN I I I I I II I I ilI LA IO RA TOY veagL dI3 Drw by Chekedby PU DU U IVER IT I I MIdsI I Iecon OI O I DaIe: I I I/I I I I I I IA I I I I I I I I I I I I I I I I I-I3 I I I I I I REDACTED VRIONI I I 1 K) 0 0---- --o--- --j. .---- ..___o..oj. .T _ ___ _.___1 I [' I I I I I I I I I I l I I l % \SpecI I I men: I Sheet:I I 'l I o/A ]II I LAORTRYI Ie oa:DIw by1 I~ ,IJ hce PU DU U IVER IT I I Id I I efecoI I Date: I I I I I I I I I I IIA lI II.PUREDACTEDiVERSION U U 0 crcJ~c~A~ ~b~>ft\-,- I I / I I I I ) t I \ I [I I I 1 1 I .I ' I I I I II I I. J---I-- l- --il-\- (.. --)-- .. .L ---.. .-1. ..-------.

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.V Specimen: ISheet: 1 of PUR:DU@Er UNIViERSIT jy. -.Mldslan Oeflecuon: ... Date: 7 -65 3 REDACTED VERSION U 0;'Ae t"! J 7 -66 REDACTED VERSION Cl, U.0 Qrc~rk ~Vv 1 R*LE~Qa A CkZWL IJ~ ~][ 3 /0 " io o -I \ I I " I S I I I I ~ I I I I I I I I I SI I I III I II I I I ] I I I I I I I.- L- --- --I- I- I, --..-----.-...---..-..- ...L -J -L-.L -1 I L ... Speoimen: Sheet: I of Average Load: -)[ o (4 Drawn by: >1 Checked by: PURDUE UNIVER:SITY pne:n ae 7 -67 REDACTED VERSION U U (9* 3 --9 --- 1"0---i --- --- -.... __ __ L ". .., ::__ k____ _"'- -I" --.J lS I J_.J I I-- _! _ , I I " I --j ., } j I II I, l I I I I I -I ' III I I I I 1 1I I I I1 I I I I I I I I I I I I I I I III I I I I I I I I I Specimen: -1Sheet: 1 of P-URDU.E U NIVER;SIT ~ ~ f~: l ae 7 -68 REDACTED VERSION K,_Gr6wI~ LA/i /-- --- -- -----I ..I. ."------- I--- L '----- I ..1 ... 1"" -- l-----...IJO E Ipc In I IShet I of I~L B R TI R Average Lod I I I II Iraw by: I u.Cece y PU DU UNIVERS --.-ITY .- Id- .pan Deflec.I on:__- .... I-____. D..aIte--

--,.-5-._ -{... 7 -69 REDACTED VERSION 7 K);C C~WC4 U4JI'ch:('~

?QL2 -~1 .i i I I II, l " IU I 1 [ I I I "1 II I-- -- .-- ---- ---l-- -- ----- -J ..---.[.. ., --. --- --- --- .- --- ----, WEN.. Specimen: Sheet: 1 of.LA0ORA TOR Average Load: Drawn by: V Checked by: P.uRDUE UNIVERSI-TY Midspan Deflection: "Date: /[/7 -70 REDACTED VERSION U t©I j l I I I I I II I I I l j j I \SpecI I I men: I I .I Sheet:I J I of\.) LABORATORYi Aveag Lad 6 Draw by ' hcedb: Aveageeflclon:0r1" Dte 7 -71 REDACTED VERSION O 0 ,:. , Io * , o0 ' ,i O.o /'I" I I\ "x I I I 1'1 , t I,- I I I IShI I It I of id: ) .Drmwn by: Checked by:'fleclion: 0 ,'4c Dat oe: §/;z- 7 -72 REDACTED VERSION (2 U 7 -73 REDACTED VERSION i i , OiU ,c0 I II ...., ,,- ....I. ..IIAIIRA TORY Avemge Lod 2I I I PURDU UNIVRSIT ,,, e, leco, , ., ,3~" " .. .. I f I-H ---I" : -I 7 --- 74.REATD ESO (%~)I .- " 3 I"I I J r , i l ; i ' i ' t .-.... ... .... -l , ..Specimen:!h! --t Sheet:I I I I/ of I. LA0 I t ID Average Lod 30 I DrawnI by I I I Chce , I2 u N IV~~T A.eI ge!.fleItlon I I I, Date: I I 7 -75 REDACTED VERSION K~)K, 7 -76 REDACTED VERSION L L £i"--. '-7-". ...Specimen: '"-LA___ Aveag Load 16 ~'-i , P4J~DJE .IVEJ IYAeaeelcin I I I I i I 77I!; iREDACTED VRI ON (Q)"* " I,, I I I l h'1 I I w6 I It I I I

i f.i ... .."S p.cim~en: Sheet: 1 of 1...Average Load: 0 IZI (,.9,', Drawn by: Checked by: Aveagefleclon:

0,)J-j<" Dat: ia/.7 -78 REDACTED VERSION K~)cc, 7- 79 " ", REDACTED vERSION 7 -80*REDACTED VERSION J SpO ei::en:,,. ., .Avo g Lod:3 "K ,e.. .t1 , U. ' ~Aerg~feion:" oL,... ,o~ .. ., -.REDACED VERSION, U 7 -82 REDACTED VERSION U 07 -83 REDACTED VERSION 0 0 7 -84 REDACTED VERSION (9..-l .......riI'3 7 -855 REDACTED VERSION © 0 I..c" ,, (-.-/ J-Sp- -lm.. .P 3-- ,-8".l l F I I j ro oREDA.CTE,, VERS*ION 0 7 -87 REDACTED VERSION -u .0 ..&"" -L " " ' i i I "1. ..I T j' " I'6 I" ' I HI I lSpecll i men ' 1 ' .i-3t Sher.Let: a I of, , } dL iL Average Laad: D " Draw b° y ..--'J j hekd- y' AverageJ."F Deloion l"°,I< Date SI/~i / J--.. .-. -, il , , -I 88 L /-I I- -.!1 REDAITED VERI ONt/ /lf \ " ,o 0 .." .g o oz Sheet:. ;t", I of Iatin O~S I Date:I I I I 7-89 I I RE--CTED VERSION..l.--J- ..-L- .---.-. .. u 0-.'t.---------------------Spcien P o Shet I o.'v.aeLod,"iK (4 4 rwnb: ( T Ceke y..L ,o I .ol Average_,. Deetin ,o Date: ,5/'.o.. ..I - ---I -- -'I ,"" .. ., , o , ' ,, .. $ j .. .., 90IL J_RD__ T_ -, ' ..I , I -F -F -T I-* -I ---I ---- I-* ---- I- .--I_ .._. a ._ ...r q- Spcie: " -" "&IIvee~a: ~ <,, V)l II I i " I r I I IAvelrage DefecI on: ,q II l I 1 / I !/ 7-91/11.111, REDACTED, VERIO -I 'I l I i- f I I I I .4 [ I I I I I I II I I I I I I P' i , I I I I , ,I ,i I , I I , , ., ! L li i t I , I t II I 1 1 1 1i I I I I I I I i I I Il I I I I lI I I I I I I I I I I1 I 1 1I1 .I I I I I I I 1 I I I I

