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SDP200800086 Calculations Final Site Plan and Comps. 2009-11-23
wL\I%uTIMwu° ria/011.1 BRIDGE SOLUTIONS INC. LOAD RATING CALCULATIONS WILLOW GLEN CHARLOTTESVILLE, VIRGINIA 42'-0" Span x 11 '-0" Rise CON/SPAN® Computer Programs Used: FHWA — C.A.N.D.E. (Culvert ANalysis and DEsign) Basis of Capacity Analysis: Load Factor Number of Pages: 7 Stamped by: Philip A Creamer, P.E. PROVIDER: CONTECH CPI ri(0/14 CONTECH CPI Project #52152 DATE: May 11 , 2009 foPHILIP ry, ALAN 5 < CREAMER " Lic. No.45345 O�� ` ZONAL ©2006 CON/SPAN Bridge Systems ' DESIGN CALCULATIONS INDEX TO PRINTOUT DESCRIPTION PAGE Controlling Member Rating Summary Executive Summary ii Load Rating Analysis Definitions & Equations 1 Unit Cross Section 2 Load Rating Analysis Summary of Calculations for H20-44 3 Load Rating Analysis Summary of Calculations for LL Single Truck 4 Load Rating Analysis Summary of Calculations for LL Semi Truck 5 Load Rating Analysis Summary of Calculations for 90,000lb Blanket 6 Load Rating Analysis Summary of Calculations for 115,000lb Blanket 7 VI jul 1 ti' , yr . PHILIP 7. ALAN y CREAMER Rte. Willow Glen Lic. No. 45345 �� Over N.A. • 0 County: Albemale SiONALV � Str. No. N.A. • ,,,� ,_ Method: Load Factor Design Rated by: JDR Checked by: PAC P.E. Seal POSTING RATING-VIRGINIA'S LEGAL LOADS (at 90% Yield) At inventory— Single Unit 58.7 Tons-Controlling member Arch Unit At operating— Single Unit 101.3 Tons-Controlling member Arch Unit At inventory—Truck & Semi-trailer 78.8 Tons-Controlling member Arch Unit At operating—Truck & Semi-trailer 132.9 Tons-Controlling member Arch Unit NBIS RATINGS At inventory— HS20 58.1 Tons-Controlling member Arch Unit At operating — HS20 96.2 Tons-Controlling member Arch Unit (the rating is the gross tonnage on a HS20 vehicle) BLANKET PERMIT RATING (at operating) 90,000lb 112.5 Tons-Controlling member Arch Unit 115,000lb 129.8 Tons-Controlling member Arch Unit i Executive Summary The following calculation package includes the inventory and operating load ratings of the 42'-0" Span by 11'-0" Rise CON/SPAN®culvert. The FHWA CANDE-89 finite program, final release May 2001, was used to calculate the load ratings. These ratings are based on the load factor design for five specific rating vehicles: • HS20-44 • Legal Load-Single Unit Truck • Legal Load Semi-Trailer • 90,000lb Blanket Permit Vehicle • 115,0001b Blanket Permit Vehicle The axle loads and spacings were furnished by the Virginia Department of Transportation (VDOT). Several load configurations were analyzed to compute the governing Load Rating Factors. The following pages include the governing cases, per specific rating vehicles, for positive moment, negative moment and shear. The results of the Load Rating for the vehicles are as followed: • HS20-44, IRF = 1.6 • Legal Load-Single Unit Truck, IRF =2.2 • Legal Load Semi-Trailer, IRF = 2.0 • 90,000lb Blanket Permit Vehicle, ORF = 2.5 • 115,000lb Blanket Permit Vehicle, ORF = 2.3 l`yCrTIIPIMPAPA.I NOTES: 3100 R•ser.T 8hd. 0 1901 PO Bar 20298 1.Minimum 28-Day Concrete oa 99 Ohio 454200266 Compressive Strength shall be (sm 526-3999 6000 psi. Offices 2 Overlap Length shall be Dayton,OH (937)254-2233 measured fax(937)254-836.5 from last crosswire. chanarte NC (704)548-8420 3.Dimensions shown are for farm Sacramento.CA (916)787-8701 system EC. Albany,NY (518)371-2871 4.Minimum yield strength for 44'-4 Out to Out welded wire fabric sha8 be CON/SPAN®is a 65,000 Psi patented system and the - 5.Reinforcing shall be limited to a maximum of three layers of furnishing of this drawing reinforcing(WWF or bars)per does not constitute an 20'-O 3.0. area(Ala+Aib or A3a+A3b express or implied rat a. shall not have more than three layers total). license. Unit is symmetric 6.All edges of precast to have a about centerline 12' 3/4•chamfer A. ova Bin. 17;9• 7.Spacing of longitudinal 4 p reinforcement must be a 12. maximum of 8'o.c.For multiple N,,, oyes. e:s• of mesh.onytheouter O ayer(Ara or A3a)must itit / 607aximum of 8"o.c. 0 O cn 31'-0' Al \ 2 ^ N M a A O b i a 4'S; — s Aibti RSA �A3a Y O B� q m 2 Lu A2-7 II 41 O 1" 2'ca. 'S� I (ryP) Q.1 (Hp.) Cr3 a 42'-0'Span 1'-2' 2 Q PRECAST UNIT REINFORCEMENT z s CD Cr W (7 J M O W Weight of Required Reinforcement=363.1 Ibs/ft y Sheet Circumferential Longitudinal Mesh Size Length Circumferential Longitudinal no. Area Req'd Area Req'd (f) Area Supld Area Supl'd W O (in2/tt) (inWt) (inn1R) (inN?) LE 1 A1a=084 013 31,0" rt ......CC 2 A2=0.48 0.13 13.-5" 3 A3a=0.60 0.13 20'-9" • Des. By. Job No. 4 A3b=0 36 16'-9' 5 A4=0.48 0 13 20'-0• JDR 52152 Drawn By Sheet No. 6 A5=0.24 0.13 7'-10' JDR 7 Chk ABy 6/6 8 l Dote: Design Loading:HS204 '-0 4 Cover=2 "min.16,0'max. 1/29/09 LOAD RATING ANALYSIS PROJECT NAME: WILLOW GLEN CON/SPAN REF: 52152 DATE: 12-May-09 BY: JDR DEFINITIONS O.R.F. = Operating Rating Factor I.R.F. = Inventory Rating Factor fy = Yield Stress of Steel 65 ksi (welded wire fabric) 60 ksi (plain rebar) fg(DL) = Dead Load Stress on Steel (from CANDE output) fs(LL+q = Live Load + Impact Stress on Steel (from CANDE output) = Reduction Factor (from AASHTO 17.8.5.6) 0.95 (COMBINED FLEXURE & THRUST) 0.90 (SHEAR) v. = Nominal Shear Strength (from AASHTO equ. 8-49 for<2'-0" cover, from sect. 8.16.6.7 for>2'-0" cover) vox) = Dead Load Shear Stress (from CANDE output) V(LL+m) = Live Load + Impact Shear Stress (from CANDE output) EQUATIONS USED IN SPREADSHEET O.R.F. = (4)-1.3D)/(1.3L) I.R.F. = (4-1.3D)/(1.3*1.67L) Where: D = fspo/fy or v(DL)/vC L = fs(LL+i/fy or v(LL+I)/vc INPUT PARAMETERS Span = 42 fy (ksi) = 65 Rise = 11 fc (psi) = 6000 High Cover = 6'-0" vc (psi) = 209.14 Low Cover = 2'-0" vc (psi) = 139.4 Page 1 52152 SUMMARY SHEET HS20 WILLOW GLEN OPERATING INVENTORY TOTAL FACTORED LOAD FACTORED LOAD LIVE REDUCTION STRESSES STRESSES O.R.F. OPERATING I.R.F. INVENTORY DESCRIPTION LOAD FACTOR Steel Stress-ksi Steel Stress-ksi RATING RATING TONNAGE 4) Shear-psi Shear-psi (TONS) (TONS) DL+LL+I DL ONLY DL+LL+I DL ONLY HS20 6'-0"Cover 3 0.95 _ = 33.0 4.1 147.9 2.3 84.1 pos.moment HS20 6'-0"Cover 0.95 38.5 2.7 96 2 1.6 58.1 neg.moment HS20 6'-0"Cover 15 0.90 c, ., 9.5 148, 119.5 3.9 98.7 2.4 58.8 shear Therefore,the Inventory Rating Factor is 1.6 Page 3 52152 SUMMARY SHEET SINGLE UNIT TRUCK WILLOW GLEN OPERATING INVENTORY TOTAL FACTORED LOAD FACTORED LOAD LIVE REDUCTION STRESSES STRESSES O.R.F. OPERATING I.R.F. INVENTORY DESCRIPTION LOAD FACTOR Steel Stress-ksi Steel Stress-ksi RATING RATING TONNAGE $ Shear-psi Shear-psi (TONS) (TONS) DL+LL+I DL ONLY DL+LL+I DL ONLY S.U.Truck 6'-0"Cover 0.95 - 33.0 4.7 127.3 2.7 73.2 pos.moment S.U.Truck 6'-0"Cover 0.95 38.5 3.8 101.3 2 2 58.7 neg.moment S.U.Truck 6'-0"Cover ._ 0.90 132.0 119.5 5.5 148.5 3.4 91 0 shear Therefore,the Inventory Rating Factor is 2.2 Page 4 52152 SUMMARY SHEET TRUCK AND SEMI TRAILER I WILLOW GLEN OPERATING INVENTORY TOTAL FACTORED LOAD FACTORED LOAD LIVE REDUCTION STRESSES STRESSES O.R.F. OPERATING I.R.F. INVENTORY DESCRIPTION LOAD FACTOR Steel Stress-ksi Steel Stress-ksi RATING RATING TONNAGE () Shear-psi Shear-psi (TONS) (TONS) DL+LL+I DL ONLY DL+LL+I DL ONLY Truck&Semi Trailer 6'-0"Cover - 4.4 176.9 2.5 99 1 pos.moment Truck&Semi Trailer 6'-0"Cover 38.5 5U.:i 3.3 132.9 2 0 78.8 neg.moment Truck&Semi Trailer 6'-0"Cover -_ _ 133.1 119.5 141.9 119.5 5 1 202 1 3.1 122.7 shear Therefore,the Inventory Rating Factor is 2.0 Page 5 52152 SUMMARY SHEET 90000 LB BLANKET WILLOW GLEN OPERATING INVENTORY TOTAL FACTORED LOAD FACTORED LOAD LIVE REDUCTION STRESSES STRESSES O.R.F. OPERATING I.R.F. INVENTORY DESCRIPTION LOAD FACTOR Steel Stress-ksi Steel Stress-ksi RATING RATING TONNAGE W Shear-psi Shear-psi (TONS) (TONS) DL+LL+1 DL ONLY DL+LL+1 DL ONLY 90K Blanket 6'-0"Cover 0.95 33.0 48.7 33.0 3.3 150.4 1.8 82.4 pos.moment 90K Blanket 6'-0"Cover 45 0.95 - 38.5 53.5 38.5 2.5 112.5 1.6 69.8 neg.moment 90K Blanket 6'-0"Cover 0.90 136.7 119.5 148.0 119.5 4.0 179.8 2.4 108.5 shear Therefore,the Inventory Rating Factor is 1.6 Page 6 i 52152 SUMMARY SHEET 115000 LB BLANKET WILLOW GLEN OPERATING INVENTORY TOTAL FACTORED LOAD FACTORED LOAD LIVE REDUCTION STRESSES STRESSES O.R.F. OPERATING I.R.F. INVENTORY DESCRIPTION LOAD FACTOR Steel Stress-ksi Steel Stress-ksi RATING RATING TONNAGE yh Shear-psi Shear-psi (TONS) (TONS) DL+LL+I DL ONLY DL+LL+I DL ONLY 115K Blanket 8'-0"Cover c, 3.1 177.8 1.7 97.2 pos.moment 115K Blanket 6'-0"Cover - __ s8-5 2.3 129.8 1.4 79.6 neg.moment 115K Blanket 6'-0"Cover 5 3.6 204 8 2.2 125 5 shear Therefore,the Inventory Rating Factor is 1.4 Page RATIONAL METHOD WORKSHEET Ih•�i�ncr 1c,1 Watershed ID: Conspan Crossing Drainage Area: 41.56 Acres c-factor: 0.53 (see worksheet) tc: 25.12 mins. (see worksheet) _ Q(2): 57.45 cfs Q(10): 77.49 cfs Q(50): 95.22 cfs Time of Concentration Worksheet Weighted c-factor Worksheet Overland Flow Time Cover Type Area c Source: Seelye Chart as modified in VDOT Drainage Manual (Fig. Developed steep slopes 1,90 0.75 1.5.1.1 on Page 1-13E) Undeveloped Area 15.03 0.30 Notes. Airport Perimeter 24.63 0.65 1) Length of overtand flow always <= 200 It 2) Calculate a separate Tc for each ground cover condition along the flow path c-factor = 0.53 200.00 Enter Length of Strip (ft) Sample "C" values: 1.00 Enter Slope (% or ft/100ft) 0.22 Dense grass 0.90 Enter Rational Method "C" value 0.28 Average grass 0.36 Poor grass 5.55 Result Tc (minutes) 0.48 Bare soil 0.90 Pavement Shallow Concentrated Flow Time Source SCS Velocity Graph as published in Virginia Erosion and Sediment Control Handbook. Third Edition (Plate 5-2 on Page V-12) Notes. 1) Not intended for well-defined channels - see channel flow calculation 2) Calculate a separate Tc for each ground cover condition along the flow path 2370.00 Enter Length of Flow (ft) 3.00 Enter Slope (% or ft1100ft) 14.19 Result Tc (minutes) IF UNPAVED 11.09 Result Tc (minutes) IF PAVED Channel Flow Time Source: Klrpich Chart as modified in VDOT Drainage Manual (Fig. 1.5.1.2 on Page 1-14) Notes: 1) For small drainage basins. 2) For concrete channels. use 0.2'Tc 830.00 Enter Length of Flow (Il) 32.00 Enter Height of most remote point along flow path above outlet 5.05 Result Tc (minutes) Pipe Flow Time Assumes 7 5 Ills velocity in pipe 150.00 Enter Length of Flow in Pipe (it) 0.33 Result Tc (minutes) Rainfall Intensity (Albemarle County, Virginia) Return Duration I Intensity Period (mins.) I (in/hr) 2 251 2.6 5 251 3.1 10 25.1 3.5 25 25.1 4.0 50 25.1 4.3 100 25.1 4.8 Intensities derived from NOAA Atlas-14 Rainfall Precipitation Frequency Data l .. r c_ UID / ------------ -- I�KER �N1 R(RTE. 606) 6' I I I I Y I / I I i r r � ' I I I I i -F /_OF 1►__ 10000 -�'oe �I /}r � . k t ( 3 �n i ` co ♦ r; CONSeA �• ram._ � - D.A. 41.56 Acre rE / - - j - ♦ x - / -0 HSt - DR RAGE --,�,,"". AREA MATS-- t. 25.12 a m n ft11i1 r I TS G0 95.22 cfs Cr _ .. _-- -- .1r .__.. .._ -__.-__' _ „ t - I l "� ��. - -� ; DRAINAGE AREA LIMITS W C - NIAF ion illZ Cif ' s sr, •c ,s I j 1 W _. IL ! t . PATH - eANILLOW GLEN�" �; m r - r I Air O r, r r ��� r r �� r r rrrw. r s � '�i A✓ �� r r r�� r r ��. ��~- >•�u: �-i � r �i � •�•�•.+' 1; DICKERSON ROAD (RTE. 606}" it JAGS LIMITS aluffelm r "r, � th PATH IL) f) ' LJ 65 i 65 1 ,,1 � 1 � 1 1 1 1 11 1 1 1 lo.l 1 1 > 1, 1� r9 1 t A 1 �f 1 1 %k 11 t1 0 50' 100, 200' 400, TEIXD% IXD% A CONCEPTS, P.C. CIVIL ENGINEERS LANDSCAPE ARCHITECT'S 224 COURT SQUARE CHARLOTTESVILLE, VIRGINIA 22902 PI -I. 434-295-4005 FAX 434-295-2103 U r11an .Franklin x Lic. No. 35326 W Sl0NAL G W Steven W. Edwards Ccrt. No. 0931 SCALE: V" =100' ISSUED: 05-27-08 DRAWN BY: AGF SDP: 2007- 0065 REVISIONS: 1. 08-29-08, ACSA COMMENTS 2. 10-15-08, ACSA/COUNT'/VDOT COMMENTS All rights reserved. No part of the material protected by this copyright (plans, ideas, designs, sections or details expressed on these plans) may be reproduced, changed or utilized In any form or by any means, electronic or mechanical, Including photocopying, scanning, or by any other means of retrieval system without written permission from Terra Concepts, P.C_ Also, these plans may not be assigned to a third party without first written authorization of Terra Concepts, P.C. © TERRA CONCEPTS, P_C_ SHEET OF 62 . _..... WILLOW GLEN CHARLOTTE'SV/LLE V/RG/N/A NOTES " _ GENERAL NOTES: --N 92' 1.This bridge has been designed for general site _ 46'-28' 46'-e- conditions The project engineer shall be responsible for the structure's suitability to the existing site conditions and for the hydraulic evaluation— 1 including scour and confirmation of soil conditions. DESIGN DATA / 2.Prior to construction,contractor must verify all BridgeDesign Loading: -------------Units.HS20-44 — C elevations shown through the engineer. Headwalls:Earth Pressure Only Wngwalls:Earth Pressure Only \ 3.Only CONTECH Bridge Solutions Inc. the CON/SPAN®approved precaster in Virginia Design Fill Height:2•-0-min.to 6'-0'max. may provide the structure designed in accordance with from top of crown to top of pavement. I _ these plans. Design Method.Load factor per AASHTO Specification o \ Net allowable soil bearing pressure. 10000 PSF' 4.The use of another precast structure with the design Gross allowable soil bearing pressure:10000 PSF* assumptions used for the CON/SPAN®structure may - — - — - — — FLow(Z lead to serious design errors.Use of any other 'Foundation excavation and subgrade preparation shall be — — Structure �V precast structure with this design and drawings voids in accordance with the geotechnical report for this project ‘ any certification of this design and warranty. prepared by Gooch Engineering&Testing,Inc.dated 7/20/2008 and addendum letter dated 7/22/2009 CONTECH Bridge Solutions Inc.assumes no liability for design of any alternate or similar type structures. `MATERIALS C 5.Alternate structures may be considered,provided that Precast units shall be constructed and installed \ signed and sealed design drawings(and calculations) in accordance with CON/SPAN®Specifications. are submitted to the engineer 2 weeks prior to the Concrete for Footings shall have a minimum F —\\ bid date for review and approval. compressive strength of 4000 psi.Reinforcing ' steel for footings shall conform to ASTM A615 II 6.Proposed alternates to a CON/SPANS Bridge System or A996-Grade 60. o must submit at least two(2)independently verified n full scale load tests that confirm the proposed design methodology of the three sided/arch structure(s) T H The proposed alternate,upon satisfactory confirmation �► OF V 11 of design methodology,may be considered an acceptable LOCATION PLAN alternate nor ro sca e 1/4 9:4"1 O �4' 7.On-site geotechnical engineer of record to provide post installation • PHILII' report certifying bearing condition,foundation preparation backfill / 0 ALAN CREAMER material gradation and compaction. Lic. No.45345 6 Company CONTECH Product ��O NOTICEt� 111 07n09,The design and inbreeds.sham on the S PrgecY Sbns G a the propel oaewr.ergieer and oo byC /\��/i\ITCA�Jb coN SPAN" �NOTT FORR CONSTRON Y: S�`IO V Bridge Solutions Inc.NoW'1 d bus dewing may be used,reproduced, 4 : ra'� v 1�� or modified n y rn.mer without the prior w,imen a lbonzebon or BRIDGE SYSTEMS CONTECH Bldg.Solutions Inc.My such use,reproduction,or 3 �'.,, ` • +` = - ' Lbsyr�ed D' Dale Draw. moCtl'ubnnddw dyeing adone et the users own risk 2 10/2809 ADDED NOTE 97 JDR BRIDGE SOLUTIONS INC. WILLOW GLEN JDR SMS 5/11/2009 if dtsaepancies between the supplied inbnn.tgn and actual field I 7128,2009 REVISED FOUNDATION PAC rondsiolisi are encountered as see work progresses,these MnepancNsChecked hpo*ed .bb no Sheet No. must w reported b CONTECH Bridge S004'o a Inc:nmeaat.rr for level: Dare: oesa phon. ey. 9025 Centre Pointe Drive Suite 400 West Chester,Ohio 45069 ren soaYm `M .iedonne esisdlWsio4tion'Idnamp" REVISIONS 800-526-3999 513-645-7000 513-645-7993 FAX CHARLOTTESVILLE, VIRGINIA PAC PAC 52152 CT1 of CT9 09,0brdes4si bated mONTECH iadgelio supplied by Deets .1. I\ ,,,,O ,N T S�o- y° ,o �♦ 9, S. 4111.4G S, 92 44" O 'e0kQ0mS. 14-42'-0'Span x 11'-0"Rrse x 5'-112j"Long6' ,, Q O. 2-42'0"Span x 11'-0'Rise x 4'-2"Long A �, m 0 Precast Concrete Bridge Units y /L�\T. �\ , k, m Plus 15 Joints @ a"t per Joint / 70, `i� , �� 1. Detail ®® Detail €094/ii, a 4'-2" AA '-‘: ',... 