I I1 I I1 I I I I lI I I I I I I I I I I1 I 1 1I1 I I I I I i l Il I I I I I I "1 I I II I I I-L ------- --- --I- L .I ,I. .i _J. --l _-.. .J. .' -)BO.WEN' Specimen:

iQ -'- Sheet: 1 of Average Load: S..v Drawn by: Checked by: PURDUE UNIV:ER:SITY ~ D~n ae 7 -92 REDACTED VERSION .0' *c% 10 ,-I -----i- i ---i. .---...--.) ...S-- i -i -l -i -----..I ' I '1I I I \ I ' I f I I I I II ---ILI I I I I I I I I I I I I I I I /I\ I II I1 I / I i I ~ I I11 I1 11 I I I )11 I I 1 I \ I I I I I I I I I} I 1, I1. 1 I1 1 I I I I I 1 1 1 1 I I I I I I I I I I I I I I I ,-- --J ---I- --I. .-- _ J I L ...J--J -- --- L --.I. .I I i I I I i i I I I I I I I I I I I t9/, LABOATOR Specimen: Average Load: Midepan-Deflection: ,3Z 7 -93 REDACTED VERSION ... -I----------- -"-r-- .-- -. --.---.--... .. -J.. ....L A i---------- /I iI I~ iI7 I ]I II I r cz 'I \ I i I il I'I I lI.I--~----------~--I---I---J---J--I----I-...---------I.. .L---.-L. .-----L- ---L - J .------------. 8~7R~E pecimen: Sheet: I of , Average Load: Drawn by: Checked by: P~uRD.UE UNIVERiSITY

D~n ~- ae 7 -94 REDACTED VERSION

\- ----- .--, , ..-- fr-.,...-. ...." ..----- ,---4 -L -,'. ._' _ _ , = , ,_ _ __ L 5-" '1 / i I I \ t" l i I-' Ij, B OIWI\1 Sei m : Sheet:I i I i I I I I of'TOR Avera\ e Load: I j Drawn by ]Ai , Checkd by PURDE UNVERITY ldsan~elecIon Dae 7 -95 REDACTED VERSION

..-I- -1 ..Ii- --- --- ---' " ' "\. , ," I\II -t0 I I '1 I j I\ 1 I I I , ./ I \' i Kt ( ] I I \ I IIt l " ] IV.~ I II I\ I I I l I I I l I I I I I # I I I I I I I----- I ---L , ,, -, , , --,- -.... BOWE.N Specimen: Sheet: 1 of , LAB RATOR Average Load: ?4) Drawn by:. .,, Checked by: P URDU E U N iVERSI.TY MdPWBBt~:~

ae 7 -96 REDACTED VERSION k~-A ~ F-4*(-... ct -.o-16w *oz I ov~C6 1 Wb'50 WEN LABOR TORY iUNIVERSITY 8pecimen: 13-'-Average Load: M~IiiDeflection:\, 7 -97 REDACTED VERSION U 0"oo.-zs,,.00 I I I -1 I I i l I I j I I I I I I1 1 1 1I1 I I I I lI I I I I I I I I I I I I I I I I-l--- ----.--4---J--J-------....-L---A-..----- --. .l. .--- -I I I I I I l I 1 i I I I ..... ... .. ..... i i.7 -98 REDACTED VERSION U©U-OO .....~' 4~ ---.-- -,-- --, ------- ' ....' 14 -- -- --x- ----, I I il lI I I I I I I I I 1 I i Spec I i men: (IS SheIe II I of1 I AB RA OR Ave I Ie Load:I I I I I mw Iy Ifk ChceIy.L --- L------A- -ra-- D...ec----

.... 3- -Date: ... _ ..--L __J ..7 -99 REDACTED VERSION U I I I I II I I\ I I iI I I " III 1 I I I I I I I I III 1 I l l I -I I I I I I I I I I1 I I /I I I I I. I I I I I i I I II I I I I I I I I I I I I I__ I_ I J. I I I I I 1+/-I ___ I.3BOWEN .Specimen: -s Sheet: 1 1 of..Z/IABOA.TO.RY Average Load: K Drawn by: Checked by: P.UR;DUE.

UNIV:ER!SiTY AverageDeflection: Date: 7 -100 REDACTED VERSION 0 7- 101 REDACTED VERSION U)0 7 -102 REDACTED VERSION K)0 i .... 1__ _, _ L ., _ ,______ __ -_ ,___,_-* I IIi i I I I I I I I II II .II I-.....---'---'-4-' --L---.---J---- "-- -.aL -.'L...- l-ll- '- 4 '- --- pecimen: I5-5 Sheet: 1 ofRA OR Average Load: Drawn by: Checked by: 'PURDUE- UNIViERSITY" "Average Deflection: I :6 Date: 7 -103 REDACTED VERSION UP 0 i II 1I I '1 I I I ----1"-,'-1. --.- , -- -i- -- -I' / I ~I , ",, l i~ " , i '1__ _ Spec. I i men: I -SheetI : I 1 I of PUDEU IVER IT AvraeeIe In:O3 IDae 7 -104 REDACTED VERSION 0 0 7 -105 REDACTED VERSION 7 -106 REDACTED VERSION U)0 (2." .005 .COo ),o05 ..oos ;0oS 0o.5 .QS7.ooS .oo 5 .°°5 I I I I I I IiI--'~~~---.---.------.'--,. .,--'-'--' -- S- --,-...--------- -..... -----'.' " I .1 1I I I I I I I I I I I I I 1 I Speime:I -StIheeII It:II I "I I of I BOIWEN I I I I I II I I I I I I I ITI I AveaI Lad: 4I Daw by I1 ChI e b:rI PU DU U IVER IT AIeIage IfIeIfn 0I 1I I' Date: I 7 -107 REDACTED VERSION p .o? t .oitL0D .oo0? .oOS ,0oaS .o0S .O0O20I o3.o oOS ".oooS >.oo.S .oO.S .o13 ,00"1-- -----, -- --~-,-,-, 1--,--- ,I-- ....-- L~I -l/-H-- t I 1 I I 2 ,1 1 11II1ii I I I I I I 1 1 1 I I:[ I 1 I I I I I I II I 1 I 1 / I I 1 1I I I I I I, ,I1 I I I I I 1 1 1 I 4lJBIE Spec I men: I I ShIeeI t I I of... LABORA TORY Average Load: 12 K Drown by:. mD Checked by: P:URDUE UNIVERSITY Aeaeeicln ae 7 -.108 REDACTED VERSION J~ oI1oD .6o3 ,oDs .o0.5 .007 .o2o .o,7 '?.-i _ _ ---4 --i 4 --T '. .1- -r--4-.-i-- ÷ --- --. ...L l I I_- _ .I,---- I I .I. l i i , L------ ---l I I I I 1 I I I I I I ! I II IBWN"Specimen: -Sheet: .1 of_____OTO___ Average Load: Drawn by: vpN Checked by: PRU UNVRIYAverage Defleclon: 0-.12" Date: 5 5-\7 -109 REDACTED VERSION /--- IV --- .i- 5-4*y~).o~ ).O5 .3S ooS~oI .o' .Q~a 013 .013 .0.0 -'~I:~t 7-11)....-------- TE VE-O .-O 3 .o'-1o .~o *Q.o 4 ).o0S ,o' .02o .QI( ..o>. ,02o 0 , .oI i l "z,..020 .oo'q ool .0 0 q .Q011 .010 .010 , ,o , 0S .01O(o .o..., .. I '1 ,-*-.1,7 , --, ----.- , .... , -,-- :------ .I I I -Is I I I -- -L-~J --.--l--J-.-~J-

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...L l ._- ----- --. _,.-l .I ....-,JJ'," ... W':..:<'." "-Specimen: _ ( Sheet:. 1 of t A0OR. "--r.-RY Average Load: 'O Drawn by: Checked by:: pUi O ' I V Average Deflction: ..3"Date:. -o. 111 REDACTED VERSION 0*-I I -..P II l -rrt I I111 I -I \ I -1 I-, UN......veag Defl--ec-, ,-on:---- ---,- -, 112 REDACTED VERSION ' t.___,,::___/L.: i- 4 '-- -I ,Spec Im n " (I t1117-113 REATD ESO S)/7-114 REDACTED VERSION I K)*7-115*" REDACTED VERSION I..7-116 REDACTED VERSION .. ...K>2 7-117*' REDACTED VERSION

U UUU~t- I-age zUU ot 1114 Appenalx 1 -Lastin Vta an ~8ll-ilt ulimensions m* _l IninpCs N4277 oncrete ue very Ticket timi'lent # icket Number Truck t Load Size Mix ! Slump Use Date Customer Sold TO tTax Codei Driver Pro ect No. tOrder No. Dliver Address P0R. Number Job No.:I Load Quaty Total Ordered Quatt P-roduct Codet Product Desci*on Unit Price Amount Nu~te~qet I I~o. alons 'V -Subtotal)u Jol= Time Flnis tPour Thu.; .. ' oa PROPERTY DAMAGE RELEASE / WARNING -Irritatng To The Skin and Eyes Dear Customer -The Seller Is not responsible for stumps. strenlgth or qualify of concrete to wc wae or an ote maera ha bee aded by th pucae or at his reus.The undaiignad heeb auilhorzas yinvg aMelrlls Inc. to use p,-ivat property fo making the delieey shwi her on an as e U fo an daag or kz du to th prme.The unesge agrees to rembrse said Company for loss of time and equipment by reason of such devi an als to idntf an sav hamls sai Copn fro an an all claims, demandts and suits for or on account of or mnany manner causedl by or arising fro prvt prpet devr.The undrsine assumes responsblt for a suitable roadway from public hiha to point of delier and is responsible for any needed wrce sevc chre as a SAFETY WARNING: Keep away from children. Contains Portland Cement. Irrtating to the skin and eyes. Wear rubber boots, gloves and eye protection. Prolonged contact may cause bums. In case of contact with skin or eyes, flush thoroughly with water. ifftrrtatlon persists, get medical attention. For addiflonal information regarding the HAZARDS OF READY MIX CONCRETE, consuif the Material Data Safety Sheet (MSDS) available upon request.PRODUCT NOTICE: Seller wil not be held responsible for the final appearance of exposed aggregate, integral coloring, stamped and decorative surfacing, and all other forms of architectural and design concrete.DEVR NOTICE: Sele assumes no fo deiere beyond the public right of way. Bue assumes responsibility for damages including but not limifed tO curb, sidewalk.drvea, oraypoet fte otatro rprty oneroraget. NOTICE: MY SIGNAUR BELW INDIC~ES THAT I HAV READ THE SAFETY AND HEAT WARNING NOTCE AND ACCEPACE OF THE LOAD.Rees, Load and Tenna Accep0ted By:/X /-(I)N CI, C5)N 1111if IfIlli ff1ii ijilt 1f/ IIIf iii/IllI II ll/ ff1111 Concrete -Sad -Gravel -Stone "We're Proud'Of Our Work" General office (317) 326310 Project: Tests to Determine the Behavior of Spliced #11 Bars 0©Setup and As-built Dimensions v.1 (Rev. 04/04/2012) Specimen:. Sheet 1 of 2 Concrete As-built Dimensions Section ________1 2 3 '4 5678 Plan t7" 3tj' 9"j" Lj" _ _ _ __ _ _ _c-c : o- k iRecorded by: Signature Date Time'hcedb:SintreDt Tm Checked by: Signature Date Time Comments:**See concrete as-built drawings for dimension locations 2-.117: :. K)U 0 Project: Tests to Determine the Behavior of Spliced #11 Bars Setup and As-built Dimensions v,1 (Rev. 04/04/2012) Specimen: Sheet 2 of 2 Concrete As-built Dimensions Key -Series A 145 U 0 4&41 111111 F NORTH.i 12~r~t ~ 4 dLc~4 .........tId~V+/- kg'i Specimen ~ 3 Sheet: I of l4 O RATORY Behavior of Lap Splices of No. 11 Drawn by: K't Checked by: LPURD.UE U N.iVER:S iT Y Reinforcing Bars Date: ,,1-'U 2-119 REDACT DERSION U 0 I-..1 SOUTH SOUTH I.2--S Top Plan 2 Spa. @LBUc Lo LEULF Profile*For section B-B through F-F see Sheet 3 of 3 NORTH NORTH 4-I Bottom PlanNDrawing: Series A Concrete As-builts Sheet: 2 of 4LABORA/TORY' Project: Experimental Investigation of Drawn by: BP. Checked by: SP.P U RD E.U N V ER:8 T YCapacity of Lap Splices of No.11 Reinforcing Bars Date: 04/04/2012 0 2 -120 (N V) 0 1 SOUTH I NRT I- 2 -I Top Plan 2 Spa. @3'- j4 --,- 39.5" Ea. -. -3 UBULcUD LEUIF Profile*For section B-B through F-F see Sheet 3 of 3'-~3 " NORTH SOUTH I NORTH 4 Bottom Plan_______________Drawing: Series B Concrete As-builts Sheet: 3 of 4/)BOWEN ._________ Y_ Project: Experimental Investigation of Drawn by: BPR Checked by: SP.P URDU E UN IVE R.SIT Y Capacity of Lap Splices of No.11 Reinforcing Bars Date: 04/04/2012 KJ 2 -121 RE DACT)E RS ION C.> /0 O l 4 2~2~Section B-B, C-C, D-D, E-E & F-F*Facing North Concrete As-built Sections Sheet: 4 of 4-t +Experimental Investigation of Capacity of Lap Splices of No.11 Reinforcing Bars Drawn by: BPR Checked by: SP Date: 04/04/20122 -122 Project: Tests to Determine the Behavior of Spliced #11 Bars As-built Dimensions v.1 (Rev. 04/04/2012) Specimen: 'Sheet ilof 2 Formwork As-built Dimensions 4 I5 Signature Signature I 1 2 I 2 3 I--I-I SOUTH-i)I NORTH[ " ' I6 5 4 _h;--Section A-A 2 Spa. @3, 3,.F A[[j A L B KD LELF*For section B-B through F-F see Sheet 3 of 3 Series A Series A Formwork As-builts Sheet: I of 3 Experimental Investigation of Drawn by: BP R Checked by: SP Capacity of Lap Splices of No.I 11 Reinforcing Bars jDate: 04/04/2012 2 -124 REDACTED VERSION _D_ 2 I I 3 --i SOUTH ql I H------ 2 3 I NORTH I "