70, ''I b __ cn O 28.E 7,0" / - - - ------- - Elm �. 9 ep,„ o'! --- N i Detail0 .?...viio . co / N ad IlkStructure-- ___—_ — _—_— _---_ ____- _—____--___—__--_ -- _—_— _—_ - - FL�\1— � lJ IIII 11-0" 1_0. Detached Headwall DetachedJ-1eadwall ea N al Cover all Wingwall Joints with 11111 2'-0"wide strip of Filter Fabnc v, Detail Cn i ;- _=_ = = ► � d� a� i''''')' Q *' s� �/ AMR\ \ ti� T Detail Detail •• o �`Aim ‘41C�7 ` o ®® \ e c y> /� Cover all comers with 2'-0" �, ',• ec wide strip of Filter Fabnc I `s• , o L. \ 4 DI -0, I Vo N .. Illiii O ii-..�e C 0 24"x 24"Doghouse y' Blockout for sto idrain BRIDGE PLAN 6, i • 0 2' 5' 10 3 . /`7e 'a. ILTI3O • V r-o, .p '• is G1 "�Q ' ,� PHILIP x ALAN -4'0 Perforated Backfill Drain supplied with Wingwall CREAMERLic.No.45345 I 14 NOTE 6 Company CONTECN Product Project State. 01009,The mWIIam.�nneacnsro.na,maaawinvua9 as S A \I/ �TCA�e CON SPAN' APPROVAL ONLY: O SSIQ . ' -- rvioe to dte propct o.na hi reer end mnira.or by CONTECN \ oriJge',toddled in tic-Al part dens the prior mar DB authorization ut Trim tion of 9 / : = ��� SYSTEMS NOT FOR CONSTRUCTION l�j ormodmadw,any nnrer.aiInnrndysumamaroaui s.Iionor ' , .,lla+_ CONTECH BSdge S^a4'rs Inc.Any such use.repreduciion,o, 3 - .' ' . �_= = (enigma Drawn Dab Orean. modification d this drearily u done eiMe weds Dan risA. 2 10/2E39 NO CHANGES THIS SHEET JDR BRIDGE SOLUTIONS INC. WILLOW GLEN JDR SMS 5/11/2009 f discrepanoea banner,INe,upPlrad mbmmaeln and°.foal field 1 7202009 NO CHANGES ON THIS SHEET -PAC conditions are encountered CON as sits work pro•resese nen disdrepan.ia' 9025 Centre Pointe Drive Suite 400 West Chester,Ohio 45069 Checked APPoo ed to No Sheet No. /� '{Q mew be reported a CONTECH Bridge Solutions Inc.snnriaely tw Level: D.I.: Desoipbon: Ry PAC PAC 52152 v�� •`� emuaion d t e design.CONTECH Bridpa Solution In..ep.epta of b'`m ya megnseseeon:ao awamaeons�a»eeyanns REVISIONS 800-526-3999 513-645-7000 513-645-7993 FAX CHARLOTTESVILLE, VIRGINIA A 2`6+ w`i in _ A Elev.528.00(typ.) Y 113A ry Iui r n Structure Limits Ata StrUCfure—_ — — ___— — —___ _ _ _ _—___—_ - _ _____—_—_—_—___—___—__ FL�\�— ® lJ A' Structure Limits A CPO, t. 2pi n m 7I 0 /17 CO ^ Y 108. Aill II. A A L FOUNDATION PLAN 11I 1I 1 V 0 2' S' e • LTIi0 i ti Note.' Lap(3'-0)#6 Longitudinal Bars in W ingwall i O f and Bridge Footings to make continuous ,� �C zs, n t70 PHILIP 7e tfJ ALAN CREAMER • Lic. No. 45345 `'� moncE 6 Carman), CONTECH Product: Project Status O 'Stv ozoo9,The desgnand k,bmadm.,lermon6wdrawr5ieomaHedas 6 I/ v CON SPAN" APPROVAL ONLY: 4 a service to Me proed owner engineer and contractor by CONTECH — Aa klITCALII® NOT FOR CONSTRUCTION .(� 1 Bridge sdwiana Inc.No pad of Me drawing hey a used.reProd.ad, e a �L-r� BRIDGE SYSTEMS -•v�'In r a,odr d in any manner without Si.prior*O&M authorization of 1 I - ua:ynad as n Da.D sew. '- N L f-' CONTECH Bridge Solutions Inc.Any such we,reproduction,a 3 ., ' ■ ier` • modYrXen of this dewing eclone at the user's own risk • 2 10/2809 NO CHANGES THIS SHEET JDR BRIDGE SOLUTIONS INC. WILLOW GLEN JDR SMS 5/11/2009 Mdioaapancles between Me euppled mbnmetion and a0val frets I 7/281009 REVISED FOUNDATION PAC nondelons an encountered as site worts progresses,these discrepancies Checked Mound MO Ate. Sheer No. must be reported lo CONTECH Bridge Sdulions Inc immediately ter Level' Dale Desuipbm. By. ' 9025 Centre Pointe Drive Suite 400 West Chester,Ohio 45069 'o' on s.no information REVISIONS 800-526-3999 513-645-7000 513-645-7993 FAX CHARLOTTESVILLE, VIRGINIA PAC PAC 52152 CT3 of CT9 Inside face of Precast Bridge unit S 42'-0•Span k. OS 3" r 1 3: See Typical Bridge Unit • Grout Detail on this sheet : 1 2 Precast Bndge Unit oE: t,—, r+ 4-#6 Top&Bottom o c A Detail 0 mwrA ffi TipReinforcing A [Flow Line not shown ._ ff for clarity DETAIL Lean Concrete fill down to 410 w _ 6"Min. 10,000 psf bearing materials as . r r a• — per onsite geotechnical engineer ,� \``````"` ;`` of record recommendations If SECTION depth fi exceeds on' please 0 2' 4' 8' flIl see alteto rnaa te designsheet CT4A and contact CONTECH. 1 Wingwall Wingwall Anchor I—I c Grout to top Inside Face of OPrecast Bridge Unit %/ 7 of Keyway \`fl 111 Wingwall Grout Footing BACKSIDE OF FOOTING Note. Fill entire keyway including nominal 1"void between bottom of keyway and bottom of Notes. • Minimum 1"Grout under wingwall leg&anchor stem. precast bridge unit leg with grout. • Area between wingwall footing and wingwall anchor TYPICAL BRIDGE UNIT GROUT DETAIL shall be routed solid before backfill. • FORM BACKSIDE OF FOOTING TO DIMENSIONS o SHOWN ON FOUNDATION PLAN. not to scale 7 Precast TYPICAL WING WALL GROUT DETAIL i? Wingwall not to scale g 7'-02"max. Primer Compatible 4121 Weephole with Joint Wrap Primer Compatible Fill lifting insert pocket with grout, � Type B,C,D or E with Joint Wrap finishing flush Wingwall Anchor Top of Precast 9"Square piece of —— —— Backfill per Bridge Unit Seal Wrap or Top of Precast 9"Square piece of SealWrap o ( OQ CON/SPAN® M" EZ-Wrap Rubber Bridge Unit or EZ-Wrap RubberCN I�I i § a C� I g• Specifications 1r I I �f 1 _ f........—See Typical Wingwall Mr l� _,_ _ Grout Detail on this sheet a I, a Grout Lift hole plug Lift hole Precast Lifting insert Precast Bridge Unit, I�` /I lMe OF y L_•— 3 4 Ties-#6 Top&Bottom A Bndge Unit Headwall or Wingwall 1111 115 a Lean Concrete fill down to LIFTING HOLES LIFTING INSERTS ' • G'� •���,, PHILIP 7a _ 10,000 psf bearing materials as • ,.1 2 6 ofrrecordrecom reical engineer commendations.s.# TYPICAL LIFT POINT SEALING DETAIL ALAN SEC ION CREAMER depth of fill exceeds 6'-0"please not to scale q 1' 2' i see alternate design on sheet Lic. No.45345 CT4A and contact CONTECH. 4 6 Company CONTECH Product Prised Status.: s� 02 NOTICE czrvice The the pro n.,mines engineran msaawnga CONTdas w, Aw,• (APPROVAL ONON se`� b the prgect owner,engineer and contractor by CONTECH 5 A��i%_\�TCA V B O•Y SYSTEMS�Y NOT FOR CONSTRUCTION J vl 1 � a,b;e Mc.No pert piths draw maybe used,reproduced, t r to • OVAL or modified in any manner without the prior written authodzaoon of CONTECH Bridge Solutions Inc.Any such use,reproduction,or 3 ����\` 1 `�r� Da09 ad Doan, Date Drawn. moer�riowameaawiaga done er the wena,ew d.�. 2 10/2e09 NO CHANGES THIS SHEET JDR BRIDGE SOLUTIONS INC. WILLOW GLEN JDR SMS 5/11/2009 If discrepanoFas beheeen tM sup064 Ydomubon and aauel rieb 1 7282009 REVISED FOUNDATION PAC wrshewons are encountered site wort progresses•these discrepancies Checked hc'prorod Job No. Sheet No. most be regaled b CONTECH Bridge solutions Inc.immediately ediatery tor Level Date: Desaiption By, 9025 Centre Pointe Drive Suite 400 West Chester,Ohio 45069 re-evaluation based sighted by s. REVISIONS 800-526-3999 513-645-7000 513-645-7993 FAX CHARLOTTESVILLE, VIRGINIA PAC PAC 52152 CT4 of CT9 • 1'_°- ..4... M - II it o . ro it; E 42'-0"Span Precast Bridge Unit a rY y •l k' O Detail wrah F Precast Reinforci g �——'—_ __ [Flow Line not shown .777 \ Wingwall a r for clarity m A\\;", m 7'-01'max. O . O O 4"0 Weeper Type B,C,D or E CV __- Wingwall Anchor e- J - Backfill per • SECTION • a B r 0 �CON/SPAN® ,r_ 0 2' 4' 8 el i' C�7 `` 9" Specifications I • t • See Typical Wingwall _� '__-lc __ Grout Detail on this sheet d Grout I O. ) I.° , I 12--2-I N 2-c1r. I ° ° #6@4'o.c. \ (typ) i. ° 1 Inside face of L °d 1 N Precast Bridge unit #6 @ 4"o.c. ° ° Each Face m o I, °1. J 5' 5- o d I #6 1'-0'o c Wingwall Wingwall Anchor y 3" 1'-2' 3' ° 14 l Each Face See Typical Bridge Unit o t 5 /^ Grout Detail on this sheet ro ° I .6 z i O �— I2- .1 1'f �� #6@v-0-oc.— 1-7 lir 2"clr 1n °d 5'-0' °2.6• Q 6' 1'0' I I Wingwall Grout (tyR) I6° ° I a Footing h ° r- #6 @ 4"o c -. U ° ° U #7 x 7'-6"@ 2'-0"o.c. BACKSIDE OF FOOTING 1 ° a Each Face 1i"x*Keyway I d ,, Ir P—rd T—T .— —a Notes: #6 @ 1'-0.o.c. d • Minimum 1-Grout under wrngwall leg&anchor stem. ° a c Each Face o 'Id ° I #7 x 7'-6'@ 6'o.c. . Area between wngwall footing and wngwall anchor o a, I • I `� J ° shall be grouted solid before backfill. of r d a ° 1 H o ,.`a—` �s—1'—� ° II • FORM BACKSIDE OF FOOTING TO DIMENSIONS / #6 @ 4'o.c. ° 8-#6 Top&Bottom SHOWN ON FOUNDATION PLAN. ° t, '`°" I I ti 8'-0" TYPICAL WINGWALL GROUT DETAIL q o Irk Inside Face of not to scale I ° I Grout to top Precast Bridge Unit 4-0 2-6' U 1'0" of Keyway SECTION I @ 1 1 I 1i'x SZ'Keyway I ° d I \ 0 2' 4' Note: €0 1 I —.-°-4-.—.* 01 -—1 ,, These details are for an I ° ° ' I #7 x 7-0"@ 9•o.c. Note: alternate design if the bottom of l ��. H iv ,, ° d Fill entire keyway including nominal 1"void �` .�_J° — betw�'(i bottom of keyway and bottom of footing elevation is greater than ; \l yl: prerMi`bndge unit leg with grout 6'-0"to sound rock bearing. f 0 .j, 1.i 7-#6 Top&Bottom These should be coordinated 7`6" TYPICAL BRIDGE UNIT GROUT DETAIL with CONTECH to coordinate ` a PHILIP DETAIL 41, not to scale location that these will be used C...) ALAN y 0 1' 2' 4' and transition from footing / CREAMER details on sheet 4. Lic. No. 45345 4 NOTICE 8 Company CONTECNP,odud Project Maws APPROVAL ONLY: ' o , he rig aminformationsnownonnade»as spmwadas 5 /����L_\ITCAV cone sP�• p C3 1440 a the prgeNt owner,79...neer aria cantractor, by CONTECN _ BRIDGE SYSTEMS NOT FOR CONSTRUCTION �� enege saaA+he ao.No pd ortlhe eraw;ng may m used,eproduced. a 110 i v ©YAL or modified In any manner without the prior written authorization or CONTECN Bridge SoNRions Inc.Any such use,reproduction.or 3 �'.►,`` Dasgred Omen Date Drawn'modification onwtNeaaw e done a Me sown w 2 BRIDGE SOLUTIONS INC. WILLOW GLEN JDR SMS 5/11/2009 If discrepancies between the supplied information and actual held i oonmbons are encaaroredas sae Nora progresses,nose discrepancies9025 Centre Pointe Drive Suite 400 West Chester,Ohio 45069 Checked 'I°"'D,ed "bb No. Sheet ..e eh gien l t e CONTECN Bridge Scutum Inc.ons Inc.accepts for Level' Data: Description By. PAC PAC 52152 CT4A CT9 no Wilily for tleown design. E°n a by` s. REVISIONS 800-526-3999 513-645-7000 513-645-7993 FAX CHARLOTTESVILLE, VIRGINIA of 44.-0"Headwall 21'-118" 21'-118" 4"Elastomeric Joint I - / i / \ T/Headwall Elev.542.50 Wingwall Connection Plates \ I I �11� VDOT approved standard 1 n R n fT n n \ handrail HR-1 by others,typ ' \ I r.'I n n a•' 11 n r7 ' ��` \ I I CA l'A -Stormdrarn I e I �+ 011 I v R ? r7 0 1 , by others 1 1 I N 1 n Temporary Shoring n I \ I I / Precast arch unit *, ,:+, See Post Connection i'— 'T — m 3 -c+ -�Yi -`l, Detail on this sheet by others(typ.) �. 3 CI I I ` � ` J 0 \ 3 1 I 11 1 q Timber post or steel Gnllage by others I I 3 \ / Steel angle o I o i 11 10'-0" shore(typ.) 10•_0• I i? o 1 1 ��-o -Flow Line r I to o I 1 / Thru Bolt 1 1 11 11 1 Elev.526 82 ����,•____ 0 (tYP) I I I I I I T/Food i by t d._,.ft-,,`._,,— 4 `tea„, ;0 ... )- I 1 I I I -°i'I - T 1 -r I I (/ Elev.528 00 �' , v I ° J ,-(t*O�'-'0 I j Removable expansion Timber post or timber L1T�ch-:�t�L-.c__ of c i _ a ►!, anchor(Field Drill)(typ.) blocking cut to bear, o I I I I I I t o w/steel post shore N L I I J l— J. I J is, POST CONNECTION DETAIL 42'-0"Span Precast DOWNSTREAM END ELEVATION Headwall 0 2' 4' 8' Precast Arch Unit et Steel angle 44'-0"Headwall Removable expansion anchor(Field Drill) 21,11 r" 21'11 r" Timber post or timber 8 1 8 blocking cut to bear, Thru Bolt w/steel post shore 4'Elastomeric Joint ' Wingwall Connection P.e T/Headwall Elev.542.5011111i_..,���111"'II-' • HEADWALL SECTION I 1 `•' ri n n n �- rT n n 1 I— 1 iv ,LJ n R n n k•, n See Post Connection ,, i TEMPORARY SHORING DETAIL & SECTION c C1 Temporary Shoring n 'v , t , _ �I Detail on this sheet by others(typ.) 1 R `tJ r `.' _ I Timber post or steel ry — m :r m - Grillage by others -. ; o ". 10'-0" shore(tyP) 10'-0" I c 1 Flow Line o - o I I Elev.5295 ♦ I II oo Notes: 5 Zo II I/ \� jl 5 1. Install timber or steel posts tight against II y1 ‘+ II underside of precast arch unit pnor to A, J�J 1f T/Food 11 _ setting precast headwall units. 1 I ng I P'�- 4-,T- 2. Posts shall remain in place until backfill is _o, ` r Elev.528 00 It' 1 y—05 fi�l at least 1'-0 from top of structure. 0 1 1 I I I I I o N �,q I II -- 1 I I I _L— J 1 _ I J tl 3I"I 42.-0"Span 4 • UPSTREAM END ELEVATION H��` ; o 4D 2' 4' 8' M, 14(#- C PHILIP �, ,ALAN CREAMER `^, Lic. No.45345 �{[`�j.�- NOTICE 6 Company CONTECH Product pkyn:l Status. 4� APPROVAL ONLY: [yS e 2009,The dash,and irfomretoe show,on this dnwne a provided es • �1 cN, jc:71BRID SYSTEMS Sj toa senor. the proOct owner,engineer and contract by CONTECH S \ %\ITCAV NOT FOR CONSTRUCTION fw, G Solutions Inc.Nowd of drawing may be used,reproduced, 4 `�G \ _ Mir'ELM V �f■-E he prior waren authorization of .- _ CONor TECH Bridge Solutions Inc.in any manner without tAny such use,reproduction,or 3 �,.,,,• • �_� Desgnnd Dawn Deb Drawl' �+-� rrrodXtationd this drawing u done at the weft owl risk 2 10/i8473 A COED HAND RAIL Jon BRIDGE SOLUTIONS INC. JDR SMS 5/11/2009 X dlscrepencis0 bstwaen the awaked information and actual field 1 7R&2005 NO CHANGES ON THIS SHEET PAC WILLOW GLEN mustb°naantedtoCONTECa.wasSopeaasamexeparcea 9025CentrePointeDriveSuite400 West Chester,Ohio45069 checked rovn"ad Jab No. Sheet No. muss be reported to CONTECH 004ge Solutions Incc.a Inc. cc for Laval: Dale: Descliptbn By. nbwamonathsbased CONTECHBridpsbseaposebyothps REVISIONS 800-526-3999 513-645-7000 513-645-7993 FAX CHARLOTTESVILLE, VIRGINIA PAC PAC 52152 CT5 of CT9 re fatality for 0(0,.based on CONTECH acorn Solutions s,ypladfor008pi Precast Bridge Limits=92'-4q' Precast Wingwall Wingwall 1'-0"Detached 1'-0' Headwall(typ) ..a--— AI See Typical Joint Seal </VDetail Iffy Detail on this sheet (typ.between Units) Flow Line Li d_ i Elev.529.50 Flow Line lLi-ii 1 (// Elev.526.82 ,ridiii°i'i i 1 1 SECTION 0 2' 5' 10' 491 1'-0' 2'-9' , 9. Dayton/Richmond 14-Dia x 7 F-58 EC Insert 14"Dia.x 1'-6'Coil Rod Stainless w/Double Nut and Washer Spacing to be determined at Primer Compatible Shop Drawing stage with Joint Wrap i''x 1g'Butyl Rope ^^ Headwall Counterfoil H-1 Top of Precast 9'Wide Seal Wrap or m A i f� Bridge Unit EZ-Wrap Rubber c � o 10-11.11 Precast Headwall— i13'Dia.Hole J Grout solid after Precast Bridge Unit J installation of coil Rod 9w x 1'Butyl Rope, Precast Bridge Unit i' 2 y installed in field continuously between Precast Bridge Unit and Precast Headwall TYPICAL JOINT SEAL DETAIL not to scale till �I l�q DETAIL ® 0 1' 2' 4' P. - 6'4'.1..,... �� PHILIP 7, '•C. ALAN CREAMER • Lic. No. 45345 NOTICE 6 CompsY CONTECH product ProjectSteMs. Lj�, 02009.The desmand�s non.rownonasdr.».sapeowe� < ^�w, ww., APPROVALONLY:1 Q' 1 sere,,a die project owner,engineer and contractor by CONTECH 6 I�ILITIEALI® CCTV SPAN NOT FOR CONSTRUCTION J SS, Sf� Bridge uisd5nahrc No part of the draaine may be used nprodreed, 4 • 11..Z. -- ' — ���. BF�ILX,t SYSTEMS /1 ALE,` or modified in any manner without the prier written authorisation of ' ,'` ■ `__ _ Dest red Pawn Date Dean. CONTECH Bndge Solutions Inc.Any such use,reproduction.or 3 .. �. • modlicefion of this drawing is done&the ue^owl risk 2 IW26O9 ADDED HANDRAIL JDR BRIDGE SOLUTIONS INC. JDR SMS 5/11/2009 If dscmpancre's Eefeen m B supped nbmefon and SChbh eM 1 712E92009 NO CHANGES ON THIS SHEET PAC WILLOW GLEN conditions an encountered as Nte work peeresses,mesa Aurepwaies pec0ed Appnorcd Job No. Sheet No. meal be reported is CONTECH Bridge Solutions Inc immediately for Lever. Date: Desaipaon. Ry. 9025 Centre Pointe Drive Suite 400 West Chester,Ohio 45069 nharmay for of Me design.CONTECH information Solutions Inc.accepts. REVISIONS 800-526-3999 513-645-7000 513-645-7993 FAX CHARLOTTESVILLE, VIRGINIA PAC PAC 52152 CT6 of CT9 re aabaay ion of Me based on CONTECH nbmeen succeed I n. others. €8"Dayton/Richmond 1" Two Bolt preset anchor 42 Note q"Joint Note: T. Connection lee's(P-2) , for 1"0 x 3"bolts, C 8"Dayton/Richmond 6" itch "Join( Connection le's(P-2) must be positioned with ( pitch) 4 1'-0' must be positioned with Two Bolt preset anchor Po 1'x 14'x 10"Galv.!'