I I_ 6+'--- 5 4 .I-Section A-A 2 Spa. @3, 3 F A A K BKc KLEU*For section B-B through F-F see Sheet 3 of 3 Series B Series B Formwork As-builts Sheet: 2 of 3 PURDUE UNIVERSITY Experimental Investigation of Drawn by: BPR Cekdb: S Capacity of Lap Splices of No. Ij R CekdbjS 11 Reinforcing Bars Date: 04/04/2012 2 -125 REDACTED VERSION i= ~8 7 3 Section C-C, D-D, & E-E*Facing North Section B-B & F-F*Facing North Drawing: Formwork As-built Sections Sheet: 3 of 3 EL , ABOA ITORY Project: EprmnaIneigtoofDwnb:BPR Checked by: SP IPURDUE UNIVERSITYCaatyfaplesfo 11 Reinforcing Bars Date: 04/04/2012 2 -126 REDACTED VERSION

P-age Z2I1 0o" 1 114 Project: Tests to Determine the Behavior of Spliced #11 Bars Appendix 2-casting Uata and As-~uiIt uimensions Casting Documentation v.1 (Rev. 03/30/2012) Specimen:. Sheet Ilof 1 General Information Date JDisp Ticket Num Truck No. JTime on Ticket JTime of Arrival Temp. in Lab [ 1I3'.o I :os,>i1 :7o°j Measurements made upon arrival of concrete Slump (ASTM C143 -b0a) Air Content (ASTM C231 -10)Time 1 Result 1 Time 1 Result 1 S/N of Air Meter rJ2. 37' "i HL3o76 Time 2 Result 2 Time 2 Result 2 S/N of Scale Unit Weight (ASTM C138 -l0b) _______________ Time 1 Wt. of Cont.1 Total Wt. 1 Wt. of Conc.1 Result 1 Wt. of Conc./Vol. of Cont.Time 2 Wt. of Cont.2 Total Wt. 2 Wt. of Conc.2 Result2 = Wt. of Conc./Vol. of Cont.Times of actions during and after casting Layer 1 vibration Layer 2 vibration Top surface struck Truck Departing Layer 1 placed Layer 2 placed cmlt f complete conpeeofLab Lifting Inserts Covered with Plastic removed Covered with Burlap doused Covered with Placed plastic burlap with water plastic 42, ,,_ __ Reoddb igaueDt ~ Time Rhecored by Signature Date Time Checked by Signature Date Time ;*The following ASTM standards and specifications will be followed during casting: C172-10, C192-07, C470-09 2 -127 REDACTED VERSION

Hugs 2WZ Otl 114 Appendilx 2 -Casting iata and As-UIiut uLimensians 'v)'.-. 30 r<u ck D rive r 1982 1076 Load Size Mix Code 5.75 CYDS 1008 User Returned Disp Ticket Numi 1859311 Qty Mix Ticket ID 0 Age Seq D Time Date 13:50 4/30/12 Load ID 1436 Mterlial STONE-8 STOqE-.4 CEMENT WAT-ER AIR Achial Load~Slumlp: Desig Ot 941] lb 629 lb 143"5 lb3 58lb 3fl.2 lb Requred 3585 lb 884 lb 3381 lb 861.8 lb 27.05 oz 8789 lb 3370lb t 852_1, l b%Vs"% M olune-n.74% 0.69% M-hi.27% 6.79%M-0.33%-1.13%4 Actual Wat SgI 3g1 ESgI 1021 I Num Batch'e 1 21554 lb Des1g g~W/'C. 05.58j Widedcemert n152 4.00 In WaterlInTrude

0. [lnb Adlr Wate.Desgn 2227 g ro lb/jrLoad TfhlmWat.Actual 176.5 gl ToAdd:-S.n lb I Cf E 46.2 ip 184 2 -125 REDACTED VERSION Rei To 0ox7048, Group #2 Derteloo, o o oo e v r Ticket _______In "aaols IN420r08ving~~dL