/(P-2) small 0 holes toward for 1"0 x 6"Threaded Inside face of 8'Dayton/Richmond precast headwall small 0 holes toward Rod(2)with Double Nuts precast bridge unit 8"Dayton/Richmond Two Bolt tpreset anchor precast bridge unit Yt !�'Washer 4'x 4'x 12" Two Bolt preset anchor for 1'0 x 3"bolts, Galv.(PW-1) if Washer 4"x 4'x 1/2" for 1'0 x 6"Threaded (6'pitch) t Gaily.(PW-1) 1, w Rod(2)with Double Nufs �1(ii. I Q Precast "x 14"x 10"Galv.R(P-2) ems Wingwall mili Precast Headwall i" ,__- 0,-; • `, Precast N. Precast wv 1"x 14'x 10'Galy.1/'(P-1) Wingwall T. Precast Precast N Headwall 4#' R Washer 4"x 4'x 1/2' _ ''' Wingwall Wingwall ._ Galv.(PW-1) 1�:r 1"x 14'x 10"Galv.le(P-1) Note: v=p, Washer 4"x 4'x 1/2" 8'Dayton/Richmond Inside face of PW 1 R1• precast bndge unit 8"Dayton/Richmond ¢8'Dayton/Richmond Connection R's(P-1) � Galv.(PW-1) Two Bolt preset anchor q Joint for 1"0 x 6"Threaded Two Boltpreset anchor Two Boltpreset anchor must be positioned with 8"Dayton/Richmond for 1"0 x 6"Threaded for 1"0 x 3"bolts, Rod(2)with Double Nuts Yt small 0 holes toward Note: cco, Two Boltpreset anchor Rod(2)with Double Nuts 1"Joint (6'pitch) PW-1 q 1,_0• precast bndge unit Connection IQ's(P-1) for 1"0 x 3'bolts, must be positioned with (6'pitch) DETAIL @ Unit Leg 3a small 0 holes to precast headwallw recatheadwall ard DETAIL @ Headwall 3b DETAIL @ Headwall 4b DETAIL @ Unit Leg 4a o r 2• CT2 0 1' 2. CT2 ° i, 2 CT2 o r 2. CT2 PW-1 o• Q 8"Dayton/Richmond 42" Note: Two Bolt preset anchor 1" Note: Note: Connection R's(P-4) 1'0 x 3"bolts, �" 1'-0• q Joint PW-1 I ( ) Connection 2s(P-3) 1 O+ Connection R's(P 4) R Washer 4"x 4'x 12' must be positioned with (6"pitch) q Joint C 8"Dayton/Richmond must bepositioned o with �" must be positioned with Galv.(PW-1) small 0 holes toward C 8"Dayton/Richmond Two Bolt preset anchor small 0 holes toward R Washer 4"x 4"x 1/2' small 0 holes toward 1'x 14"x 10"Galv.R(P-4) precast bridge unit Inside face of Two Bolt preset anchor for 1"0 x 3'bolts, precast budge unit Galv.(PW-1) precast bridge and precast bridge unit for 1'0 x 6'Threaded (6"pitch) 1"x 14"x 10"Galt'.R(P-4) Rod(2)with Double Nuts 8'Dayton/Richmond Two Bolt preset anchor us Precast Precast for 1'0 x 6"Threaded Precast Wingwall Headwall Rod(2)with Double Nuts U Precast rn Wingwall Headwall / Precast Precast s , Wingwall e o ,,, '__ Wingwall 8"Dayton/Richmond Two Bolt presett anchor 1'x 14"x 10'Galv R(P-3) �."•� /r'� 2 8'Dayton/Richmond Two Bolt preset anchor for 1'0 x 6"Threaded iii 1"x 14'x 10'Galt'.R(P-3) Yt k Washer 4"x 4'x 12' I R Washer 4'x 4'x 12 Two Bolt preset anchor for 1-0 x 3"bolts, Rod(2)with Double Nuts Inside face of �.dr1, precast bndge unit 4'Joint for 1-0 x 6'Threaded (6"pitch) 1 r_0" q Joint Galv (PW-1) 2 4Z" Galv.(PW-1) Rod(2)with Double Nuts €8"Dayton/Richmond Note. Two Bolt preset anchor DETAIL @ Headwall 6b Connection Fes(P-3) for 1"0 x 3'bolts, DETAIL @ Unit Leg 6a DETAIL @ Unit Leg 5a must be positioned with DETAIL @Headwall 5b (6"pitch) CT2 0 2' CT2 o ,• 2• CT2 small 0 holes toward CT2 ° 2 precast budge unit ° r 2' 2,_4" 2" I 6" 1'-0" 6" 2" Precast Wingwall 7'0• I 4-1B'0 Holes II I I e"x 4"x 2'-4" C d g. I Galvanized R(P-6) I Itip 1'x 14'x 10'Galv.R(P-5) PW-1 %hry77 h1 s�� IQ Washer 4"x 4"x 12" Bndge End Unit hflPd I AFri Budge Interior Unit I) ! V C 8'DaytoNRichmond Galt' PW-1 ' Two Bolt preset anchor 4� ( ) 1 iiey_i • for 1"0 x 6"Threaded /: I Of Rod(2)with Double Nuts I 1 _14 AI+ Q� Precast �P Wingwall ¢8"Dayton/Richmond1'0 x 7'long Hilti Kwik Bolt II 1 l+ Two Bolt preset anchor expansion anchor or approved equal. r� Joint Install in field drilled holes w/minimum 'to. for 1'0 x*bolts,bolts, e 11.10 (6'pitch) 4}'embedment,as per manufacturers , PHILIP e. installation instructions(typ.) '• _ ALAN a CREAMER DETAIL ello DETAIL Lic.No.45345 o r z not to scale 10 w44- NOTICE 6 Company CONTECH Praire: Reject a..N 10Se�neon,.nng shown engineerdrtiOng is provided s w\I//,_,���u SPAN' Status. APPROVAL ORRCONSRON Y: "r NAL Bridge Saurian Mc.Noa ofN,drawing ayb.amd.nwada.d. 4or authorisation of r_� s C E �. CONTECH� Bridge Solutions die y such use.reproduction a 3 ,.,,,` ■ IIII�_INN =in any manner prior Ofteyred P'Twr Oeb Ore.n.' adaK.bnm drawingthis .dn..rh.a"ana» a. 2 /a�sos NO CHANGES THIS SHEET J°R BRIDGE SOLUTIONS INC. WILLOW GLEN JDR SMS 5/11/2009 If d'cvep.nc+aa heMeen Me wppAed in/ormabor,and a..I fiend I 7,2B'009 NO CHANGES ON THIS SHEET PAC conditions are ercanbred as site work proyreasea Maio dscrepv,aax Checked Approved Jab No. Sheet No. mug be reported b CONTECHBridga SdNioru Inc.ion edietely for Level Dale: Description. By. 9025 Centre Pointe Dnve Suite 400 West Chester,Ohio 45069 n'k I""or�a o1 TECH ,aW 4p by Oxus REVISIONS 800-526-3999 513-645-7000 513-645-7993 FAX CHARLOTTESVILLE, VIRGINIA PAC PAC 52152 CT7 of CT9 SPECIFICATIONS FOR MANUFACTURE AND INSTALLATION OF CON/SPAN® BRIDGE SYSTEMS 1. Description 4. Manufacture of Precast Elements strength is attained The concrete temperature at the time of reinforcement shall conform to the tolerances prescribed in the 8. Workmanship/Finish 1.1. Type This work shall consist of furnishing and constructing a Subject to the provisions of Section 5,below,the precast element application shall be within./-10 degrees F of the atmosphenc ASTM Specification for that type of reinforcement. The bridge units,wingwalls,and headwalls shall be substantially free of CON/SPANI@ bridge system in accordance with these specifications dimension and re vision meat details shall be as prescribed in the plan and temperature.All surfaces shall be kept moist prior to the 5.2 Wingwalls&Headwalls fractures. The ends of the bridge units shall be normal to the walls and and in reasonably close conformity with the lines,grades,design and shop drawings provided by the manufacturer application of the compounds and shall be damp when the 511 Wall Thickness-The wall thickness shall not vary from that centerline of the bridge section,within the limits of the variations given in dimensions shown on the plans or as established by the Engineer. In 4 1 Forms The forms used in manufacture shall be sufficiently rigid and compound is applied shown in the design by more than 1/2 inch. section 5,above,except where beveled ends am specified.The faces of situations where two or more specifications apply to this work,the most accurate to maintain the required precast element dimensions within 4.5.Storage,Handling 8 Delivery 52.2 Length/Height of Wall sections-The length and height of the the wingwalls and headwalls shall be parallel to each other,within the limits 4 5 1.Storagewall shall not vary from that shown in the design by more than of variations given in section 5,above.The surface of the precast elements stringent requirements shall govern. the permissible variations given in Section 5 of these specifications All 1.2.Designation Precast reinforced concrete CON/SPAN@ bridge units casting surfaces shall be of a smooth material. Precast concrete bridge elements shall be lifted and stored in 1/2 inch. shall be a smooth steel form or troweled surface Trapped air pockets manufactured in accordance with this specification shall be designated 4.2 Placement of Reinforcement as-cast"positron. 52.3.Position of Reinforcement-The maximum variation in the causing surface defects shall be considered as part of a smooth,steel form by span and rise. Precast reinforced concrete wingwalls and headwalls 4.2 1.Placement of Reinforcement in Precast Bridge Units-The cover Precast concrete headwall and wirgwall units are cast,stored and position of the reinforcement shall be t 1/2 inch. In no case finish manufactured in accordance with this specification shall be designated of concrete over the outside circumferential reinforcement shall shipped in a flat position shall the cover over the reinforcement be less than 1 1/2 inches. 9. Repairs by length,height,and deflection angle be 2 inches minimum.The cover of concrete over the inside The precast elements shall be stored in such a manner to 52.4.Size of Reinforcement-The permissible variation in diameter ofPrecast elements maybe repaired,if necessary,because of imperfections in 2. Design prevent cracking or damage Store elements using timber any reinforcing shall conform to the tolerances prescribed in the circumferential reinforcement shall be 1 1/2 inches minimum, manufacture or handling damage and will be acceptable if,in the opinion of g 2 1 Specifications The precast elements am designed in accordance with unless otherwise noted on the shop drawings.The clearsupports as appropriate The units shall not be moved until the ASTM Specification for that type of reinforcing. Steel area the purchaser,the repairs are sound,properly finished and cured,and the the"Standard Specifications for Highway Bridges'17th Edition, distance of the end circumferential wires shall not he ass than concrete compressive strength has reached a minimum of 2500 greater than that required shall not be cause for rejection repaired section conforms to the requirements of this specification adopted by the American Association of Stale Highway and one inch nor more than two inches from the ends of each psi,and they shall not be stored in an upright position 6. Testing/Inspection 10.Rejection Transportation Officials,2002.A minimum of one foot of cover above section Reinforcement shall be assembled utilizing single or 4.5.2 Handling 6.1 Testing Handlingdevices shall be permitted in each precast element forThe precast elements shall be subject to rejection on account of any of the the crown of the bridge units is required in the installed condition. multiple layers of welded wire fabric(not to exceed 3 layers), 6.1.1 Type to Test Specimen-Concrete compressivetsmade os or specification requirements. Individualprecast elements maybe rejected (Unless noted otherwise on the shop drawings and desiinstalled cod supplemented with a single layer of deformed billet-steel bars, the purpose of handling and seeing. be determined from compression tests made on cylinders or Pet when necessary.Welded Wire fabric shall be composed of Spreader beams maybe required for the lifting of precast cores. For cylinder testing,elements.a minimum of 3 cylinders shall be because of any of the following: accordingly) 10.1.Fractures or cracks passing through the wall,except fora single end concrete bridge elements to preclude damage from bending or taken for each lot of bridge (A lo(rs defined as the track that does not exceed one hal/the thickness of the wall. circumferential and longitudinal wires meeting the spacing 3. Materials torsion forces. precast elements made usingthe same concrete mix duringa requirements of 4.3,below,and shall contain sufficient e 102.Defects that indicate proportioning,mixing,and molding not in 3 1 Concrete The concrete for the precast elements shall be air-entrained 4.4 3.Delivery si le For core testing,one core shall be cut longitudinal wires extending through the bridge and to maintain n9 day'sproduction.) compliance with section 4 of theses ificatons. when installed in areas subject to freeze-thaw conditions,composed of Precast concrete elements must not be shipped until the concrete from each of 3 elements selected at random from each P Pec the shape and position of the reinforcement Longitudinal precast10.3.Honeycombed or open texture. Portland cement,fine and coarse aggregates,admixtures and water. has attained the sign d design compressive strength,or as group of 15 a fewer elements made usi a si le concrete mix distribution reinforcement may be welded wire fabric or 9 P 10 4.Damaged ends,where such damage would prevent making a Air-entrained concrete shall contain 6 3 2 percent an.The air- directed by the design Engineer in the same production Each lot shall be considered deformed billet-steel bars and shall meet the spacingday'ssatisfactory joint. entrainingadmixture shall conform to AASHTO M154 The minimum Precast concrete elements be unloaded andon the requirements of 4.3,below.The ends of the longitudinal may placed separately for the purpose of testr7g and acceptance. concrete compressive strength shall be as shown on the shop ground at the site until installed Store elements using timber 6 1.2. Cinders shall be made and tested as 11.Marking drawl distribution reinforcement shall be not more than 3 inches and CompressionTesting- N rings. supports as appropriate the ASTM C 39 S cation.Cores shall be Each bridge unit shall be clearly marked by waterproof paint.The following not less than 1 1/2 inches from the ends of the bridge unit. prescribedby Specification. 3.1 1 Portland Cement-Shall conform to the requirements of ASTM 4.6.Quality Assurance The Precaster shall demonstrate adherence to the obtained and tested for compressive strength in accordance with shall be shown on the inside of the vertical leg of the bridge secllon 4.2.2.Bending of Reinforcement for Precast Bridge Units-The outside Specifications C150-Type 1,Type II,or Type III cement. and inside circumferential reinforcing steel for the comers of the stardark set forth in the Quality Control Manual. The the provisions of the ASTM C42 Specification. Bridge Span X Bridge Rise 3.1.2 Coarse Aggregate-Shall consist of stone having a maximum Precaster shall meet eitherr Section 4.7.1 or 4.7.2 Date of Manufacture size of 1 inch.Aggregate shall meet requirements for ASTM bridge shall be bent to such an angle that is approximately4 6 1.Certification: The Precaster shall be certified by the 6 1.3.Acceptability of Cytrnder Tests-When the average compressive Name or trademark of the manufacturer equal to the configuration of the brdge's outside comerstrength of all cylinders tested is equal to or greater than the C33 Precast/Prestressed Concrete Institute Plant Certification Program design compressive strength,and not more than 10%of the 4.2.3.Placement of Reinforcement for Precast Wingwalls and g P 3 13 Water Reducing Admixture-The manufacturer may submit,for or the mprior National Precast Concrete Association's Plant Centificelion cylinders tested have a compressive strength less than the Headwalls-The cover of concrete over the longitudinal and tP n9 approval by the Engineer,a water-reducing admixture for the Program prior to and during production of the products covered design concrete strength,and no c finder tested has a u of increasingworkabilityand reducingthe water ransverse reinforcement shall be 2 inches minimum The clear bythis specification. gr P rposedistance from the end of each precast element to the end of compressive strength less than 80%of the design compressive requirement for the concrete. 4 6.2.Qualifications,Testing and Inspection strength,then the lot shall be accepted When the compressive reinforcing steel shall not be less than%inch nor more than 3 9P P 3 14 Calcium Chloride-The addition to the mix of calcium chloride 4 6.2 1 The Precaster shall have been in the business of strength of the cylinders tested does not conform to these or admixtures containingcalcium chloride will not be permitted inches.Reinforcement shall be assembled utilizing a single layern9 Y of welded wire fabric,ore single layer of deformed billet-steel producing precast concrete products similar to those acceptance criteria,the acceptability of the lot may be 3 1.5 Mixture The aggregates,cement and water shall be specified for a minimum of three years. He shall determined as described in section 6.1.4,below bars.Welded wire fabric shall be composed of transverse and proportioned and mixed in a batch mixer to produce a maintain a permanent ality control department or retain 6 1.4 Acceptabilityheo/Core Tests-The compressive strength of the longitudinal wires meeting the spacing requirements of 4.3, P homogeneous concrete meeting the strength requirements of an independent testing agency on a continuing basis. concrete in a lot is acceptable when the core test this specification The proportion of Portland cement in me below,and shall contain sufficient longitudinal wires extending The agencyshall issue areport,certified bya licensedD ' P� through the element to maintain the shape and position of the strength is equal to or greater than the design concrete strength. mixture shall not be less than 564 pounds(6 sacks)per cubic reinforcement. Longitudinal reinforcement may be welded wire engineer,detailing the ability of the Precaster to produce When the compressive strength of a core tested rs less than the yard of concrete. quality products consistent with industry standards design concrete strength,the precast element from which that 3.2 Steel Reinforcement labia or deformed billet-steel bars and shall meet the spacing 4 6.2.2 The Precaster shall show that the followingtests are g requirements of 4.3,below. core was taken may be re-cored. When the compressive 3.2.1. The minimum steel yield strength shall be 60,000 psi,unless performed in accordance with the ASTM standards strength oftbe re-core isequaleto orgreater than the design 4 3.Laps,Welds,Spacing n9g otherwise noted on the shop drawings indicated. Tests shall be performed d as indicated in concrete strength,the compressive strength of the concrete in 4 3 1 Laps,Welds,and Spacing for Precast Bridge Units-Tension 9 P n9 3.2.2.All reinforcing steel for the precast elements shall be fabricated Section 6 of these specifications. that lot is acceptable. splices in the circumferential reinforcement shall be made by P and placed in accordance with the detailed shop drawings 4 6.2.2.1 Air Content C231 or C173 6.14 1 When the compressive astrength, of anyrecore is less lapping.Laps maybe tack welded together for assembly P strength submitted by the manufacturer purposes For smooth welded wire fabric,the overlap shall 4.6.2.2.2. Compressive Strength. C31,C39,C497 than the design concrete strength,the precast element 3.2 3 Reinforcement shall consist of welded wire fabric conforming to 4 6.2.3.The Banterer shall provide documentation Bridgedemonstrating from which that core was taken shall be rejected Two ASTMS Specification A 185 or A 497,or deformed billet steel meet the requirements of AASHTO 8 30.2 and 8.32 6. For compliance with this section to CONTECHO Bridge Pet deformed welded wire fabric,the overlap shall meet the D precast elements from the remainder of the lot shall be bars conforming to ASTM Specification A 615,Grade 60. Solutions at regular intervals or upon request. selected at random and one core shall be taken from requirements of AASHTO 8.30 1 and 8 32 5 The overlap of Longitudinal distribution reinforcement may consist of welded 4 6.2 4 The Owner may place an inspector in the plant when each If e compressive strength of both cores is equal wire fabric or deformed billet-steel bars. welded wire fabric shall be measured between the outer-most theproducts covered bythis specification are beingD longitudinal wires of each fabric sheet. For deformed billet-steel Peci to or greater than the design concrete strength,the 3.3.Steel Hardware manufactured. compressive strength o/the remainder of that groupis bars,the overlap shall meet the requirements of AASHTO 8.25 P 3.3.1 Bolts and threaded rods for wingwall connections shall conform 4 6 3.Documentation-The Precaster shall submit Precast Production acceptable.If the compressive strength of either of the to ASTM A 307. Nuts shall conform to AASHTO M292(ASTM For splices other than tension splices,the overlap shall be a PP minimum of 12'for welded wire fabric or deformed billet-steel Repots to Cations®Bridge Solutions as required. two cores tested is less than the design concrete A194)Grade 2H.All bolts,threaded rods and nuts used in bars.The spacing center to center of the circumferential wires in 5. Permissible Variations strength,the remainder of the group shall be rejected or, wingwall connections shall be mechanically zinc coated in a wire fabric sheet shall be not less than 2 inches nor more 5 1 Bridge Units at the ophion of the manufacturer,each precast element accordance with ASTM B695 Class 50 than 4 inches. The spacing center to center of the longitudinal 5.1 1.Infernal Dimensions-The internal dimension shall vary not more of the remainder of the group shall be cored and 3.3.2 Structural Steel for wTrgwall connection plates and plate wires shall not be more than 8 inches. The spacing center to than 1%from the design dimensions nor more than 1-1/2 inches accepted individually,and any of these elements that washers shall conform to AASHTO M 270(ASTM A 709) center of the longitudinal distribution steel for either line of whichever is less. have cores with less than the design concrete strength Grade 36 and shall be hot dip galvanized as per AASHTO reinforcing on the top slab shall be not more than 16 inches. 5.1.2 Slab and Wall Thickness-The slab and wall thickness shall not shall be rejected.Plugging Core Holes-The core holes Grade(3(ASTM A 123). 4 3 2.Laps,Welds,and Spacing for Precast than lls and Headwalls be less than that shown in the design by more than 1/4 inch.A shall be plugged and sealed by the manufacturer in a 3 3.3.Inserts for wingwalls shall be 1'diameter Two-Bolt Preset -Splices in the reinforcement shall be made by lapping. Laps thickness more than that required in the design shall not be manner such that the elements will meet all of the test Win ggwall Anchors as manufactured by Dayton/Richmond �'g cause forrerequirements of this specification Precast elements so Concrete Accessories,Miamisburg,Ohio,(800)745-3700. may be tack welded together for assembly purposes. Forrejection. Pecifaa 33.4 Ferule Loo Inserts shall be bur Ferrule Inserts as smooth welded wire fabric,the overlap shall meet the 5 1 3 Length of Opposite Surfaces-Variations in laying lengths of two sealed shall be considered saf factory(oruse. )(3J..-- manufactured Loop requirements of AASHTO 8.30.2 and 8 32 6 For deformed opposite surfaces of the bridge unit shall not be mom than 1/2 6 14.2.Test Equipment-Every manufacturer furnishing precast manufactured by Dayton/Richmond Concrete Accessor es, welded wire fabric,the overlap shall meet the requirements of inch in any section,except where beveled ends for laying of elements under this specification shall furnish all facilities Miamisburg,Ohio,(800)745-3700. AASHTO 8.30.1 and 8.32 5 For deformed billet-steel bars,the curves are specified by the purchaser and personnel necessary to carry out the test required. 3 3.5 Hook Bolts used in attached headwall connections shall be overlap shall meet the requirements of AASHTO 8.25. The 5.1.4.Length of Section-The underrun in length of a section shall not 6.2 Inspection The quality of materials,the process of manufacture,and �� ASTM A307. spacing center-to-center of the wires in a wire fabric sheet shall be more than 1/2 inch in any bridge unit. the finished precast elements shall be subject to inspection by theQF3.3.6.Inserts/or detached headwall connections shall be AISI Typebe not less than 2 inches nor more than 8 inches. 5.15.Position of Reinforcement-The maximum variation in position of purchaser. `- 304 stainless steel,F-58 Expanded Coil inserts as manufactured the reofercenent shall be le 1/21rmch.In no case shall the cover (felfN1 f _by Dayton/Richmond Concrete Accessories,Miamisburg,Ohio, q 4 Curing The precast concrete ek;ments shall be cured for a sufficient 7. Jointslength of tune so that the concrete will develop the specified over the reinforcement be less than 1 1/2 inches for the outsideThe bridge units shall be produced with flat butt ends. The ends of the(800)745-3700. Ca'1 rods and nuts used in headwall circumferential steel a be less than 1 inch(or the inside �r,- connecfions shall be AISI T 304 stainless steel. Washers compressive strength in 28 days or less.Any one o/the following bridge units shall be such that when the sections are laid together they willYPe circumferential steel as measured to the external or internalused in headwall connections shall be either AISI T 304 methods of curing a combinations thereof shall be used. make a continuous line with a smooth inferior free of appreciablePHILIPYoe 4.4.1.Steam Curing-The precast elements may be low-pressure surface of the bridge. These tolerances or cover requirementsstainless steel plate washers or AASHTO M270(ASTM A709) do not a Ito irtegulari(as,all compatible with the permissible vanatons rn section 5, HGrade 36 late washers hot di alvaniztad as rAASHTO steam cured by a system that will maintain a moist atmosphere. PPY mating surfaces of the pints. above.The joint wdth between adjacent precast units shall not exceed 3/4 ALANP P 9 Pe 5.1.6.Area of Reinforcement-The areas of steel reinforcement shall M111 ASTM A123. 4.4.2. Wafer Curing-The precast elements may be water cured by ClTf( ) any method that wit keep the sections moist. be the desgn steel areas as shown in the manufacturer's shop is CP�EAMER3.3.7.Rein/acirg bar splices shall be made using the Dowel Bar4.4.3.Membrane Curing-A sealing membrane conforming to the drawings.Steel areas greater than those required shall not be Splicer System as manufactured by Dayforl/Richmord Concrete requirements of ASTM Specification C309 maybe applied and cause for rejection The permissible variation in diameter of any LIC. NO. 45345 Accessories,Miamisburg,Ohio,(800)745-3700,and shall [�consist of the Dowel Bar Splicer(DBSAE)and Dowel-In(DI) shall be left intact until the required concrete Compressive L~.strength is attained.The concrete temperature at the time of (�� 1' CONTECH Product- 0 • o:a0a,The design and w'n'auon sham onvanaaeineeproesedas 6 Company- �� ° CON SPAN* Status, APPROVAL ONLY: . s`�I'�NALV- aaames to the project owner,engineer and contractor by CONTECH 5 \ %V_TCAV NOT FOR CONSTRUCTION enidge Solutions Inc.No part or this drawing may be used,reproduced, 4 _ BRIDGE SYSTEMS or modified rn any manner without the prior written authorization of �' ,�` a� O pawrm Pare gown' CONTECH Bridge Solutions Irrc.Any such use,reproduction,or 3 . ' ■ modification of this drawing¢done at the user own risk 2 i0/2809 NO CHANGES THIS SHEET JON BRIDGE SOLUTIONS INC. WILLOW GLEN JDR SMS 5/11/2009 M discrepancies bete.,"the suppiaa inrormaawn acid scrawl Saki r 728r200g NO CHANGES ON THIS SHEET PAC conditions am encountered as she work progresses.these discrepaneesCllack,d App.v�ed Job NJ. SAeet No. mustbereportedtoCONTECHerageSn,mnn,Inc,mn,emareyror Level Dale: oesc;ptan ey. 9025CentrePointeDnveSuite400 West Chester,Ohio45069 CT8CT9 m paoilooy br downs based onus aat CON ..Bb arionSolpsuppied`byoirerss 800-526-3999 513-645-7000 513-645-7993 FAX CHARLOTTESVILLE, VIRGINIA PAC PAC 52152 of REVISIONS SPECIFICATIONS FOR MANUFACTURE AND INSTALLATION OF CON/SPAN® BRIDGE SYSTEMS (CONT'D) 12. Installation Preparation 13.3.Placement of Bridge Units 13.7.5.3.Zone B To ensure correct installation of the precast concrete bridge system,care The badge units shall be placed as shown on the Engineer's plan Generally,soils shall be reasonably free of organic Acceptable Soils for use in Zone B Backfill and caution must be exercised in forming the support areas for bndge units, drawings.Special care shall be taken in setting the elements to the matter,and,near concrete surfaces,free of stones Character of Fraction true line andgrade. Thejoint width between adjacentprecast units larger than 3 inches in diameter See charts for Percent passing US Sieve No. headwall,and wingwall the elements.Exercising special care will facilitate the passing No 40 Sieve shall not exceed 3/4 inches detailed descriptions of acceptable soils. Typical USCS AASHTO AASHTO Soil Desnption rapid installationotngsof the precast components. 