.W ~ I Inc[Plant #[.Ticket., Numbe4 Truck Load Size Mix I slump Use Date , , Customer I.Sold To ]Tax CodeI Driver Project No. [Order No.rDeliver Address P.O. Number Job NT- " "'SLoad QuantiW 1.. ibtal '.[Ordered (lu'antitt Product ,, Product Desc Unit Price Amount K .' ,,/Added At J Total Slm Meteral"'I:"'I -""-L yrner'e Request I I I I No. Gallons Redn I I I ISuttl-Tax On lob Time Fl-n ,. Pour Time ' : :...' Total ~ 2 PROPERTY DAMAGE RELEASE / WARNING -Irritating To The Skin and Eyes Dear Customer -The Seller is not responsible for slumps, strength or quality of concrete to which water or any other matenial has been added by the purchaser or at his request.The undersigned hereby authorizes Irving Materials, Inc. to use private property for making the delivery shown here on and assumes full responsiblity for any damage or kijury due to the premises.The undersigned agrees to reimburse said Company for loss of time and equipment by reason of such delivery and also to identify and save harmless said Company from any and all claims, demands and suits for or on account of or in any manner caused by or arising from private property delivery.The undersigned assumes responsibility for a suitable roadway from public highway to point of delivery and is responsible for any needed wrecker service charges as a result.SAFETY WARNING: K~eep away from children.-. Contairs Portland Cement. Irritating to the skin and eyes. Wear rubber boots, gloves and eye protection. Prolonged contact may cause bums. In case qt contac with skin or eyes, flush with water. If irritation persists, get medical attention. For additional information regarding the HAZARDS OF READY MIX CONCRETE, cOnsUlt the Material Data Safety Sheet (MSDS) available upon request.PRODUCT NOTICE: Seller will not be held responsible for the final appearance of exposed aggregate, integral coloring, stamped and decorative surfacing, and all other forms of architectural and design concrete.DEU VERY NOTICE: Seller assumes 9o responsibility for deliveries beyond the public right of way. Buy~er assumes responsibility for damages including but not limited to curb, sidewalk, driveway, or any property of the conttactor or property owner or agents. ."/ "i,)i Re ease, Load and Terms Accepted By. t , !, ., x .Z.. .. --. ./i Concrete-Sand -G,-.,e, -Sto.e "We're ProiaiOf Our Work" General, Office (317) 326-3101 K)0'0 Project: Tests to Determine the Behavior of Spliced #11 Bars Setup and As-built Dimensions v.1 (Rev. 04/04/ 2012)Specimen: Sheet 1 of 2 Concrete As-built Dimensions Section 12 3 4 .5 .67 .8 Plan -cLI -.(BecBrde by:__ Signatur Date_ Time _ __Rhecored by: Signature Date Time Checked by: SgaueDate Time Comments: Lo~cj C~iW N -- ¢¢J.- 110*Seeconceteas-biltdrawngs or imenionloc130n

See cncret as-bilt dawing for imenson/loation U 0 0 Project: Tests to Determine the Behavior of Spliced #11 Bars Setup and As-built Dimensions v.1 (Rev. 04/04/12012)

Specimen: Sheet 2 of 2 Concrete As-built Dimensions Key -Series A 4I 1 Concrete As-built Dimensions Key -Series B K) (22©1111111111 I T I I ~ I I ~I _______________________________ gf 111111111 I IIIIITETTI 1 SNORTH L VL~cLI r~i 4 tl-I-11111 7 So ~OAl -=4, PURDUE UNIVERSITY Behavior of Lap Splices of No. 11 Reinforcing.Bars 2 -132 REDACTED VERSION K)0 1 SOUTH SOUTH-I Top Plan 2 Spa. @3' ---60" Ea. =' ' 3'Profile*For section B-B through F-F see Set 3o NORTH NORTH 4 Bottom Plan Series A Concrete As-builts Sheet: 2 of 4 Experimental Investigation of Drawn by: BPR Checked by: SP Capacity of Lap Splices of No.11 Reinforcing Bars Date: 04/04/2012 2 -133 REDACTED VERSION K)U 0 I SOUTH-I I'I- 2 Top Plan 2 Spa. @3'- -39.5" Ea.--- 3'Profile*For section B-B through F-F see Sheet 3 of 3[- " NJORTH NORTH SOUTH-I-4 Bottom Plan Drawing: Series B Concrete As-builts Sheet: 3 of 4 ,' ]~LABORATO.RY Project: Experimental Investigation of Danb: BR Cekdb: S PURDUE UNIVERSITYCaaiyfpplcsfo 11 Reinforcing Bars Date: 04/04/2012 2 -134 REDACTED VERSION U 0 4 2 Section B-B, C-C, D-D, E-E & F-F*Facing North Concrete As-built Sections Sheet: 4 of 4 Experimental Investigation of Drawn by: BPR Checked by: SP Capacity of Lap Splices of No.11 Reinforcing Bars Date: 04/04/2012 2 -135 REDACTED VERSION (6&LI Project: Tests to Determine the Behavior-of Spliced #11 Bars As-built Dimensions v.1 (Rev. 04/04/2012) Specimen: Sheet l of 2 Formwork As-built Dimensions 4 5 166 q-I JG 3 3 9_3 t Signature Signature 1~~'~I -'K~~)L_;Project: Tests to Determine the Behavior of Spliced #11. Bars As-built Dimensions v.1 (Rev. 04/04/2012) Specimen: Sheet 2 of 2 Formwork As-built Dimensions Key -Series A 4. 5 U 0 0 4 1 2 I i I * , rI-3 1 SOUTH I I i m I .. .. ..I .... ..i I J l ,, ,, I NORTH I .; ,.,' 6 5 4 SeCtion A-A 2 Spa. @3,.3'.F A[[J A.B L~c A LD.KEU[F*For section B-B through F-F see Sheet 3 of 3 Series A~B W NDrawing: Series A Formwork As-builts Sheet: 1 of3 VAB RA O Y Project: Experimental Investigation of Drawn by: BPR Checked by: SP P gR UE UN i E.RiS IY ,Capacity of Lap Splices of No.' ""11 Reinforcing Bars .Date: 04/04/2012 2 -138 REDACTED VERSION U©" 1 t77~" ....... .. .-SOUTH I I NORTH., ... ..: ,~6 I 4-.---5 Section A-A 4 .2 Spa. @3,-3'.F A I.!I A LB Lo K K*For section B-B through F-F see Sheet 3 of 3 Series B'i Drawing: Series B Formwork As-builts Sheet: 2 of 3 SLA ORATRY Project: Experimental Investigation of Drawn by: BPR Checked by: SP P U .D EU N V ER:ST YCapacity of Lap Splices of No.11 Reinforcing Bars Date: 04/04/2012 2 -139 REDACTED VERSION U 0 U___ ,__ I. 1 *6 4 5 V , il" 2 7 6 4 7 5 1--.3 1-dll '"A -3.L I Section C-C, D-D, & E-E*Facing North Section B-B & F-F*Facing North , Drawing: Formwork As-built Sections Sheet: 3 of 3BR O y. Project: Experimental Investigation of Drawn by: BPR Checked by: SP P URD UE UN IV E.RSITY ... CapacityofLap:.Splices of No.11 Reinforcing Bairs ...- Date: 04/04/2012 2 -140 REDACTED VERSION

I-sage iJub ot 1114 Project: Tests to Determine the Behavior of Spliced #11 Bars Appendix I -Lasting UsIa and As-~uIIt Uimensions Casting Documentation v.1 (Rev. 03/30/2012) Specimen: -Sheet 1 of 1 General Information Date Disp Ticket Num Truck No. Time on Ticket Time of Arrival Temp. in Lab______ __5_____ /l(', q IZ-o5 I'i 0 II Measurements made upon arrival of concrete Slump (ASTM C143 -10a) Air Content (ASTM C231 -10)Time 1 .Result 1 Time 1 Result 1 S/N of Air Meter Time 2 Result 2 Time 2 Result 2 S/N of Scale Unit Weight (ASTM C138 -l0b) ________________ Time 1 Wt. of Cont.1 Total Wt. 1 Wt. of Conc.1 Result 1 = Wt. of Conc./Vol. of Cont._ _ _ _Time 2 Wt. of Con~t, 2 Total Wt. 2 Wt. of Conc.2 Result2 = Wt. of Conc./Vol. of Cont.221 _____ ~Ow (~q~/~z Times of actions during and after casting Lae lcd Layer 1 vibration Lae lcd Layer 2 vibration Top surface struck Truck Departing complete complete off Lab Lifting Inserts Covered with Plastic removed Covered with Burlap doused Covered withplastic burlap with water "plastic-.j OlO'.Crt Lo'osV't" O., Recorded by Signature Date Time Checked __bySignature Date Time~~by , Signature Date Time Comnments*The following ASTM standards and specifications will be followed during casting: C172-10, C192-07, C470-09 2 -141 REDACTED VERSION

p'age 3iUb OT 1114 Apedx-asigUtanAsui umnin AppenrllX Z -Uata and As-Built Ulmenslons 'truck Driver User Disp Ticket Nu.m Ticket ID Trime I 1q82 11076 us er 1859313 13;27 14 : 4/ Size Mix Code Returned Q'ty Mix AgeJ Seq Load i. 5 CYDS 10208 D 1437 laterial Desi qn Qt t Required Batched % Var % Moisture Actual Wit 3TONE-8 940 lb 5454 lb 5480 lb -0.98% 0.90% N 6 gi 3TaNE-4 620 lb 3586 lb 3560 lb -8.74% 0.60% N 3 gi 3AND-23 1435 lb 8884 lb 8800 lb -8.85% 6.70% N 66 gl INENT 588 lb 3381 lb 3375 lb -0.18%JATER 383.2 lb 1235.5 lb 1226.8 lb -8.77% 146.9 gl.88 /C 27.85 oz 27.88 oz * -8.18%Ictual Nun Batches: 1.oad Total: 22363 lb Desert 0.558 W~ater/Cesent 8.551 T Desi gn 1 Actual 221.4 gl l1uup: 4.88 in Water in iruck: 8.8 lb Adjust Water: 8.8 lb / Load Trio Water: 8.8 lb/ CYD a .t'~.'D To Add: 1.3 gl 2~-j3--5 2 -142 REDACTED VERSION tit-uu- =J-L-UUU 1 -UUU I-'age JtUl Q ,.Z 114 Appendhx 2-=Lasting Uji ndl As$p~t Ulmensions Rei o 0 o 74,Gop# elver Ticket Indianapolis, IN 46207-7048 FI,., sI~qtdIq d imi lrvlng Materials, Inc Splan$,# T'n~ke1Number Truck Load Size Mix SlSump Iuse Date, ,,Customer 2 1859S V.: 193 I 25,....' .-'.OB q IF@ EST 04i30-"12 l ISold To Tax Code! Driver Project No. Order No.r NG ci:i [D " i, [Att0Ml ii'l FOUG P.r'H-EA3.,iJ .. .8, rDeliver Address P0R. Number l:'!OlwEM 'i:TiI LElH3(IFRUIG i TRJf.Th R~Ei Job TRUCV RELEAtSE7 BPIAN ILoad Quantiv Total Ordered QuantitI Product Code Product Desclrjption Unit Price Amount 5. '- ;.t, 5 15 11 1-7. ~ ¢ PURDUE EXPE iMIE TAL 8.3.00 511.75:...,1i' -6.9 -Krtinte t. :f Fe' i 1, 50 Subtotal Tax Total 523. .--: ' :J 0 ';- PROPER'Y1DAMAGE-R /t Iritating To The Skin and Eyes_Dear Customer -The Seller is not responsible for slumps, strength or quality of concrete to which water or any other material has been added by the purchaser or at his request.The undersoigned hereby authorizes lr~ng Materials, Inc. to use private property for making the delivery shown here on and assumes full responsibilty for any damage or injury due to the premises.The undersigned agrees to reimburse said Company for loss of time and equipment by reason of such delivery and also to identify and save harmless said Company from any and all claims, demaod.,s for or on account of or in any manner caused by or arising from private property delivery.The is esponsibility for a suitable roadway from public highway to paint of delivery and is responsible for any needed wrecker service charges as a result.SAFETY WARNINtG: _CQIItwns Portland Cement, Irritating to the skin and eyes. Wear rubber boots, gloves and eye protedtidn. Prolonged contact may cause bums. In ca of ccftact~with skin or thoroughly with water. If irritation persists, get medical attention. For additional information regarding the HAZARDS OF READY MIX CONCRETE, consult the Material Data Safety Sheet (MSDS) available upon request.PRODUCT NOTICE: Seller will not be held responsible for the final appearance of exposed aggregate, integral coloring, stamped and decorative surfacing, and all other forms of architectural and design concrete.DELIVERY NOTICE: Seller assumes no responsibility for deliveries beyond the public right of way. Buyer assumes responsibility for dan)ages including but not limited to curb, sidewalk, driveway, or any property of th~ contractorjor property owner or agents. " ... '/ /,"'NOTICE: MY SIGNATURE BELOW INblCATES THAT I HAVE READ THE SAFETY AND HEALTH wARNING NOTICE AND ACCEPTANCE OF THE LOAD. 'Release, Load and Terms Accepted By: ,- ,,-x , ; .. ..:'...Concrete -Sand- Gravel -Stone "We're ProudOf Our Work" General Office (1)3630 Project: Tests to Determine the Behavior of Spliced #11 Bars Setup and As-built Dimensions v.1 (Rev. 04/04/2012) Specimen: i:- O)Sheet 1 of 2 Concrete As-built Dimensions 4 5 3Lf ~~L(Signature Signature Project: Tests to Determine the Behavior of Spliced #11 Bars Setup and As-built Dimensions v.1 (Rev. 04/04/2012) Specimen: Sheet 2 of 2 Concrete As-built Dimensions Key -.Series A 4 5 Nj q I i, I I .I ..,-I I~1 I I I I I I I I I NORTH~I III I I £1; II.~. ..I I I I* l 4 .....,4" _9 *g* 4 * ~. 4 4 4 4 4 J'!9-+/--"/1 f1I LI L ." "'-", Specimen Behavior of Lap Splices of No. 11 Reinforcing Bars 2 -146 REDACTED VERSION l Ill I i I" i i I i = I i i .I I SOUTH SOUTH I Top Plan ,~2 Spa. @Profile**For section B-B through F-F see Sheet 3 of 3 S3 -!NORTH NORTH 4 Bottom Plan" Drawing: Series A Concrete As-builts Sheet: 2 of 4 1~ORAOR Project: Experimental Investigation of Drawn by: BPR Checked by: SP P UR U EU NIV of Lap Splices of No.-11 Reinforcing Bars Date: 04104/2012 2 -147 REDACTED VERSION I-I i l I I T .SOUTH I d J r I I r Top Plan 2 Spa. @rBCrDR F Profile**For section B-B through F-F see Sheet 3 of 3 I"3 -7j NJORTH SOUTHI INORTH 4 Bottom Plan SJ, -WNDrawing: Series B Concrete As-builts Sheet: 3 of 4 I A ORATORY Project: Experimental Investigation of Drawn by: BPR Checked by:! SPCapacity of Lap Splices of No.1 31 Reinforcing Bars Date: 04/04/2012 2 -148 REDACTED VERSION rI 2 Section B-B, C-C, D-D, E-E & F-F*Facing North ,,J.O/FNDrawing: Concrete As-built Sections Sheet: 4 of 4 BORATORY Project: Experimental Investigation of Drawn by: BPR Checked by: SP of Lap Splices of No.11 Reinforcing Bars Date: 04/04/2012 2 -149 REDACTED VERSION 0 J3-3 Project: Tests to Determine the Behavior of Spliced #11 Bars As-built Dimensions v.1 (Rev. 04/04/2012) Specimen: Sheet 1 of 2 Formwork As-built Dimensions 4 15 Signature Signature U 0 0 yg~5 Project: Tests to Determine the Behavior of Spliced #11. Bars As-built Dimensions v.1*(Rev. 04/04/2012) Specimen:* Sheet 2 of 2 Formwork As-built Dimensions Key -Series A 4 5 14' -6" Formwork As-built Dimensions Key -Series B 0J 0 4 1 I 2 I I I SOUTH i i , r l , I , , , ,, J, I I I , i i ' ., ,, I NORTH i ,, ..I- 6 5 4 4 Section A-A 2 Spa. @3, 3, F A A , ,, ,, , KB Lc KD L E L F*For section B-Bthrough F-Fsee Sheet 3of 3 Series A Drawing: Series A Formwork As-builts)UE. U NIVE.RSiTY Experimental Investigation of Capacity of Lap Splices of No.11 Reinforcing Bars 2 -152 REDACTED VERSION 0 Ub SOUTH!I 3 " , , , , ,: , I I NORTH'" , ,, , , * ,, , l , ,, I T 6 5 -4 4 Section A-A 2 Spa. @3, 31 F A tL J A LoBLCL L L*For section B-Bthrough F-Fsee Sheet 3of 3 Series B Drawing:, Series B Formwork As-builts Experimental Investigation of Capacity of Lap Splices of No.11 Reinforcing Bars 2- 153 REDACTED VERSION