13.754.Zone C Materials Group SubGroup 12.i.Footings Liquid Plasticity Do not over excavate foundations unless directed by site soil engineer It is imperative that any lateral spreading of the bridge elements be Zone C is the road section of gravel,asphalt or #10 #40 #200 Limit Index to remove unsuitable soil. avoided during and after their placement. Generally,horizontal cable concrete built in compliance with local ergineenng ties are shipped in the larger bridge elements to prevent this spreading. practices. GW.GP,SP A-la 50 max 30 max 15 max 6 max Largely gravel but can include sand The site soils engineer shall certify that the beanng capacity meets or If,due to site restnctions,these ties must be removed prior to Al and fines exceeds the footing design requirements,prior to the contractor pouring placement of the bridge element,the contractor must provide hardwood 13.7.6.Placing and Compacting Backfill GM,SW,SP, A-lb 50 max 25 max 6 max Gravelly and or graded sand,may of the footings.A copy of the report shall be submitted to CONTECH® wedges on site. These hardwood wedges are placed in the keyway Dumping for backfilling is not allowed any nearer than 3 ft from SMinclude Bnxdge Solutions prior to shipment of precast concrete elements. outside the legs of the bridge elements,and smaller shims and the bridge leg. wedges are added before complete release of the bridge element from GM,SM,ML, A-2-4 35 max 40 max 10 max Sands,gravels with low-pastiuty The bridge units and wingwalls shall be installed on either precast or the crane Also,a supply of'4,%inch and 1/8-thick steel or masonde The fill must be placed and compacted in layers not exceeding SP,GP A2 silt fines cast-fin-lace concrete footin s.The size and elevation of the footings shims for venous shimming purposes should be on site,per section 8 inches. The maximum difference in the surface levels of the 41 max 10 max Sands,gravels with plastic sift P 9 SC,GC,GM A-2-5 35 max shall be as designed by the Engineer.A keyway shall be formed in 13 2 fill on opposite sides of the bridge must not exceed 2 feet. fines the top surface of the bridge footing as specified on the plans.No 13.4 Placement of Wingwalls&Headwalls keyway is required in the wingwall footings,unless otherwise specified The wingwalls and headwalls shall be placed as shown on the plan The fill behind wingwalls must be placed at the same time as SP,SM,SW A3 51 min 10 max non-plastic Fine sands on the plans. drawings.Special care shall be taken in setting the elements to the that of the bridge fill. It must be placed in progressively placed true line and grade. horizontal layers not exceeding 8 inches per layer. ML,SM,SC A4 36 min 40 max 10 max Low-compressibitty silts The footings shall be given a smooth float finish and shall reach a 13.5. Waterproofing/Joint protection and Subsurface Drainage compressive strength of2,000 psi before placement of the bndge and 13.5.1 Extemal Protection of Joints-The butt joint made by two The backfill of Zone B shall be compacted to a minimum wingwall elements. Backfilling shall not begin until the footing has adjoining bridge units shall be covered with a 7/8'x 1 3/8" density of 95%of the Standard Proctor,as required by r Finished Grade reached the full design compressive strength without written approval pieta iMkt bituminous joint sealant and a minimum of a 9-inch AASHTO T-99. from CONTECH®Bridge Solutions. wide joint wrap. The surface shall be free of dirt before applying the joint material.A primer compatible with the joint Soil within 1 foot of concrete surfaces should be C C The footing surface shall be constructed in accordance with grades wrap to be used shall be applied for a minimum width of nine hand-compacted. Elsewhere,use of rollers is acceptable. If shown on the plans. When tested with a 10-foot straight edge,the inches on each side of the joint.The extemal wrap shall be vibrating roller-compactors are used,they should not be started Limits of Critical Backfillsurface shall not vary more than 1/4 inch in 10 feet. either EZ-WRAP RUBBER by PRESS-SEAL GASKET or stopped within Zone B and the vibration frequency should be _` CORPORATION,SEAL WRAP by MAR MAC at least 30 revolutions per second =MANUFACTURINGone B INC..or approvedequal If a precast concrete footing is used,the contractor shall prepare a CO.INC The jointot�ra shall _° LL — s ,,tao 4-inch thick base layer of compacted granular material the full width of be covered continuously from the bottom of one bndge section The backfill material and compacting behind wingwalls should 1 ll A °'�°° °e+° A 4L- the footing prior to placing the precast footing. leg,across the top of the bridge and to the opposite bridge satisfy the cdtena for the bndge backfill,Zone B. section leg. Any laps that result in the joint wrap shall be a .1., d B B y_ The foundations for precast concrete bridge elements and wingwalls minimum of six inches long with the overlap running downhill. Backfill against a waterproofed surfarx shall be placed carefully u o a must be connected by reinforcement to form one monolithic body. 13 5.2 In addition to the joints between bndge units,the joint between to avoid damage to the waterproofing material. •II, —To Roadway Base/ dt74; 1 1Lu Expansion joints shall not be used. the end bridge unit and the headwall shall also be sealed as 13.7 7.Bridge Units Finish Grade or 2'-0"min. Iln-situ described above.ff precast wingwalls are used,the joint For fill heights over 12 feet,no backfilling may begin until a = ,;ti;'o 4'-0"min Soil The contractor shall be responsible for the construction of the between the end bridge unit and the wingwall shall be sealed backfill compaction testing plan has been coordinated with and Lift-situlf _ _ foundations per the plans and specifications. with a 2'-0"strip of fitter fabric.Also,if lift hales are formed in approved by CONTECH®Bridge Solutions. Cost of the backfill Solt . 7h 1 the bndge units,they shall be primed and covered with a 9"x compaction testing shall be included in the cost of the precast =.L. `° , 13. Installation 111 ;' `_ 13.1.General The installation of the precast concrete elements shall be as 9'square of joint wrap. units. This included cost applies only to projects with fill heights — _ explained in the publication CON/SPAN Bndge Systems Installation 13.5.3.During the backfilling operation,care shall be taken to keep the over 12 feet(as measured from top crown of bndge to finished joint wrap in its proper location over the joint. grade). Handbook. ACCEPTABLE MATERIAL 13.1.1.Lifting It is the responsibility of the contractor to ensure that a 13.5.4.Subsoil drainage shall be as directed by the engineer. 13 7 8. Wingwalls SPAN FILL HEIGHT 13 6 Grouting Backfill in front of wingwalls shall be tamed to ground lees INSIDE ZONE B crane of the correct lifting capacity is available to handle the 13 6.1 Grouting shall not be performed when temperatures are shown in the plans. s 244Y z 1T-M Al,A3 precast concrete units This can be accomplished by using the expected 'fora period of 72 hours 13.8.Monitor weights given for the precast concrete components and by Peel to 90 below 35s 24-0" s 12-0" Al,A2,A3.A4 determining the lifting reach for each crane sari.Site conditions the bodge-foundation keyway h with cement grout(Portland cement The contractor shall check settlements andorizontal displacement of >24'�' al Al,A3 must be checked well in advance of shipping to ensure proper and water or cement mortar composed of Portland cement, foundation to ensure that they are within the allowable limit provided by crane location and to avoid any lifting restrictions.The lift sand and wafer)with a minimum 28-day compressive strength the engineer. These measurements should give an indication of the BACKFILL REQUIREMENTS of 3000 psi. Vibrate as required to ensure that the entire key settlements and deformations along the length of the foundations. anchors or holes provided in each unit are the only means to be used to lift the elements The precast concrete elements around the bridge element is completely filled. If bridge must not be supported or raised by other means than those elements have been set with temporary ties(cables,bars,etc.) The first measurement row should take place after the erection of all given in the manuals and drawings without written approval grout must attain a minimum compressive strength of 1500 psi precast bodge system elements,a second after completion of sh from CONTECH®Bridge Solutions. before Ices may be removed. backfilling,and a third before opening of the bridge to traffic. Further 13.1.2.Construction equipment weight restrictions. In no case shall 13.6.2.All grout shall have a maximum aggregate size o('/.inch. measurements may be made according to local conditions. Vanes by Anchor Type 13.6.3.Lifting and erection anchor recesses shall be filled with grout. A=3-2' equipment operating in excess of the design load(HS20 or 13 7 Backfill The maximum difference in vertical displacements V should not exceed HS25)be permitted over the bodge units unless approved by 13 7.1 Do not perform backfillingduringwet or freezingweather. 1 inch alongthe of one foundation B�1'-1' Limits of CONTECH®Bridge Solutions lengthC=5'-1• 1'0" Excavation 13.12.1 In the immediate area of the bridge units,the following 13.7.2.No backfill shall be placed against any structural elements until Finished Grade D4'--1" Fp restrictions for the use of heavy construction they have been approved by the Engineer E=T-1" machinery during backfilling operations apply: 13 7.3 Backfill shall be considered as all replaced excavation and new Compacted Material embankment adjacent to the precast concrete elements. The (Same as unit lenalfill) • No construction equipment shall cross the bare project construction and material specifications,which include Zone A precast concrete bridge unit. the specifications for excavation for structures and roadway kill • After the compacted fill level has reached a P-0" excavation and embankment construction,shall apply except as minimum of 4 inches over the crown of the modified in this section. ' "f,`;'%�,,;+' �` ^� `,•�.,;'%' bridge,construction equipment with a weight of 13 7.4 Backfill Zones _ � vless than 10 tons may cross the bodge. • In-situ soil '9.,j_ r.iirl.p e9.,•ell,,o a C9_,-`_� �� I�� • After the compacted fill level has reached a ry i=%4,.< y, a:d� Zone A:constructed embankment or overfill. 1, ,-1,. ` minimum of foot over the crown of the bridge, • 'Y `''=Oa 1'_,,q • Zone B fill that is directly associated with precast concrete Precast wingwal/ ,i,,�=?=g,:,';,y,,;, ,y,; / construction equipment with a weight of less than "i, f 30 tons may cross the bridge bridge installation. JC -,3c e. 6,61 `y`,.� • After the compacted fill level has reached the Zone• C:road structure. -; ,Jo „�v O 13.7.5.Required Backfill Properties "',4d �+• design cover,or 2 feet minimum,over the crown `tit_.�.'y l• 13.75.1.In-situ soil ,mayb r r_ of the precast concrete bridge,construction O ry:,-3 ,� Pe' Natural ground is to be sufficiently stable to allow Limits of Critical equipment within the design load limits for the q.t r+`. :�;y.';i ,...7. 11 effective support to the precast concrete bridge units. o•a .a.,y., Back fill Zone r road may cross the precast concrete bodge. -„` +a,�•' �1 13.2.Leveling Pad/Shims The bridge units and wingwalls shall be set on As a guide,the existing natural ground should be of ..,A.,rb (C.B.ZJ • 4' masonite or steel shims measuring 6'x 6',minimum,unless shown similar quality and density to Zone B material for _ _ A wk'� ► PHI LIP otherwise on the plans.A minimum gap of 1/2 inch shall be provided minimum lateral dimension of one bridge span outside L_ _J Soil to r 1 lei y between the footing and the bottom of the bridge's vertical legs or the of the bridge footing. Grout bottom of the wingwall. 13 7.5.2 Zone A Zone A requires fill material with specifications and CREAMER compacting procedures equal to that for normal road 5; Lic.No.45345 ,hr,� embankments. WALL BACKFILL REQUIREMENTS NOTICE 6 Connpany. CONTECH Product P�ecl Slaw • t(APPROVAL ONLY: a 02000 no nsa design andno ,.engineer ne contractor by bpONTEC O BRI❑r-�SYSTEfVIS l 5 A��% \ITCAV CON SPAN s� b ttte project owrer,erpineer and mnfxror by CONTECH \ NOT FOR CONSTRUCTION L Shed In Mr No can crisis drawing phi may used,repro d. a .. �vA ANAL ti Of modnred in any manner ns Inc.me pour wnnen a,nnorizefin.or , ` Oasw'K'c pawn Dab Dram CONTECH anise Solution Inc.Any e,.on icon,reproduction.or 3 /, , ■ "°"°a"° Nxaa" 9b don°a the user's°""b" 2 iaaaoe NO CHANGES THIS SHEET .coin BRIDGE SOLUTIONS INC. WILLOW GLEN JDR SMS 5/11/2009 i discrepancies between Me suppled inronnation and adfuel ii id 1 7/2&200e NO CHANGES ON THIS SHEET PAC mndexos are encountered as site worn progresses,these dscrepances CKcker! A(pIOMO Job Nu. SKr!No must be reported to CONTECH end.e Scission Inc.enmedete&for Level: Dare: Cox/pt./1 By' 9025 Centre Pointe Drive Suite 400 West Chester,Ohio 45069 yfo de CONTECHoBodge�st by others. REVISIONS 800-526-3999 513-645-7000 513-645-7993 FAX CHARLOTTESVILLE, VIRGINIA PAC PAC 52152 CT9 of CT9 WILLOW GLEN CHARLOTTESVILLE, VIRGINIA 'I N' \. N92'-44" 14-42'-0"Span x 11'0"Rise x 5'-114"Long 2-42'-0"Span x 11'-0"Rise x 4'-2"Long pa /, Precast Concrete Bridge Units "-1'.2 = Plus 15 Joints @ q'-"t per Joint 26 L2 L L c C HW1b = C HW2a C C Detail 22 S19 -C1 C3 C4 C4 C4 C4 C4 C4 C4 C4 C4 C4 C4 C4 C3 C2- FLrU C C _ HW1a - C HW2b C "'6 ,.._,„ iiiipi 0 /ç24x24° KEY PLAN Doghouse Blockout lil ti e`er"Op ft i;,p PHILIP C4 ALAN / K CREAMER ALic. No. 45345 NONCE 6 CompanY CONTECH Pmdua Project Status. ��r. �� [APPROVAL ONLY: s °'°09ro.b The m'°"o ""w".a"a o'Y co"N°rE°cH s \ / CON SPAN NOT FOR CONSTRUCTION eule,e SaWbna wK NO P.rtdml.aeM^9"'.r oe esed.np�oducee, 4 �� _\ITc V BRtlnr SYSTEMS - S'.tO or modified In T Bridge manner Soleivu"hbut Me pilot Mysuch use.n9pronreonof 3 �'.,,,` . �_"12.11 Osryyp Dam Date Gswt .! 4•.� ^ ��^°this dewing�done""°w° °"^ 2 BRIDGE SOLUTIONS INC. JDR KKB 5/1/2009 ` „& betweenryer's,. the supplied„,a„b�"and actual 6eb . WILLOW GLEN mAd00Mere"osuntendshesOd'a�ed00. Bdsd"'epaooee' 9025 Centre Pointe Drive Suite 400 West Chester,Ohio 45069 Checked MPtn'ed Job No. 9uetAb. must be,.Posed b cONTECH Bros.sowmro Inc.1eaer.N b• Level: Date: DeSC60on: By. n'« = design. baccepts REVISIONS 800-526-3999 513-645-7000 513-645-7993 FAX CHARLOTTESVILLE, VIRGINIA PAC PAC 52152 SI a S19 NOTES: 1.Minimum 28-Day Concrete Compressive Strength shall be 44'-4"Out to Out 6000 psi. 2.Overlap Length shall be measured from last crosswire. 3.Dimensions shown are for form 20'-0" 3;0» system EC. 74:8. 4.Minimum yield strength for welded wire fabric shall be Unit is symmetric \ 65,000 psi. about centerline \ 12. 5.Reinforcing shall be limited to a \\\ A4 0 ovemi. 77_g» maximum of three layers of riap reinforcing(WWF or bars)per 1?, area(Ala+A 1b or A3a+A3b ore a�2 B-S. shall not have more than three layers tol). i� �� 6.All edges of precast to have a 3/4"chamfer. --..,, 7.Spacing of longitudinal �� reinforcement must be a 31.Oe Al — maximum of 8"o.c.For multiple layers of mesh,only the outer 'o most layer(Ala or A3a)must 4. ��\ be a maximum of 8"o.c. 73 CD CS CO e y Qa o O �O A3b s 'o, adt� A3a :r AO A5 r - `o to 0 'n A2--7 2"clr. 12"clr. (typ.) (tyR) 42'-0"Span 1.-2" PRECAST UNIT REINFORCEMENT Weight of Required Reinforcement=363.1 lbs/ft Sheet Circumferential Longitudinal Mesh Size Length Circumferential Longitudinal no. Area Req'd Area Req'd (p) Area Supl'd Area Supl'd (in2/ft) (in2/ft) (in2/ft) (in2/ft) 1 Al=0.84 0.13 31'-0" 2 A2=0.48 0.13 13'-5" 0 113 11 3 A3a=0.60 0.13 20'-9" / 4 A3b=0.36 16'-9" / `V Op ' P 1 5 A4=0.48 0.13 20'-0" :#45C 6 A5=0.24 0.13 7'-10" w PHILIP ALAN 7 CREAMER 8 Lic. No. 45345 4, Design Loading: HS20-44 Cover=2'-0"min.I6'-0"max. NOTICE 6 Ca»W ny CONTECH P,otud. Project APPROVAL ONLY: •o o .Th dye,end)Wankel.nshown and is*wag"prONTEae /ft71116 v/ \ITCAV"' cone SPAN• I ," b Me propcf New,er 70.,and mWacb Dr CONTECH 6 NOT FOR CONSTRUCTION eriegs sc..'bru kic Nb Gartatb Mn09»gars wad.raptodo ed. ♦ a'rn SM—M . or adfedin any,nanner ,Mep,b,*wean et.,bd not a .— — �—a� - _ SQNAI-E CONTECH Bridge sa"bona Inc.Any such"se.reProducaon,or ����\` r r� modification "`"drawing done Y the owes ore Ask 2 BRIDGE SOLUTIONS INC. JDR KKB 5/1/2009 „dsa.discrepancies be the e supplied.hfo information end actual field T WILLOW GLEN condemn an encountered as see"oe Omen,*thew°OW .. 9025 Centre Pointe Drive Suite 400 West Chester,Ohio 45069 c'. Date: ro'Pcked " '*'d .lot No. Sheen.) rmust s e be reported lo CONTECH Bridge So4,t Inc. aro immediately tor Level: Desvipdm. By' »t � i: "' REVISIONS 800-526-3999 513-645-7000 513-645-7993 FAX CHARLOTTESVILLE, VIRGINIA PAC PAC 52152 S2 of S19 Notes: -All edges of Precast to have a 4"chamfer 44'-4" -Install Cable Ties before unit is set upright q 8"Dayton/Richmond Two— &leave in place until unit is grouted into Bolt Preset Anchor(typ.) 22'-2" 2"x 12"x 12" final position - Blockout(typ.) -See Sheet S2 for Bridge Unit Dimensions -' v 5'-0" iv Ferrule Loop Insert 5=0" see Section 6 on Sheet S7— I .. `� — — — — — — — — — — o I I v _� � — _ •--- •• - _ � _ •• = s =• _ . I -- N - 1"0 Hole Lift Hole or `7 —c F-58 - for Cable Tie `�� Insert(typ.) Inserts 12'-0"(typ.) r & 18"Dayton/Richmond Two— PLAN - Cl C2 Bolt Preset Anchor(typ.) Total Weight = 21.0 Tons 22'-2" 10'-12" O C.G. 1 v cu Provide edge lift points for - n. co handling unit on its side(typ.) in ELEVATION C.G.