l-age ot 1114Apni LainUtandS-U1 imnon Appen01x Z -Casting Uata and As-Butlt Ulmenslons Project: Tests to Determine the Behavior of Spliced #11 Bars Castngra Dnoumenationv. Specimen: Sheet 1lof 1 General Information 3 Date Disp Ticket Num Truck No. lime on Ticket Time of Arrival Temp. in Lab Measurements made upon arrival of concrete Slump (ASTM C143 -10a) Air Content (ASTM C231 -10)Time 1 Result 1 Time 1 Result 1 S/N of Air Meter Time 2 Result 2 Time 2 Result 2 S/N of Scale Unit Weight (ASTM C138 -l0b) _______________ Time 1 Wt. of Cont.1 Total Wt. 1 Wt. of Conc.1 Result 1 = Wt. of Conc./Vol. of Cont.Time 2 Wt. of Cont.2 Total Wt. 2 Wt. of Conc.2 Result2 = Wt. of Conc./Vol. of Cont.Times of actions during and after casting Lae lcd Layer 1 vibration Lae lcd Layer 2 vibration Top surface struck Truck Departing complete _________ complete off Lab Lifting Inserts Covered with Plastic removed Covered with Burlap doused ,Covered with Placed plastic burlap with water plastic Recorded by Signature Date Time CheckedbySignatureD3t 2T him Checked by Signature Date Time Comments:, .*The following ASTM standards and specifications will be followed during casting: C172-10, C192-07, C470-09/- Iu't REDACTED VERSION

I-age iml or 1114 Apedx-asigaaanA-uitiesin Appenrllx 2 -Casting Data and Dimensions Truck Driv~er User Di sp Tick~et Numn Tic~ke't ID Ti me Date1 395 user 18F59314. 0 15:30 4/30/12 frid Si:ie Mix< Code Returned Qty 9 Mi,< Age Seq Load IDCYDS 1008 D 1438 STNE8ateria! Desi 55 Required Ib Batched 50I -.% 98 atr 90 % Moisture actual6 Wat g 5"TONE-4 620 lb 3586 lb 3560 lb -8.74% 8.60% N 3 gl BAND-23 1435 lb 8884 lb 8780 lb -8.27% 6.70% N 66 gi588 lb 3381 lb 3380 lb -0,03%RAlTER lb 1235.5 lb 1230,0 lb -8.45% 147.4 gi RIR .80 /C 27.85 oz 27.58 oz