&LIFT POINTS ONLY NOTICE 6 Company CONTECH Product Project Sp„n_ o 2009 The design arw nbmleton shown on this diming is provided es - e (APPROVAL ONLY: to Me popcooeeer,;Taw and oorWaoM Dy CONTECH 6 �_ BRIDGE SYSTEMS or [APPROVAL FOR CONSTRUCTION ae,Asa. 3,0.Nea.,er6�a..;ea.,e.a>b..poea.d. . A / ,1��-'V,., CON SPAN nwa6.o i nanny:""ter Oa Inc the prior widen eI ,or 3 &�..�\ i `_�7 oestasod Omen CONTECH Solutions Inc Anysuch use,reproduction,or modification arwd.»:oa done rrroew,oe1 • • BRIDGE SOLUTIONS INC. JDR KKB b 5/1/2009 „d discrepancies between the steed„formation and actual field , WILLOW GLEN conditions erea000,N'edesseew"'peg'"""•""en"opnc"' 9025 Centre Pointe Drive Suite 400 West Chester,Ohio 45069 Checked APPAAId Job No. Sheet No. must be reported to CONTECH,S.00No n d„e ddesge.Cdv�Bridge Solutions Inc Solutions Inc iminedietely for Le el: Date: Description: BY or n�ee6+4 bad•�e6..dme.w,eM,.dmllran,wprd6Y«6e�. REVISIONS 800-526-3999 513-645-7000 513-645-7993 FAX CHARLOTTESVILLE, VIRGINIA PAC PAC 52152 S3S19 Notes: -All edges of Precast to have a 4"chamfer -Elevation is looking at back face of Headwall -See Sheet S3 for Bridge Unit C.G.&Lift Points -See Sheet S5 for Headwall C.G.&Lift Points -Install Cable Ties before unit is set upright &leave in place until unit is grouted into final position -Headwall to be cast against bridge unit -Bridge Units must be grouted or braced when setting precast headwalls -See Sheet S2 for Bridge Unit Dimensions Headwall Arch Unit 2" 44'-0" 2" Concrete Reinf.Steel Concrete Reinf.Steel WWF 21'-118"Headwall-HW1a&HW2a 21'-118"Headwall-HW1b&HW2b 28-day: 60,000 psi 28-day: 60,000 psi 65,000 psi - - 4000 psi uncoated 6000 psi uncoated uncoated 8" q"Elastomeric Joint 8" Wherever the reinforcing is cut for the placement of lift holes or other blockouts, y' reinforcing bars or wires of equivalent cross-sectional area shall be placed 23-Ties(space as shown) 23-Ties(space as shown) 2"clr symmetrically around the hole.At least one bar must be on each side of the hole, and the development length of the bar must be achieved on either side of the cut (tYP•) 7g" 21-spaces @ 1'-0" 21-spaces @ 1'-0" 7g" 411) 411° N #6 each face @ J 1'-0"O.c.max. a h u? ' 2 o v v ^ v `9 2 i., 6 o 6 2 N P 1 1 T��Nrh N N N N in in " •�`, 7 7 R FA is to to ,D 1. F- B 8It Dayton/Richmondnr(YP•)W o + I { t� t I� I I I t r 1 + fi Bolt Preset Anchor t I I I i Nast-n t i r 1 i �-i- 1 -is - - - - - - ' - r-i-[ i 1-1 i �i�i-TI fi �i� � i h L. ZO ;"-s. I-1 t 1— ...0 L L . Iii, ___I 1 _ I__I ' h ;I— •'" 'I'It• a-t a"0 x 6"Ferrule Loop Insert o w/4"0 Threaded Rod& �� Tapered Steel Plug see Section 6 on Sheet S7 ii' io 5-Headwall Connections ;,4- L:=4 W 1"0 Holes 7 for Cable Ties 2"x 12"x 12" 0 42'-0"Span (tYP•) Blockout(typ.) ELEVATION NOTICE 6 — Company CONTECH pro,und project Status. o�,The tl�^°"d" BO0AS1 nvn1"Sd"^'gisplodoed' S ��/ CON spAN• APPROVAL ONLY: to the poet o,.ncr,eneinear and conbecror by CONTECH Aa „T0Au NOT FOR CONSTRUCTION Brides modified I na Inc.Nc PM wn*a aa"*g maybe wedaut.lationed, 4 .�� . `' 6RI�it SYSTEMS or n,00Red in any roamer what lEa y such reprod etro,d CONTECH Bridge soMe..Inc.Any.OM use,repmd�.cbon.or 3 �'.,,'` ■ OanNned on..,, Date Oman.' rrcddcafondthis d..w*ga done et fliewM own risk 2 BRIDGE SOLUTIONS INC. JDR KKB 5/1/2009 If discrepancies between the supplied information and actual barks I WILLOW GLEN condeions an encountered as site work popssaws.row,e discrepanciesGeer-Fed AL1�'"rod .fob No. Sheet No. must berwortedIoCONTECHeddgeSoludb en Solutions weyfor Level: Dale: Desmw+m. By 9025CentrePointeDriveSuite400 West Chester,Ohio ona,b ond the d.apd.C17NTECH&Idmtionafoceccers REVISIONS 800-526-3999 513-645-7000 513-6r45-7993FAX CHARLOTTESVILLE, VIRGINIA PAC PAC 52152 S4 of S19 ,ssaMay,o assigns bawd on Bridge information Solutions applied Notes: -All edges of Precast to have a 4"chamfer -Elevation is looking at back face of Headwall -Headwall to be cast against bridge unit -Headwall will not hang level.Adjust cable 21'-11g" 21'-11-8" lengths as required (8"Dayton/Richmond Two 8'-10" Q 8"Dayton/Richmond Two -Bridge Units must be grouted or braced Bolt Preset Anchor 8-10" -Bolt Preset Anchor when setting precast headwalls 4'6" 4'-6" 0 0 4 6" 4'-6" -See Sheet S6 for H-1 Counterfoil Details - _ - c Top Lift Points q Top Lift Points - Zo �� See Sheet S7 for H-1 P Counterfort Details — C.G._ \ — C.G.— ® ® " I -\_ c�ilN r--w \ :_tt O O' O W \=01 W O \10 W O H-1 H-1 H-1 H-1 H-1P H-1P H-1 H-1 H-1 H-1 © gk PLAN - HW1a & HW2a PLAN - HW1b & HW2b Total Weight = 9.0 Tons Total Weight = 9.0 Tons 21'-118" 21'-118" 8'-10" 8'-10" q 8"Dayton/Richmond Two 4'-6" 4=6" 4'-6" 4'-6" q 8"Dayton/Richmond Two Bolt Preset Anchor r T g Lift Points 4 Lift Points r - - —Bolt Preset Anchor 1 T . - — — T w m — T io N N ■■1 C.G I C.G. P co co `O CO `r q Tapered Steel Plug 4 r' "' tow/1"0 PVC See ■., Section 6 on Sheet S7 :■ A Irf , lt`191 rryo J e 5-Precast Counterforts 5-Precast Counterforts i3c0 2 6" (space as shown) (space as shown) ?...6, ELEVATION 0 ELEVATION C) NOTICE CONTECN Product O 2009,The design and O4.W.n.No"n m dtrs d"wq a as c CAnpe^r ^ , uTCAV° P s> . b de project o"rw,egnesr and contractor by CONTECM 5 ��/� CON SPAN' APPROVALORCONSTRUCTION ONUCIONOlY, Bridge sd4iaa Inc.No pad of Mrs da"ennay be used,reproduced. 4 ` i ' �`_ BRIDGE SYSTEMS — CONnodifiedTECH Bridge sadions Mc"Anysuch e pre.written�n�or 3 t I0�- I Warr! Designed Bra." Date Dram nodr.� d(Ns d°""°"done°"" '° °"" " 2 BRIDGE SOLUTIONS INC. JDR KKB 5/1/2009 „decrepenaeob50see I»eupwr,d;,darmetoan and*OOvalfield , WILLOW GLEN O010-005t encountereda"'""O„propels.,"'""discrepancies 9025 Centre Pointe Drive Suite 400 West Chester,Ohio 45069 +� "ten"" Job� No. must50 ss,Of bd•550CNNdde BridgeaIncoo0,WNyb Level: Date- tksrliPign. 9yPAC PAC 52152 S5S19 ....a.mnwd.d.erw�coNTECNendwswdraramc..cc.°n REVISIONS 800-526-3999 513-645-7000 513-645-7993 FAX CHARLOTTESVILLE, VIRGINIA of :emir b deayn*e.ew m..w..�.:rr.nmon"wooed ey on»a 2'-10" Top bars bi / b2 Front face — of precast V b3 Headwall 1'-0" 2'-9" 8" W #5 ties ❑varies °�11 - 2"clr 9" a io OM) IIIIIII Q Dayton/Richmond 1 r 1 9" III b4 0 l4"Dia.x 7 °F-58 EC Insert I 13"Dia.x 1'-6"Coil Rod 'Stainless 1 CO I I Double Nut and Washer Type 1 Bottom barb 1 j Headwall Counterfort H-1 PLAN - TYPE H-1 Iq (see this sheet for reinforcing) = I Precast Bridge Unit = #6 each face @ u� Ur 3"0 Hole Grout solid in field after Co I a 1'-0"o.c.max. o installation of Coil Rod 6 I #5 @ 3"o.c. I 1"embedment Add#4 @ 1'-0"(or equiv.)to v 3'-8" O Wall reinforcing not shown (Match length of Al Transverse Reinforcement in Type 2 for clarity. See Headwall mesh on sheet S2) 3-0" top of end Bridge Units �� shop drawings for reinforcing. 42" Front face 1 Headwall Connection Note: of precast Form void as required for Coil penetration r a 1 Headwall Counterfort reinforcing SECTION 5 (min.4"from Top of Insert) 2"clr El 9" I not shown for clarity. S4 #8 HRC 150 or (min.) g #8 HRC 120 Head(or equal) irmi— r, welded to#6 bar Type 3 1"embedment 2'-9" q (Epoxy Coated*) Unit reinforcing not shown *Note:Epoxy coating is not required for clarity. See Unit shop on headed ends of Type 3 bars,but drawings for reinforcing. will not be detrimental if provided. SECTION - TYPE H-1 'Note:HRC heads provided by Headed Reinforcement Corp. BAR LIST-TYPE H-1 MARK QTY. SIZE a b TYPE LENGTH FINISH —q 3"0 Hole Grout solid in field after installation of bl 3 #6 3'-0" - 3 3'-0" Epoxy' Coil Rod b2 2 #5 2'-6" 1'-5" 1 5'-8" Black 9" 0 b3 1 #3 8" _ 2 2._8" Black b4 1 #3 11" - 2 3'-2" Black 2_b 1 b4 Standard Clearance=2" 1-b1 1 b2 b3 8" 2'-10" PRECAST COUNTERFORT TYPE H-1 NONCE Product Prop.:15011m O AM The e design and information/onnation se on MC&memts prowled as (� CONTECH to the prayed owner,an9iner and contractor by CONTECH a �,n�ny A ��/%\�TCAI! coN SPAN APPROVAL ONLY: T "Budge Solutions MO No pad of The[Miming may be used,nemmoead, 4 or modified on any manor•,Iro,a me prior"Teton aornoa,a„on a liraBFbOC SYSTEMS B,dpe Saul Inc.Any such use,,epodr hon.pr 3 �'..,`` I. Onspwed t dam Date anm_' rectification Nad".et9�done"'M�.'°"net2 BRIDGE SOLUTIONS INC. JDR KKB 5/1/2009 „ �dla ,anc; the e supplied information and actual field , WILLOW GLEN ao1demns me encountered ass"e work progresses,"ese6S'°oancos 9025 Centre Pointe Dive Suite 400 West Chester,Ohio45069 Checked Aacmad Job No sheer he m ai be,epwkd to CONTECH Budge Solutions Inc.irrvd eeehdy/or Levei. Date: Description By n" �o CONTECH by 5 REVISIONS 800-526-3999 513-645-7000 513-645-7993 FAX CHARLOTTESVILLE, VIRGINIA PAC PAC I 52152 S6 or S19 1'-0" 2'-9" 2"clr 1'-3" 9" 2'-10" Top bars b1 (tYP•) 111.1/ b2 - 4 Tapered Plug Assembly Front face (-;#5 ties See Tapered Plug Assembly Detail on this sheet of precast Mom. b3 - t Dayton/Richmond Headwall Ovaries n 14"Dia.x 7 "F-58 EC Insert •.� 14"Dia.x 1'-6"Coil Rod Stainless o� !�1 in 11 Double Nut and Washer a m F OD j �_ p Headwall Counterfort H-1P I 1 9" Ill b4 0 ¢—IMA (see this sheet for reinforcing) Precast Bridge Unit Type 1 #6 each face @ itBottom barb 1 1'-0"o.c.max. 0 3"0 Hole Grout solid in field after PLAN - TYPE H-1 P • installation of Coil Rod III1"embedment Add#4 @ 1'-0"(or equiv.)to 3'-8" 6-#5 @ 3"o.c. Transverse Reinforcement in (Match length of Al 1 9N top of end Bridge Units �__, 1 a mesh on sheet S2) 3'_0" 42" Note: 0 SECTION 6 Form void as required for Coil penetration Type 2 Wall reinforcing not shown (min.22"from Top of Insert) for clarity.See Headwall 1'-3"9" S4 shop drawings for reinforcing. Q Tapered Plug Assembly a Front face - q Headwall Connection F 1'-0" I 2'-9" 12" F - of precast I Headwall Counterfort reinforcing 1"0 Hole thru plug I I 2"clr II not shown for clarity. 9" 1"0 PVC I , #8 HRC 150 or (min.) a"0 Threaded Rod #8 HRC 120 Head(or equal) —-' ; m Tapered Steel Plug I I 2" welded to#6 bar I Type 3 1"embedment 2'9" _ =1 Headwall Counterfort H-1P (Epoxy Coated') (see this sheet for reinforcing) Unit reinforcing not shown *Note:Epoxy coating is not required for clarity. See Unit shop on headed ends of Type 3 bars,but drawings for reinforcing. Reinforcing not aim" will not be detrimental if provided. shown for clarity SECTION - TYPE H-1 P 1'-9" 'Note:HRC heads provided by a"0 x 6"Ferrule Loop Insert Headed Reinforcement Corp. 3'-0" TAPERED PLUG ASSEMBLY DETAIL 1.-3" 9" q1"O PVC& Tapered Steel Plug c 3"0 Hole Grout solid in field after installation of Coil Rod - 2-b1 b4 BAR LIST-TYPE H-1P MARK QTY. SIZE a b TYPE LENGTH FINISH 1-b1 b2 b3 bl 3 #6 3'-0" - 3 3'-0" Epoxy" o 8" 2'-10" b2 2 #5 2'-6" 1'-5" 1 5'-8" Black b3 1 #3 8" _ 2 2'-8" Black b4 1 #3 11" - 2 3-_2" Black PRECAST COUNTERFORT Standard Clearance=2" TYPE H-1 P NOTICECONTECH Product The Maw and nlo"DNian aDe"e m las booing a paviend ea 6 Coe�aaey A\1s,ITCAV" coN SPAN" A4ed Sala: b n.popc4 MlM,enprwer and mtr Ar DY CONrECN \ / APPROVALrRR CONSTRUCTIONONY: modifies So.y rr.�""r The prior authorization"d. • ` r-,r� eFerr-SYSTEMS CONTECN Bridge S0NRom ID,.My such"ae.'mismatch.,o, 3 ����\` i r a",.a*c Donn Dore Dram iiodYt"iO""this Waving i done is d user's of fhe user's ase ra. 2 BRIDGE SOLUTIONS INC. JDR KKB 5/1/2009 „discrepancies twee �the„ ,b„„, .DD and actual„lb , WILLOW GLEN '"conne'u" e"Do"""""°e"bMOrk gist. Ma'a'Ct „'"" °ee 9025 Centre Pointe Drive Suite 400 West Chester,Ohio46069 Cheaed Hamad Job No Sheet Alp neat be repotted b CONTECN eddpe Solutions Da m"eorby for Level, Dale: neon: By: no WNWlbnalne design.onna TECH Stags Solutions suppled accepts REVISIONS 800-526-3999 513-645-7000 513-645-7993 FAX CHARLOTTESVILLE, VIRGINIA PAC PAC 52152 S7 of S19 no WNW for wagDa Dated m ONTECH iibme9m awped ha. w"ra. Notes: -All edges of Precast to have a 4"chamfer -Install Cable Ties before unit is set upright &leave in place until unit is grouted into final position 44'-4" -See Sheet S2 for Bridge Unit Dimensions -Manufacturer shall mark end of Unit C3 22-2" with reinforcing blockout prior to shipping. - 5'-0" _ 5'-0" _ M Arch Unit Concrete Reinf.Steel WWF 28-day: 60,000 psi 65,000 psi 6000 psi uncoated uncoated I -t— — — I Wherever the reinforcing is cut for the placement of lift 1 t I - holes or other blackouts,reinforcing bars or wires of �__� C.G. �___ �} equivalent cross-sectional area shall be placed I r -•. symmetrically around the hole. At least one bar must r�^ro I I to be on each side of the hole,and the development length of the bar must be achieved on either side of the cut. it —C 1"0 Hole Q Lift Hole or `-' for Cable Tie Insert(typ.) 12'-0"(typ.) _ Reinforcing Blockout PLAN - C3 See sheet S19 for more Total Weight = 30.1 Tons information 22'-2" 10'42" 42'-0"Span x 11-0"Rise Precast Bridge Unit 1,61- , .. o I4 C.G. er co Provid111ift points for te 19 r` handling unit on its side(typ.) To _I__ 1"0 Hole for Cable Tie ELEVATION C NOTICE 6 Company CONTECN Product Project Status. O 2009,The baT end information slow"on this dw:p a provided as b lha pr„erlomm,erroteer and wMr by.0 CONTECN s / CON SPAN° APPROVAL ONLY: Brdge sauna./nc.Na pert dlfn d,.wNig eeY b.uwd,eprodrnd. 1 =I/ls\�TCi r:� NOT FOR CONSTRUCTION or modified n any manner madam the odor mitten authorization of �.- f l�-E SYSTEMS CONTECN Bridge SON/ions Inc.Any such daa r"prod chap.or 3 n�,.,,'` _ LWgned Oman Date Drawn: ""d#aO d"°'d'""ga°°"°""""'°"" " • 2 BRIDGE SOLUTIONS INC. JDR KKB 5/1/2009 „d, a,anat a between the supplied ntametan and actual held , WILLOW GLEN m con"ansareencount"°de"ewontprog`°m" .di screpancies 9025CentrePointeDriveSuite400 West Chester,Ohio45069 Clocked qR"°"*d Job No. Sheet No. feud be reported o CONTECN B dge SOttore Inc.immediately for Level Dab: DescTgedn: BY obwwepnwmeeaynca+TECNadgesawppledboors.ons Inc REVISIONS 800-526-3999 513-645-7000 513-645-7993 FAX CHARLOTTESVILLE, VIRGINIA PAC PAC 52152 S8 of S19 notebM,oNon 0 the Design mONTECH nk"mebon.wadenMalert. Notes: -All edges of Precast to have a 4"chamfer -Install Cable Ties before unit is set upright &leave in place until unit is grouted into final position 44,4" -See Sheet S2 for Bridge Unit Dimensions 22'-2" Arch Unit Concrete Reinf.Steel WWF 5'-0" 5'-0" 28-day: 60,000 psi 65,000 psi 6000 psi uncoated uncoated I I— , Wherever the reinforcing is cut for the placement of lift II — — I holes or other blockouts,reinforcing bars or wires of 1 _h _ — _ _ _ — _ equivalent cross-sectional area shall be placed symmetrically around the hole. At least one bar must J G. Nt be on each side of the hole,and the development length Iioc. I L___ — of the bar must be achieved on either side of the cut. r;'� I I cv I I I__.—t 1"0 Hole Q Lift Hole or for Cable Tie Insert(typ.) PLAN — C4 Total Weight = 30.1 Tons 22'-2" 10'-1 " 42'-0"Span x 11'-0"Rise 1 Precast Bridge Unit 1'-62" o tt GG I I v _. Provide edge lift points for c:iJ' &o N. handling unit on its side(typ.) to -s--.--. , \— 1"0 Hole for Cable Tie ELEVATION • NOnCE 6 Company CONTECM Product pit yyeyy. O 2mn.The daapn end intonation,Yawnnnpp danenBepmrided as 5 Q^ww, b Me project 0* ,,engineer al conpacbr by CONTECH APPROVAL ONLY: a service Bulge Solutionskw.No part of the dnaw.iB m0Y be ueed rap,odced, 4 I/�_\�TCAL/`� BFIOGE SPAN' i NOT FOR CONSTRUCTION or modified in any manner wmout the prior.ratan.uzhpizebon V�■ CONTECH ands.S011lna Inc.Any such use,reproduction. 