1,67%, Alctual Num Batches: 1 Loa Toal: 2232 l Deiqn8.58 WterCemnt

.55 T esi~n 22. ~lActual 221.8 gl To add: 0.9 gI Slump' 4.88 in Water in Thuck: 8.8 lb Adjust W4ater: 8.8 lb / Load rmWtr 8.8 lbl CYD 9 2 -155 REDACTED VERSION. Rei o:e.Bo 08 Gopv2r e ry Ticke- im i Indianapolis, IN 46207-7048 Irsiug Materials, Inc IPlant # Iicket Number Truck ] Load Size Mix Slump Use Date Customer... S7,:: OO TEST ...7,:. Isold To Tax Codel Driver IProject NO. 1Order No.CArIF -LrtFm'FTTEi ? UIrH'M-? In JflE -yrOA n9 11[Delivery Address P0R. Number B ,.C-, , "PtIQ1 F. l F'EE FS _,C'.[i..4-Job tRUICK RELF.T:iSE PR iflH SLoad Quantit Total Ordered Quantit [Product Code Product Descri tion [ Unit Price Amount 5,75 17. 1IZ1I8 PURDU~lE ETXPEPII1EUThL .... / .(.: * ~,,.- :, .-7,7 11.5 Added AtI Total Sl$ump Meter I jI I/ sr' Request No. Gallons Reading II ISubtotal i--i LTax i/ " '-:.P ROERTY RELEASE / -Irritatlng Toil'he&Sld~nnd Eyes*Dear Customer -The Seller is niot responslt~le for slumps, strength or quality of concrete to which water or any other material added by the purchaser or at his request.The undersigned hereby authorizes Irving Matenials, Inc. to use private property for makrig th deivr shw her on an asue ful rep ht fo an daag or ra du to th prrse.The undersigned agrees to reimburse said Company for loss of time and equipment by reason of such delivery and also to identify and save harmless said Company from any' and all claims, demands and suits for or on account of or in any manner caused by or arising from private property delivery.The undersigned assumes a suitable roadway from public highway to point of delivery and is responsible for any needed wrecker service charges as a result.SAFETY WARNIItIG: Keep aw~Ty from chi~ldren-Contains Portland Cement. Irritating to the skin and eyes. Wear rubber boots, gloves and eye protection. Prolonged contact may cause bums.. In case of contact with' skin or e~res. flush thoroughly with water. If irritation persists, get medical attention. For additional information regarding the HAZARDS OF READY MIX CONCRETE, 4consflt the Material Data Safety Sheet (MSDS) available upon request." PRODUCT NOTICE: Seller will not be held responsible for the final appearance of exposed aggregate, integral coloring, stamped and decoraitive surfacing, and all other forms of architectural and design concrete ..." i DEU VERY NOTICE: Seller ass mes'tio resposibility for deliveries beyond the public right of way. Buyer assumes responsibility for damages including but not limited to curb, sidewalk, driveway, or any property of the contractor or property owner or agents.NOTICE: MY SIGNATURE BELOW INDICATES THAT i HAVE READ THE SAFETY AND HEALTH WARNING NOTICE AND ACCEPTANCE OF THE LOAD.Rlelease. Load and Terms Accepted By: / # '"______111 llI/U tll! Illl 111 f/iIll tilI tI/I ilt i / I Ill Co)ncrete -Sand -Gravel -Stone "We're ProudsOf Our Work" Genera offic (317) 32-3101 IJLt~flI*~I4 ~ra~4Ul'J U 0 Spcie: ©-Sheet 1 of 2 Project: Tests to Determine the Behavior of Spliced #11 Bars Setup and As-built Dimensions v.1 (Rev. 04/04/2012) Concrete As-built Dimensions Section 12 3 4 '5678 B-B 17 -9" 30- 1 i(" 17" %"/j _______ _______ ___"_C-c 17-'1¢'II l -" %o-o " l3 o" V E-E 17-U4.," F-F 17- "4f." -o". II 7-'Recorded by: Signature Date Time VA'1_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _I Checked by: Signature Date Time Checked by: Signature Date Time Comments:*See concrete as-built drawings for dimension locations 2 -157 Project: Tests to Determine the Behavior of Spliced #11 Bars 0 0 Setup and As-built Dimensions v.1 (Rev. 04/04/2012) Specimen:. Sheet 2 of 2 Concrete As-built Dimensions Key -Series A 4I 1 5 I9 0 (J I 4441144444] -INORTH t I I I I I I I I I ~I ff III I I I I I I I 111111111 I,="+_ ..-

1 11 11II Loo.A.-I-"L2 -" -- -5 0 W NSpecimen

-* Sheet: IL of 4+LAS RATORYI Behavior of Lap Splices of No. 11 Drawn by: Checked by:VM.PURDUE. U.NIVERSITYI Reinforcing Bars Date: 2 -159 REDACTED VERSION 0 I..1*l SOUTH 2I Top Plan 2 Spa. @3'. ' 60" Ea. 3-- : ' '-KBLC I .D LELF C Profile**For section B-B through F-F see Sheet 3 of 3 NORTH SOUTH NORTH I.4*1 Bottom Plan Series A Concrete As-builts R D-UE U NIVE R.SIT Y Experimental Investigation of Capacity of Lap Splices of No.11 Reinforcing Bars 2 -160 REDACTED VERSION U-©&i 1 i i 1 ,- I SOUTH NORTH Top Plan 2 Spa.~ 3"-÷39.5" Ea.-- -3 DF KLc LDL F Profile*For section B-B through F-F see Sheet 3 of 3.3 __,3 SOUTH NOT 4 SOUTI-Bottom Plan f T Series B Concrete As-builts Sheet: of 4 Experimental Investigation of Drawn by: BPR Checked by: ISP Capacity of Lap Splices of No. _ _11 Reinforcing Bars JDate: 04/04/2012 2 -161 REDACTED VERSION U f i i I 4 2 Section B-B, C-C, D-D, E-E & F-F*Facing North Concrete As-built Sections Sheet: of 4 Experimental Investigation of Drawn by: BPR Checked by: SP Capacity of Lap Splices of No.11 Reinforcing Bars Date: 04/04/2012 2 -162 REDACTED VERSION 0 0 0 Project: Tests to Determine the Behavior of Spliced #11. Bars As-built Dimensions v.1 (Rev. 04/04/2012) Specimen: Sheet ilof 2 Formwork As-built Dimensions Section 1 23 4S678 B-B __ 7}o _% _t -_D-D --S 11 o c__ _ __Chce b:znaueDate Time C'hecked by: /L-Signature Date Time Comments:*See formwork as-built drawings for dimension locations 2 -163 U©(Q Project: Tests to Determine the Behavior of Spliced #11 Bars As-built Dimensions v.1 (Rev. 04/04/2012) Specimen 1: Sheet 2 of 2 Formwork As-built Dimensions Key -Series A 4 5 10'-0"l Formwork As-built Dimensions Key -Series B i ;i I0 U I 4 7 5 7 6 1-r try-3 3 I'n-Section C-C, D-D, & E-E*Facing North Section B-B & F-F*Facing North , Drawing: Formwork As-built Sections Sheet: 3 of 3~L 5 R TORY Project: Experimental Investigation of Drawn by: BPR Checked by: SP P URDUgE. UNI-VE RSITY Capacity of Lap Splices of No."11 Reinforcing Bars Date: 04/04/2012 2 -165 REDACTED VERSION 0 0©I f --i 2 I--I 3 "1 SOUTH al i D I I I a I i i II I i i I II' " ' I I NORTH' ' '

I , , , I , , , J i , ., i r ....', ' I I-. 6 5 1 _Section A-A 2 Spa. @3, 3 F F A L j A KBL~c L D KLE **For section B-B through F-F see Sheet 3 of 3 Series A Series A Formwork As-buiits Sheet: 1 of 3 Experimental Investigation of Drawn by: BPR Checked by: SP Capacity of Lap Splices of No.11 Reinforcing Bars Date: 04/04/2012 2 -166 REDACTED VERSION U'- 1!I 2 .'i...SOUTH! , , , ! i ,, I,, I NORTH i ,T ., ' ,: .,r .I 5-A1 4 -A!Section A-A 2 Spa. @3, 3, F A It J A L B Lc LDLLF* For section B-B through F-F see Sheet 3 of 3 Series B Drawing: Series B Formwork As-builts I I I Experimental Investigation of Capacity of Lap Splices of No, 11 Rei~nforcing Bars 2 -167 REDACTED VERSION