3 •llii AO ` • as (Maenad Gnaw" Date Drawn. modllicetion °I Mis dreier, g"oboe ""e use's °""Ash 2 BRIDGE SOLUTIONS INC. JDR KKB 5/1/2009 th e pp,.d.�,maBpnandaan.lfi.id , WILLOW GLEN conditions ars encounter°dea site work possesses,M°e°m"w.,d"' 9025 Centre Pointe Drive Suite 400 West Chester,Ohio 45069 "� p"d Job No. Sheet No must be noon...dONTECN Brings&Me Solutions Mk,ons Inc.oe Poe �aY�: oat.: : ay. PAC PAC 52152 S9 S 19 re-evaluation design. ° REVISIONS 800-526-3999 513-645-7000 513-645-7993 FAX CHARLOTTESVILLE, VIRGINIA of 15'-6" Notes: - 6.-1 4- -All edges of Precast to have a 4"chamfer 1w -Elevation is looking at back face of z Thick expansion board pad 5'-0" Wingwall 24"x 24"Doghouse — attached to wingwall with -Back face denotes anchor side of Wingwall Blockout construction adhesive(typ.) Vertical Bars: #5 each face -Wingwall will not hang level.Adjust cable 2-#4 @3"o.c. �(typ.all edges) lengths as required 3-0" 3-0" o back face only - - N Vertical Bars: d Wingwall Lift Points 1 #4 @ 1'-6"o.c.each Reid.Steel WWF 42" 2-#3 @ 3"o.c. fr face,each way or Concrete - ,._.„.e. . back face onl i _ _t 1 :i— Y 2"clr. / tI equivalent mesh 28 day: 60,000 psi 65,000 psi 9 / iQi=y 4000 psi uncoated uncoated IVertical Steel at Anchor (tYP) I I to be 2"clr.from Back Wherever the reinforcing is cut for the placement of lift �—O— .— holes or other blockouts,reinforcing bars or wires of N I I I Face of Wall(typ.) equivalent cross-sectional area shall be placed , I 9 #4 x 15'-2" I I III III symmetrically around the hole.At least one bar must be �— 1 7 —rr- I 1 I I on each side of the hole,and the development length o I back face only I I III— I I 3-#5 x 4'-0"@ 3"o.c. v N N t I I I — I I I I a——In— _ I ICI _= each face TTT of the bar must be achieved on either side of the cut. Ni H ' ® I+I —c Iw a�� 8"Dayton/Richmond 42 c �El El y —� ' NJ— L ` — — 4 A� :yI two bolt preset anchor � � L__ Type B \ Type C \ 12-0"-I Type C \ I Type B Type C \ ypej C \ ..— — ' �. co 3 " 5 " I 5 " I _ 3'-0" 5'-0" 5.-0" 3-#5 x 4'-0"@ 3"o.c. M ' —I ,44 ,I each face 9 qWall 1.1 Anchor G/rD D ELEVATION - WW1a REINFORCING DETAIL - WW1 a Total Weight = 11.7 Tons (For Anchor Reinforcing See Sheet S15) " SECTION 9 3'-114" 32" 1'-0" _ _ �2"Thick expansion board pad 42" q 8"Dayton/Richmond 10g" attached to wingwall with Vertical Bars: #5 each face two bolt preset anchor 2'-0"_ 2'-0" r I construction adhesive(type) 4-#8 @ 3"o.c. (typ.all edges) back face only N fr / 2"clr. M Lift Points q l,\` c 1 (tYP•) c9 i u— — u u .� #4 @ V-6"o.c.each \\\ 1, face, each way or rn I I (II equivalent mesh 42 "" 42 II ��� SECTION 10 _. CV c 7 CO R. c!� 10 = �J I C.G.44— .. I w o II 42" log" 8"Dayton/Richmond N10 — I two bolt preset anchor 7 10 III 'o #4 x 4'-0" Vertical Steel at Anchor 7,0y Lo I I back face only II I to be 2"clr.from Back I I =T II jl� o Face of Wall — N1 fR�j `° ni t - s= I .a o I I Div �� I,I� — —cy • 09 41 I o' u u •i TS+{� 1,-6" Type D $ Type D — -r — — —. co CO F. Zo 2.-6" —q4"0 Weephole t 0 2'-6" rn f Wall through Wingwall o o, 32" Anchor ELEVATION - WW1 b REINFORCING DETAIL - WW1b SECTION III Total Weight = 8.6 Tons (For Anchor Reinforcing See Sheet S16) NOTICE 6 Comvny CONTECH Product Project Status. O 9(d9.The dea9n end information shown on Me does,a weeded es 6 a service to,.pgerl an,er.enP/,oer oMroMracfar by CONrEcH . Bci-SYPAN APPROVAL ORR CONSTRUCTIONON Sd4ona ere Nop.0 oltNn dnwhg rosy be wed.reproduced, 4 \I/ \�T_CAV' cone spcw• cavmortified EE on sae D0a�M.the s such .oppr or honzabon of �I I.,�\` `�r• a scrod Drawn acre Drawn. modification o,this Mewing is done et the users own rig. 2 BRIDGE SOLUTIONS INC. JDR KKB 5/1/2009 If discrepancies between the supplied Mp,n, .bon end actual held , WILLOW GLEN condittores.0 encountered De see wore p'°y14es.Mese°6C0anoes 9025 Centre Pointe Drive Suite 400 West Chester,Ohio 45069 Chatted �p"d v°No. Sheet 10 must be reported a CONTECH Mete one"vna Inc.imwAeIe for Level: Dale: Dosmpo0n: By reevaluation deafen c°N'Ea+Bddgepaest infeam ers REVISIONS 800-526-3999 513-645-7000 513-645-7993 FAX CHARLOTTESVILLE, VIRGINIA PAC PAC 52152 S10 of S19 re MOW nine eased m ONTECH BodgeaSo Solutions ayplad Dy ahera. Notes: 10'-6" -All edges of Precast to have a 4"chamfer 4'-118" J Wingwall is looking at back face of Z"Thick expansion board pad - Vertical Bars: Back face denotes anchor side of Wingwall attached to Wingwall with 2'"0"_2'-0" construction adhesive(typ.) 2-#4 @ 3"O.C. -Wingwall will not hang level.Adjust cable #5 each face Vertical Bars: lengths as required :\ 1 r-0a back face only 2-#3 @ 3"o.c. g q _ _ 1'-0" (typ.all edges) back face only 2N q Lift Points 11 JI 2"tire Wingwall Concrete Rein/Steel WWF #4 @ 1'-6"o.c.each = I I /i (tYP) ® 1 1 a _ ' r face,each way or �`� 28-day: 60,000 psi65,000 psi _ " 42 equivalent mesh 110 alb I I I 4000 psi uncoated uncoated co p I I I I Wherever the reinforcing is cut for the placement of lift ing bars or O LAC G N I I hq crrosses or other sectiona akouts, lias shall be placed wires of — S— , Vertical Steel at Anchor ,� equivalent `� I I I I to be 2"tire from Back #4 x 10'-2" symmetrically around the hole.At least one bar must be I I I I I I I I I on each side of the hole,and the development length I I I I `. Face of Wall(typ.) L III III ,I I, back face only of the bar must be achieved on either side of the cut. N1 e I+1 _, I H — IA or n i. Type C Type B Type C Type B :49) o 42" 5'-0" 3'-0" 5'-0" 3'-0" c�i CL 8"Dayton/Richmond r io two bolt preset anchor u- Wall Q o Anchor a,*' — ELEVATION - WW2a REINFORCING DETAIL - WW2a . I M ., Total Weight = 8.2 Tons (For Anchor Reinforcing See Sheet S 15) ,o.-0" SECTION J 4'-10" - '-z"Thick expansion board pad 2'-0" 2'-0" #5 each face attached to Wingwall with (type all edges) Vertical Bars: 4�" construction adhesive(typ.) ,•-0" 2-#7 @ 3"o.c. q 8"Dayton/Richmond 2 - ---.:\ -0" r ; back' face only two bolt preset anchor iv /—q Lift Points I , A 2 clr. 4y - (tyP-) — U ,''I: II #4 @ 1'-6"o.c.each 11 n 1 0 41" 4-1. face,each way or I I G', u ii 2 equivalent mesh �`� — — 11 am,alk . .1. i: 1_0___ _ ® = I ` le D , ,:.,.., C G. N1 `oNI .., �I I SECTION o Vertical Steel at Anchor `O �T— I `O `�, � to be 2"t1re from Back III III I #4 x 9 8" I I I I `r Face of Wall(typ.) H I — — l L . back face only i. Ni 1+1 n `i — II,u�-- i j J_6 �� �� c —j — — III �yl I— — . —°' II� , _ Type D Type D Type Type D rn Zs- [-- 5-0" 2'-6" - 5-0" 2-6" = c 1:3ti Q `N—q Wall o Anchor ELEVATION - WW2b REINFORCING DETAIL - WW2b Total Weight = 10.3 Tons (For Anchor Reinforcing See Sheet S16) TpnCE 6 Company CONIECH PmduC- 02000.Tedesign end information sins on this d,wa is prodded es 5 A_�\I/%�ITCA_U® I+ 1 AN APPROVAL ONLY. sondes(0 s"pajecl caner,engineer and conlracfar by CONTECH yO• ��Y" g,pp$o;tgnany man pert of llrs dr,osngmey 5 eatanboduced w eRsnr-• SYSTEMS NOT FOR CONSTRUCTION or meatier!Many mannerns Inc Me p,or"risen auroducton or ���.,,;` ■ IM_= = CONTECH Badge Solutions In Any such use ropmduchon,or 3 Designed assan Date Oman. aeru ono'this g clone the so»^ 2 BRIDGE SOLUTIONS INC. JDR KKB 5/1/2009 sd,.aepanc,ea 1»l"een The supplied Woman.,and actual lea WILLOW GLEN o,emon.are encountered es sire work progresses.slew°same'.ne' ' 9025 Centre Pointe D ive Suite 400 West Chester,Ohio 45069 c^"^d Job b 'No reported vale By PAC PAC 52152 S11 S19 bassedonmeE... supplied`byothers. REVISIONS 800-526-3999 513-645-7000 513-645-7993FAX CHARLOTTESVILLE, VIRGINIA of 7'-4" 5a Notes: " 3'-118 -All edges of Precast to have a 4"chamfer z"Thick expansion board pad 1,-0" #5 each face -Elevation is looking at back face of attached to wngwall with 1 all edges) Wingwall construction adhesive(type)��" 2'-0^ 2'-0^ (typ g s) -Back face denotes anchor side of Wingwall 2"clr. -Wingwall will not hang level.Adjust cable Q --\c)I lengths as required N mo... ri i (typ.) I i: q Lift Points 1 :: I II Wingwall 2 face,@ 1'ch way rea �:� I I I Vertical Bars: �" each or 4-#7 o.c. Concrete Reint.Steel WWF °' equivalent mesh pg�a : 60,000 psi 65,000 psi 1 q ��, ��� back face only y uncoated uncoated 4t^ 4000 psi 2OWherever the reinforcingis cut for the placement of lift O II N c IF c holes or other blockouts,reinforcing bars or wires of mV. C.G. i`" ® OFo I I I c9 equivalent cross-sectional area shall be placed _ . cv symmetrically around the hole.At least one bar must be O I I ^ I I on each side of the hole,and the development length of the bar must be achieved on either side of the cut. N M — —_ p, I co I I .o Vertical Steel at Anchor to be 2"clr.from Back III #4 x 4'-0" b, I I co Face of Wall 0 I I back face only II I-�{ 1 o L_��� n i -- Of= Ilnl ca fV r� c —o 'tom — — JI1L =VI J 1'-6" Type E Type�E „ `o 2'-6" III--2'-6" "m c=i q 4"0 Weephole - co t through Wingwall— �—Q Wall o Anchor ELEVATION - WW2c REINFORCING DETAIL - WW2c Total Weight = 8.9 Tons (For Anchor Reinforcing See Sheet S16) 5 " 42" c 8"Dayton/Richmond two bolt preset anchor 4-1" q 8"Dayton/Richmond two bolt preset anchor c�1 O II II' I . g. ^ i i ri O7.1 II M I� ,,11 I iIL. O j : — ; II G U e'- v 8 - SECTION 0 SECTION 410 NOTICE S Company CONTECH Product Project 02009,The designad.*no.hon snow"an"M drawing u monde as A 1/�\ITCAI� Steam. APPROVAL ONLY: a service to the project owner,erginear and comas..by CONTECH s I"� CON SPAN' Boo,erynwns Inc.No part of Mks Miming may be used,reproduced. 4 1� BF71frr',"SYSTEMS NOT FOR CONSTRUCTION or modified in any manner w l au N.odd written authorization of t'j .: 'r as CONTECH Bridge Solutions Inc.Any such use,reproduction.or 3 ., III, I�_ Oaa4^d a �b Drawn modo,bnwNsaa^;g don..l^e s.rsoe^^e" 2 BRIDGE SOLUTIONS INC. JDR KKB 5/1/2009 „discrep., ,a between the supplied information and actual field i WILLOW GLEN conditions are encountered as Sirs wort progresses.°rise awepan°es 9025 Centre Pointe Drive Suite 400 West Chester,Ohio 45069 r""ed 1°0°M d oD"O e1 Ap must be of to CONTECH CONTEC Badg.a olu ns Inc aceply fa �.� Date: ^ ByPAC PAC 52152 $�Z $�9 re-evaluation.. design. by others. REVISIONS 800-526-3999 513-645-7000 513-645-7993 FAX CHARLOTTESVILLE, VIRGINIA of 10'-6" 5'-2-" Notes: Z"Thick expansion board pad 2 - -All edges of Precast to have a a"chamfer attached to wingwall with 2,-0a 2-0" q Lift Points #5 each face 2"clr. Elevation is looking at back face of construction adhesive(typ.) - - 1 (typ.all edges) II (typ.) Wingwall 1, — — - -Back face denotes anchor side of Wingwall o i1 I Vertical Bars: �" q 8"Dayton/Richmond -Wingwall will not hang level.Adjust cable N .Ili 4-#8 @ 3"o.c. two bolt preset anchor lengths as required I I back face only 11/ I *' — Wingwall 42" +I 1 I I u M` Reiff.Steel WWF - s� #4 @ 1'6"o.c.each Concrete 16 �� o u u o 28-day: 60,000 psi 65,000 psi _ o face,each way or �`� equivalent mesh 4000 psi uncoated uncoated v- IRI _, I C.G. I -, I Wherever the reinforcing is cut for the placement of lift blockouts, bars or equivalent crow s-section alrea shall be placed wires of � SECTION 16 symmetrically around the hole.At least one bar must be N I I �� on each side of the hole,and the development length of the bar must be achieved on either side of the cut. �- -r ^N Vertical Steel at Anchor to be 2"clr.from Back I #4 x 10'-2" I I I I Face of Wall(typ.) I�I lit — III i;l back face only i D n - 0 n �� lilt I — I 78" 4 " q 8"Dayton/Richmond , 6I J>I- ` �1,` J J two bolt preset anchor } Type D Type D Type D Type D C" 6- I- 5-0" 3 " co t- 5 " 3 " m o t c Q t:.5Y1X Wall o Anchor °> ;; ;; _, ELEVATION - WW3a REINFORCING DETAIL - WW3a '‹ Total Weight = 13.0 Tons (For Anchor Reinforcing See Sheet S16) 1 y_ s'S'6" e _ - 8 a g" 4'-78" Z"Thick expansion board pad - #5 each face attached to Wingwall with 7-7" 1-0" (typ.all edges) 2"clr.II WOconstruction adhesive(typ.) 8 I 2'-0" 2'-0" _ - SECTION 0 ` IF 1IF �o, Li _I N m i_ ' q Lift Points F,IMP.II Vertical Bars: t 1�, 4-#8@3"o.c. 111. I I 1 r back face only 41 w #4 @ 1'-6"o.c.each o, 2 face,each way or I I �`& IIII (8"Dayton/Richmond 42" ''et L� equivalent mesh I I I amiiiii `y two bolt preset anchor 42" I I _ ;:t- ' iD a CO °° �, I I I I ��� Ill ,� 7s,' I C.G. I -' M III IIII u i � G u u _ N II IIII - - co 41' -. Vertical Steel at Anchor 70 ^a I I I I to be 2"clr.from Back IIII I I #4 x 9'-1" t t I I I I Face of Wall(typ.) 0 I II — II III `� back face only N1 1+I H SECTION 7n — _I , c0 o III J T/pe D Type D Type ID Type D o, $ q 4"0 Weephole I- 5'-0" 2'-6" - . 5'-0" 2'6" Q I through Wingwall— 1'-0" -�Wall o Anchor ELEVATION - WW3b REINFORCING DETAIL - WW3b Total Weight = 12.0 Tons (For Anchor Reinforcing See Sheet S16) NOTICE 6 Company CONTECM Product 'p,typq Stales. o snag,The desgn end v/onnefmn shown on ha drawing a povided as 5 w\\I//LIME. u" CON SPAN" APPROVAL ONLY:I a service to The prgecte"ner,eng,near and conbacfa Dy CONTECH _ _ __ J ROAN'.Salabhs MO No part ottha dewing nay be used.reproduced. 1 � �f'�I(-1f SYSTEMS CONSTRUCTION or modified in any manner without the prior written authorisation of I�,,,,'` ■ `_= = CONTECH Bridge Solutions Inc.Any such use,reproduction,or 3 �'"d a'awn LLk a'""" modroationolmaaewingisdoneelmeusersoreris 2 BRIDGE SOLUTIONS INC. WILLOW GLEN JDR KKB 5/1/2009 ttndonsare discrepancies betweennote work d pehbrmal,onand"aeafield ' 9025 Centre Pointe Drive Suite 400 West Chester,Ohio 45069 Checked Approved Job No. Sheet No' mudeone po sectored as site hog progresses,tcea discrepancies BY must l reported 06 to CONTECH CH Bridge Bridge Inc.onsIn!accepts for Level: vale'. ' PAC PAC 52152 S 13 S 19 ro.evauaionosign design,CONTECH BridgetionswP dbYN REVISIONS 800-526-3999 513-645-7000 513-645-7993 FAX CHARLOTTESVILLE, VIRGINIAof no�epWybdatiP"Dash an inaccurate information.w9Wad DY dfea. _ _ _ 10'-6" _ 5'-18" Notes: Z"Thick expansion board pad Vertical Bars: #5 each face All edges of Precast to have a 4"chamfer 2-6" 2-8 attached to wingwall with 4-#8 @ 3"o.c.(typ.) (typ.all edges) Elevation is looking at back face of Q Lift Points 1,0" 1'-0" construction adhesive back face onlyWingwall 2"clr. -Back face denotes anchor side of Wingwall 0 y (type) q2" -Wingwall will not hang level.Adjust cable t cv — I 18"Dayton/Richmond 2 lengths as required 1 two bolt preset anchor 10' � #4 @ 1'-6"o.c.each q2" I I face,each way or „ — ,1, Wingwall �`� =#I equivalent mesh at ll ' Concrete Reinf.Steel WWF I L= 19 I I i•i IIII =� .'•: : i 28-day: 60,000 psi 65,lH(0 psi 4N II IIIP/ III' G U u 4000 psi uncoated uncoated .- N C.Gi,.1 I I IIII I Wherever the reinforcing is cut for the placement of lift !' I holes or other blockouts,reinforcing bars or wires of 0 III equivalent cross-sectional area shall be placed co I I symmetrically around the hole.At least one bar must be u�N " --I I I #4 x 10'2" Vertical Steel at Anchor SECTION C on each side of hole,and the development length I I T I I back face only I I II I I of the bar must be achieved on either side of the cut. to be 2"clr.from Back IC I I I I jti F+II • Face of Wall(type) 16..H-I Hi H,1-1, -i _ 6 A J 42" c 8"Dayton/Richmond ~ two bolt preset anchor Type D Type D rn Type D Type D v, - 3-0" 5 " ] _ 3 5 Q l _ q Wally o 0 , - M Anchor q U U o ELEVATION — WW4a REINFORCING DETAIL — WW4a Total Weight = 11.9 Tons (For Anchor Reinforcing See Sheet S16) — — 11'-6g" , 5' " SECTION 20 1'-0" 2"Thick expansion board pad Vertical Bars: #5 each face 2'6" 2'-6" 10w,attached to wingwall with 4-#8 @ 3"o.c. (type all edges) - - 1 ' ' construction adhesive(typ.) back face only 2"clr. I _ Lift Points T 4_ te a (typ.) — 11 , Ni` -IITI- I , , - I q 8"Dayton/Richmond 42 10" two bolt preset anchor #4 @ 1'-6"o.c.each 4" rn I I face,each way or h 7 o, 20 ' — I it' t `* le� equivalent mesh " ill 0 2 - I o b r' = N I I =� u u N Br- ® c! I C.G. I I ( — r — — —� 4v 35" N coi' II °, 8 — iti `�� �— I I co #4 x 9'-0" �— I i Vertical Steel at Anchor I I I I back face only I Ico IIII I to be 2"clr.from Back SECTION I I I I I�il T I I II I 0 I Face of Wall(typ.) NI N1 0 TI ;— — — —� — 6, , ' _c i -" _ . ML — —.Jjl'tL —=y II Type D Type D it = Type D TyppD 0 2'6" 5'-0" 1 —Q 4"0 Weephole t = 2'-6" 5-0" through Wingwall 'o Wall j o Anchor ELEVATION — WW4b REINFORCING DETAIL — WW4b Total Weight = 13.8 Tons (For Anchor Reinforcing See Sheet S16) NOTICE6 Campany CONTECH Pmd eu am%,The design end/ m tobton shown on M's drawing isprovided es 5 A \i/i LITCALII® CO N SPAN' Pd�eusam: APPROVAL ONLY: fo the rdN owner.enyneer and conlydcfar by CONTECH Sogpions Mc.No pen ohhMt erawNg rrwy De,ued.npadocee. 4 BRIDGE SyS�Ms NOT FOR CONSTRUCTION — or modified in any manner without the poor wmten a,thodraton of 1��.,,,. . `== = CONTECH Bridge Soluitions Inc.Any such use,reproduction.or 3 giae �"" fit"Omen. - odtkction ol this drawing is dons at the user's own a rn BRIDGE SOLUTIONS INC. JDR KKB 5/1/2009 I,dlscrepanrxs between the suppledt information and actual held WILLOW GLEN ceneaorw am encounteredu see work orogresees.mete looeprlcm By 9025 Centre Potnte Drive Suite 400 West Chester,Ohio 45069 Checked APPlm hd Job No.. `Sheet No. must be reported to CONTECH Bridge Solutions kin immediately too Levey Date: Desmpbbn ns<gal'uiio"o/M"d"synCONTEC inidpeRdNv's'd by others. REVISIONS 800-526-3999 513-645-7000 513-645-7993 FAX CHARLOTTESV/LLE, VIRGINIA PAC • PAC 52152 S14 of S19 ...seamy b of the Design.CONTECH Bridge i ge Sol supplied In by other. _ JV" 2-b5 bars BAR LIST-TYPE B 2-b5 bars BAR LIST-TYPE C bl,b6,b7 bl,b6,b7,b8,b9 MARK QTY. SIZE a TYPE LENGTH FINISH Zo MARK QTY. SIZE a TYPE LENGTH FINISH ' ,�b4 _ bl 2 #6 3'-0" 3 — Epoxy' n b 1 4 #6 3'-0" 3 Epoxy' � '—t . — t iv b2 1 #5 Str. 3'-2" Black r�6t.� b4 iv b2 2 #5 Str. 3'-2" Black 1 b3 4 #5 — Str. 4'-3" Black �� b3 4 #5 Str. 4'-3" Black 4-b3 bars, b2 bar(typ.) b2 bar spaced as shown b4 7 #5 Str. 2'-2" Black 4-b3 bars, b4 7 #5 — Str. 2'-2" Black b5 2 #5 3'-8" 2 Black spaced as shown b5 2 #5 3'-8" 2 Black Front face of PLAN -TYPE B b6 1 #5 2'-2" 1 Black Front face of PLAN - TYPE C b6 1 #5 3'-2" 1 Black precast wall b7 1 #5 3'-7" 1 Black precast wall b7 1 #5 4'-2" 1 Black Note:"Str."denotes straight bar. b8 1 #5 4'-5" 1 Black Standard Clearance=2" /Wall reinforcing not shown for Wall reinforcing not shown b9 1 #5 4'-8" 1 Black 7/ clarity.See wingwall shop for clarity. See wingwall Note:"Str."denotes straight bar. YYY drawings for wall reinforcing. shop drawings for wall Standard Clearance=2" reinforcing. 2"clr 2"clr (min) I (min) H — — I— — — I f— — — I o 0 0 _, 0 v Ey— I— 1" Embedment Anchor reinforcing 1"Embedment 2'-3" Anchor reinforcing 1'-3" not shown for clarity not shown for clarity 5" SECTION - TYPE B -- ' SECTION - TYPE C a Type 1 0 a 1 1'-0" Type 2 6" 2-sp 6" 92 ft) 1-6"lap @ 1,-0° o 2'-6"lap a � _ @) (tYp•) RYA) ?" P a b8 ?e o b l(typ.) , b7 6'. L#8 HRC 150 or c4+ `" b 1(typ.) b9 S+ fr4 #8 HRC 120 Head(or equal) �t"I b VAb3 welded to#6 bar �!, b3 Zc b67-b4 bars, 67' /�NN b5 'S spaced as Type 3 b /ey 7-b4 bars, __' �r 30° shown (Epoxy Coated") IM»i" r1i 30° spaced as 11" �. iti _ *Note:Epoxy coating is not �? b6 II, shown 11" ro `' I � " required on headed ends of co 6" 1'-4" Type 3 bars,but will not be 6" I 2'-4" 54 2" PRECAST ANCHOR detnmenta►lfprovided. PRECAST ANCHOR TYPE B 'Note:HRC heads provided by C Headed Reinforcement Corp. TYPE Total Weight= .765 Tons Total Weight = .896 Tons NOTICE 6 CPmGany CONTECH P,000CPAllact SO., O20eg.The design and information shoes on OS do.Aga Pmvided.s A \I/&LITCA■J© CON SPAN' APPROVAL ONLY: service to Ma pr ac,t o" i n;zr Neel coctrOr Dy CONTECH 5 Bridge Soartions hc.No pert dtlhie dreeng may bo used,repmMced. 4 BRIDGE SYSTEMS NOT FOR CONSTRUCTION mDeas.d In am manner»;roan rM pda amen aurnori:abon a - �= °L� CONTECH Bridge Solutions Inc.Any such use,reproduction.or 3 „ , ■ ti111tt�_ l� Designed Draw Dab boron. modreatbn of this dewing"done at the users o.n risk 2 BRIDGE SOLUTIONS INC. WILLOW GLEN JDR KKB 5/1/2009 "discrepancies between the supplied information and actual veld t sannexs ate encountered NTECH site MOM wnae�aa.6ea."..Par.. 9025 Centre Pointe Drive Suite 400 West Chester,Ohio 45069 Checked Approved ,Job No Sheet No. must i reported to CONTECH Badgre Inc.mmewtey to level: Data: 0....rwli.': By PAC PAC 52152 S15 S19 real,.,rrretcndrne aasyn.cavrECH eridg�e Solutions Inc asceps REVISIONS 800-526-3999 513-645-7000 513-645-7993 FAX CHARLOTTESVILLE, VIRGINIA or ' ISDd1V b d.Wrs Dosed an necnaate hbnrraedi s,ppacd DY afMrs 2-b5 bars 2-b5 bars b 1,b6,b7,b8,b9, BAR LIST-TYPED b 1,b6,b7,b8,b9,b10, BAR LIST-TYPE E 610,b11,b127 - 7// i,b12,b13 MARK QTY. SIZE a TYPE LENGTH FINISH Fillet at anchor co MARK QTY. SIZE a TYPE LENGTH FINISH stem(typ.) '� Zo 61 7 #6 3'-0" 3 Epoxy' bl 8 #6 3'-0" 3 Epoxy' ~1 I I 1 b4 i� b2 3 #5 Str. 3'-2" Black o ~ j IV i 1 I N b2 4 #5 Str. 3'-2" Black ►tt b3 4 #5 Str. 4'-3" Black 1� b3 4 #5 Str. 4'-3" Black `� �4-b3 bars, 2 2 bar(typ.) t�q b2 bar spaced as b4 9 #5 Str. 2'-2" Black b4 11 #5 Str. 2'-2" Black (typ.) shown b5 2 #5 3'-8" 2 — Black 4-b3 bars, b5 2 #5 3'-8" 2 Black Front face of PLAN - TYPE D b6 1 #5 4'-2" 1 Black Front face of PL/e I N - TYPE E spaced as shown b6 1 #5 5'-2" 1 Black precast wall b7 1 #5 4'-8" 1 Black precast wall b7 1 #5 5'-9" 1 Black b8 1 #5 4'-10" 1 Black b8 1 #5 5'-11" 1 Black b9 1 #5 5'-1" 1 Black b9 1 #5 6'-1" 1 — Black Wall reinforcing not shown Wall reinforcing not shown for for clarity. See wingwall b10 1 #5 5'-3" 1 Black —/clarity. See wingwall shop b10 1 #5 6'-3" 1 Black y/ shop drawings for wall I( drawings for wall reinforcing. reinforcing. 611 1 #5 5'-5" 1 Black 611 1 #5 6'-5" 1 Black b12 1 #5 5'-8" 1 Black b12 1 #5 6'-6" 1 — Black 2"clr Note:"Sir."denotes straight bar. 1"clr F b13 1 #5 6'-8" 1 Black (min) Standard Clearance=2" (min) I- _ _ _ Note:"Sir."denotes straight bar. F- — — F — Standard Clearance=2° I—F— — — O - o 0 — o er // ; t-1— — — — 1"Embedment 3'-3" Anchor reinforcing not Fillet -i2l1 q q" Anchor reinforcing not shown for clarity ---III shown for clarity 5" to SECTION - TYPE D -, SECTION - TYPE E Ia Type 1 0 I a 1 6" 3-sp.@ 1'-0" 6" 4-sp.@ 1'-0" J Type 2 2'-1"lap m 2'-3"lap m - - o 610 ?• a o c (typ.) 611 WOb11 a b10 b13 ?• b9 S• ci zo O. b l(typ.) b8 12 zo 61 t b9 `//b 12 ,pa #8 HRC 150 or (yP) ' - r #8 HRC 120 Head(or equal) I b7 11-.._ _ �, welded to#6 bar b8 I— y1�' b3 i� b3 10 J ir�' /% 11-b4 bars, M — J V I // 9-b4 bars,spaced $ , as shown Type 3 b7 spaced as shown 3p' b5 (Epoxy Coated') F— " �%a 30d b5 .., , b2 b61" 'Note:Epoxy coating is not iti s' b2 _ b6 I zo " required on headed ends of `O ^ 11" 4'-4" 4? 9" 3'-4" " Type 3 bars,but will not be detrimental if provided. PRECAST ANCHOR PRECAST ANCHOR *Note:HRC heads provided by TYPE D Headed Reinforcement Corp. TYPE E Total Weight = 1.028 Tons Total Weight = 1.159 Tons NOTICE 6 Company CONTECH Product: Prteed o:oos,The eesgn and inform.nonshown onM.drawing 0=P'0 0. 5 *\I/ \ITCIAIJr CON SPAN' Status APPROVAL ONLY: to Me p jecf owmer,enyrneer and conk otor by CONTECH Bridge SoRdons Inc.No pert otMu dmwbg may rot repodeced. 4 : t!♦ �-> BRIDGE SYSTEMS NOT FOR CONSTRUCTION or modified in any manner wnnout Ilea pdor wnten autborizadon or - CONTECH Bridge Solutions Inc.My such use,reproduction.or 3 „ ' ■ t� Dawned Pawn Date Pawn: moddinatianwmadrawingisdar»rMeusxsownra 2 BRIOGE SOLUTIONS INC. WILLOW GLEN JDR KKB 5/1/2009 If discrepancies between the supplied.ddrmabon and actual held , conditions are en�ad.redasaas went Prwraaaea.Memnead Panda. 9025 Centre Pointe Drive Suite 400 West Chester,Ohio 45069 Clacked ",+°roved -bbNo Sheet No. madbtioan,ae CONTECH Bridge S Inccallions ons Inc'wooers no level: Dale: Desrnpean_ PAC PAC 52152 S16 of Se/9 mBy- re-evaluationyPanedaed.CONTECHaids.sownrad accepts REVISIONS wroxytoreaa,�.ieamPnara«aram�ram�amna,cw.dbyadwrs 800-526-3999 513-645-7000 5,3E45-7993FAX CHARLOTTESVILLE, VIRGINIA Inside face of t Threaded precast unit leg Inside face of 45°Bend insert for 1"0 8"Dayton/Richmond Two Inside face of precast unit leg (typ.2 struts) \ bolt i � precast unit leg Bolt preset anchor for 1"0 x °, (PW-1) Q 8"Dayton/Richmond Two o (PVV-1) I QMPIT40 PW-1 3"bolts, (6"pitch) s. Bolt preset anchor for 1"0 x — 8"Dayton/Richmond Two ( ) c ---- -- NI: 3"bolts, (6"pitch) * St1 Bolt preset anchor for 1"0 x 2Z —IN. o 1 3"bolts, (6"pitch) " ` ��� =� Q�: N. I I +t e .�v ' it 111.071"Rad. Typ. io C���`•'Ly 4-1=, (PW-1) 1"0 x 6"threaded "'�� ME 1 ,.�x� rod(2)with double nut `m00%,, (PW-1) q iv x 6"threaded ; (PW-1) 8" 4"t • "M/ P-1 P-2 rod(2)with double �G%' P-3 e., , Ut nut II!* Side View Front View 60 Dayton/Richmond r 1"0 x 6"threaded Two Bolt Preset Anchor rod(2)with double Precast Precast Precast nut Wingwall Wingwall Wingwall Plan View Plan View Plan View Typical Connection Detail - P-1 Typical Connection Detail - P-2 Typical Connection Detail - P-3 t 1 t :N ;; *0 Hole N ° - 2° r � t 2" 2" o o � oto 4" iv I A I PW-1 24" 44" I 42" 22 2`q" 44" 42" 22" 24" 4i" 4z 22 a (It washer,z x 4"x 4") (Galvanized as per ASTM A 153) —Q(2)2"0 Holes q(2)2"x 3"Slots i c(2)2"0 Holes t (2)2"x 3"Slots— I—q(2)2"0 Holes q(2)2"x 3"Slots i I qq 1 \I Q N �I a �� V N tD O — IJJ' • O N 1 � o � o coo MP UPAI it U Cl Er�I �J �� -., N O — T 1 Z. Unit Leg Wingwall Leg Unit Leg Wingwall Leg Unit Leg Wingwall Leg P-1 P-2 P-3 (IEE, 1"x 14"x 10) (1e, 1"x 14"x 10) (If, 1"x 14"x 10) (Galvanized as per ASTM A 153) (Galvanized as per ASTM A 153) (Galvanized as per ASTM A 153) PLATE P-1 PLATE P-2 PLATE P-3 Total Required= 3 Total Required= 3 Total Required= 3 (4)PW-1 Req'd.per Plate (4)PW-1 Req'd.per Plate (4)PW-1 Req'd.per Plate NOPCE 6 S Company CONTECH Product Pit Ste. °�•The d`mand infor""nonshoe., (0sdrinking"°'° s 5 A� ,1TCAV„ APPROVAL ONLY' a service M the prg,4 owrwr,engineer arat oo0Danfor Dy CONTECH �\I/� CON SPAN"drsJ Bridge SOW0Mns Mc.No Pen o/mis dmewng may De used.mprodooed. 4 i t� r B�f 1-i-SYSTEMS NOT FOR CONSTRUCTION or modified In any manner without the prior written authorization of 1� ` Noy�a CONTECH&alga Solutions Mc Any such use,reproduction,or 3 I ., ' ■ we . Designed Drawn Date rawer modreationoftNada-.gis done aithe user's 2 BRIDGE SOLUTIONS INC. WILLOW GLEN JDR KKB 5/1/2009 „n sc,"panr en between the suppaed information and actual Deed , conditions are encountered as sae eon(progresses,mesa docropend.e By 9025 Centre Pointe Drive Suite 400 West Chester,Ohio 45069 Checked Approved Job No. sneer no. must be reported a CONTECH Bridge SBH id Bridge auInc ins Inc telyaccepts b te„»- Dale: _ PAC PAC 52152 S 7S 9 no � based on�wucnaaEatenbmrationsuppledbyotMnS REVISIONS 800-526-3999 513-645-7000 513-645-7993FAX CHARLOTTESVILLE, VIRGINIA of q Threaded 45°BendI insert for 1"0 precast side unit leg Precast `e of (typ.2 struts) \ bolt n Wingwall i 8"Dayton/Richmond Two (PW-1) rr>c — CPT1, Bolt preset anchor for 1"0 x A 8"Dayton/Richmond Two �� J 3"bolts, (6"pitch) Bolt preset anchor for 1"0 x (pyy-i) o -----•3 illi 6"threaded rod(2)with I z"Rad. Typ. • 1111 4° -r double nut * ��;;,..,..,, 7-- Qwytt, :Ix� (PW-1) " ME 8 4"± 1"0 x 6"threaded M P4 v rod(2)with double ' " nut ,, i=" Side View Front View (Pw 1) 56 P-5 Dayton/Richmond Precast Precast Two Bolt Preset Anchor Wingwall Wingwall Plan View Plan View Typical Connection Detail - P-4 Typical Connection Detail - P-5 r 1 18"0 Hole . E:1=, 4" 3" 4- 2- M2" 2" I h� ( I 4"I " ¢e Ira 1a 1 ,,_2a PW-1 2- 4 " 4 4 2 2 (I'b washer,2"x 4"x 4) —t(2)2"0 Holes i (2)2"x 3"Slots— Q(2)2"0 Holes C(2)2"x 3"Slots (Galvanized as per ASTM A153) I I 1 I I \I N MI ,' gib N \/ I: N I i I 6 o 6 o \P l IMPN I `o �J N , Unit Leg Wingwall Leg P-4 P-5 (lp, 1"x 14"x 10) (R, 1"x 14"x 10) (Galvanized as per ASTM A153) (Galvanized as per ASTM A 153) PLATE P-4 i PLATE P-5 Total Required= 3 Total Required= 10 (4)PW-1 Req'd.per Plate (4)PW-1 Req'd.per Plate NOTICE 6 Company CONTECHnro,W Pawl Status APPROVAL ONLY: The Oast,end' I0nshown on this drawing is provided as Aa i_LITIEIIIIILJI® f+ w, N Mine pi°jec't°weer,eopinewaMcnneaclurbyCONTECH 5 \\I//� yO•Y ��Y" NOT FOR CONSTRUCTION or a enepe Sed•namc.Nnpwa°rmsahe prior �narfie e,•lobo.n. 4 `� till— — a BFBCYT SYSTEMS modified u anye Sokti.without Incthe prtor"lure.aumruc/io.o -MIIrli CONTECH Bridge S0MRna Inc.Any such use,reproduction,or 3 /, , ■ En Drawn Dale O'""" nix iond this dewing"done•l the awes own risk 2 BRIOGE SOLUTIONS INC. WILLOW GLEN JDR KKB 5/1/2009 a discrepancies between Me euppeed information and actual field , conditions am encountered as file work prosresaes.aese discrepancies 9025 Centre Pointe Drive Suite 400 West Chester,Ohio 45069 Chemed 4npro.d Job No shear Mn must be reported a CONTECH TEC Solutions Inc..00 Oh.00 tor Level: Dare: Descnpion By re-evaluation messedoninaa Shags Solutions sue REVISIONS 800-526-3999 513-645-7000 513-645-7993 FAX CHARLOTTESVILLE, VIRGINIA PAC PAC 52152 S18 or S19 (Threaded 45°Bend insert for 1"0 (typ.2 struts) \ bolt 2'-4" t . . I i ro l'1" .. _ Col IN t I 4-18"0 Holes E a z"Rad. T io YP• N 1g"0 Hole iv ® ;I. _ .J 2" 2" K50' 4" WM 8" 4"+ N PIN-1 Side View Front View e"x 4"x 2'-4" t Galvanized R(P-6) (l?washer,2"x 4"x 4") (Galvanized as per ASTM A 153) Dayton/Richmond DETAIL CD Two Bolt Preset Anchor 9" i"x 4"x 4"Galy. R Washer(PW-1)(typ.) t.t tit I mu tilt Dayton/Richmond Two Bolt -- Preset Anchor Bridge End Unit 19 Fr ; ; II I Bridge Interior Unit % - Il I I II till - I I1 1 ii 11 ll �� - 1 p Additional Reinforcing Reinforcing not ti ti shown for clarity See Reinforcing Blockout DetailMr i End Unit " on this Sheet tic o N - o, - Q 8"Dayton/Richmond Q q 1 0 Hilti Kwik Bolt II expansion _ Two Bolt preset anchor Joint anchor or approved equal. Install in e _ for 1"0 x*bolts, field drilled holes w/minimum 42" (6"pitch) embedment,as per manufacturer's i Interior Unit installation instructions(typ.)0 4 H SECTION 3" Reinforcing Blockout- 3 bundles of Cut out top layer of reinforcing 2-#6 x 4'-0" (A3 or A4)mesh(es)and add each face bars shown PLATE P-6 REINFORCING BLOCKOUT DETAIL Total Required= 4 (4)PW-1 Req'd.per Plate NOTICE 6 Company CONTECH Product: p1ejCdSO� APPROVAL ONLY:I aservi o��nand information i on„o�e;rbyCO � A: \ITCAI>" J mid to the project owner,engineer and contractor n by CONTECH_6 /� CON SPAN a NOT FOR CONSTRUCTION Bridge Solutions Inc No pan of tide drawing may be used,reproduced. 4 `�� ' r-�r. BWI-1 SYSTEMS or modified in any manner without the prior written authorization of CONTECH Bodge Solutions Inc.Any such use.reproduction.or 3 4 ' ' ■ 1_we De9gned Drawn Dale NOM modification drNe drawing is done erne user's own risk. -2 BRIDGE SOLUTIONS INC. JDR KKB 5/1/2009 If discrepancies between The supplied information and actual�t , WILLOW GLEN conditions are encountered as s work progresses,these,ieoepandesApproron Job lip. Sheet lip. nu,tbe,eponedloCONTECHBridgeSolutionsIncino,aueteyfor Level: Date: Descption By 9025CentrePointeDriveSuite400 West Chester,Ohio45069 nlia r ybr design.CONTECH Solutions Inc. REVISIONS 800-526-3999 513-645-7000 513-645-7993 FAX CHARLOTTESVILLE, VIRGINIA PAC PAC 52152 S19 or S19