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HomeMy WebLinkAboutAID2013-1l Alk Alk Alk Alk A V g 7AAS1k I 110 A& azm'k-' Am �2�2p- I AID -2013- 1 LEGEND X ' Spot Elevation 0 UP Utility Pole Light .f Telephone Box INDEX OF SHEETS SHEET NO. 1 SHEET NO.2 SHEET NO. 3-4 SHEET NO. 5-6 SHEET NO.7 SHEET NO. 8-9 SHEET NO. 10-11 COVER SHEET TYPICAL SECTION & DETAIL SHEET REMOVAL SHEETS PLAN & PROFILE SHEETS JOINT DETAIL EXISTING ELECTRICAL CONDUIT PLAN CROSS SECTION SHEETS SUMMARY OF QUANTITIES � Control Point -Nail Set EJB � Electrical Junction Box ITFIVI ESTIMATED Control Point - Temporary Wood Hub Set NO. DESCRIPTION QUANTITIES UNIT A y Contour Line Deciduous Tree 1 Remove Pavement 738.8 S.Y. ' ------ ------ ------ —•—•— Flowline 2 Remove Existing Storm Sewer Inlets 7.0 Each Coniferous Tree - Property Line 3 Remove Existing Storm Sewer Pipe 36.0 L.F. O Manhole 4 Remove Existing Railroad Tracks & Ties 254.5 L.F. 5 Remove Unsuitable Material for Sub -base 250.0 C.Y. FH Fire Hydrant 6 Remove Existing Roof Drain 31.0 L.F. " WV Water Valve 7 Build 8„ P.C.C. Pavement 47B - 3500 581.3 S.Y. GV Gas Valve 8 Build 8” P.C.C. Pavement 47B - High Early - 3500 157.0 S.Y. 9 Build Storm Sewer Inlet w/Frame & Grate 7.0 Each 10 Build 12" R.C.P. Storm Sewer Pipe Class III 18.0 L.F. 11 Build 8" D.I.P. Roof Drain 31.0 L.F. 12 Build Class C Flyash Stabilized Subgrade 35.0 Tons NOTES: 13 Build Embankment for Subgrade 250.0 C.Y. The embankment and subgrade shall be adjusted to conform to the lines and 14 Adjust Manhole to Grade 1.0 Each grades on the plans in accordance with Section 205 and 302 of the 1997 Standard State Specifications and its supplements. The upper six (6) inches of 15 Adjust Valve Boxto Grade 1.0 Each the subgrade shall be scarified, mixed and recompacted to the following compaction requirements: 16 Fabric Silt Fence, Low Porosity 140.0 L.F. 17 Traffic Control, Barricades and Maintenance therof 1.0 Lump Sum Percent Density Moisture Minimum Requirements Maximum )f Engineering Date 95 Min. Opt. -3% Opt. +3% Areas not meeting specified moisture density test requirements shall be removed and recompacted at the Contractor's expense. All subgrade compaction and water necessary for subgrade construction shall not be paid for directly but shall be considered subsidiary to the items of the contract. Excavation, backfilling, and sawing control joints, keyway, tie bars, dowel pins, and rubberized joint sealant shall be considered subsidiary to the unit price per square yard of pavement. Hastings City Surveyor Hastings Citi Engineer %4/0' Date CONCRETE ALLEY SECTION Scale: None Vertical and Horizontal Reinforcing No. 4 Rebar @ 12" O.C. Front View Side View 12" Flyash Prepared Subgrade m 4 IMIIII I ore] ZIA —4 1 10 11 a "411 a MOTMIA iTA I WMA10 I P" STMAN 8" D.I.P Roof Drain Construction Detail Scale: None am, CV M I LU + I Z O J 6 1 1 0 M qt (\ Q C/) N dam' ,b .s t(0 ■ ■ I _ Ts'§ T � °x`43 T ,w Qy�e,' UCU I h, 26.20 26.21 01 ��. 26.00 .Q �' h QVz_ - ' L.. -a ' d Exis I 26.18 Q 4 Grate: ng. Sta. 1+24 to Sta. 1+76 Crate: 1925,36 ° FL Box: 1924,27 �► ,_ i Build 8 P.C.C. Pavement '_ 4c. . N / 47B - High Early rd Cu ; 26.09 // W /W/// r It> fml)'�,1 2+00 + , + + Existing: 3+00 4 �,` // " N <�p N N FL 6f, I .i,P. N ;1923.75 Q ,, . i " // -.,,,a 0/0': �€i c FL 4 1661 i l : 1923.63 r ;, x,11 // Existing: I // % FL 6'° Clay North, 1923.97 -, 2 .70 ��� � ��� \ FL 12" RCP Wiest. 1922,2�i C { . . . Q 25.81 0149.5 25.77 F 9" Steel South: Crate- 1924.72 h: 22 4 .� I CL iF_ a . FL 12°' RCP East, 1922.79 1925.91 Door X40 Q .1925:65 l�aor 19Q5.69 Door 1925.55 l�t�or 51 �I FL 12 RCP South: 19 6 Q,� N / Grate: 1925.07 1925.59 fsh. _ OtK Existing- ./¢ �, -� d Do Not Touch. �4c ;�I b, � Existi I° ° � 9; g. / Q a $, Ir v ;1' r " � 3 , V agate: N �� �O / �� Baseme � h ,- , , " cit FL 4 PVC 192 .85 ' '°� ►� '5.70 2� �` t-� .,. ,FL 12' � �, ,° + + '- + FL iox:19 4 d/ a .,Z% `' / 0- 0• � �y 24.51 L 2' .�2 x r o o 6 �, FL 6" Steel � .1 23.7 ' �- / ��d 4 a � Q :70' d ��° # 0 fps x.01 24.76 � _ � � 1 �/� ..i ..i ° V J Existing: Q 'ail/ � P, 4 3 d d Qx ` �� ° 4 v a J 1 4 Existirt ° // Q -� 4 a Control d. , d .Q 1. "I . � 256 �� �° Grate: 1925.72 ry Q,,� g' 0 � � f/ ani �Q Q . Q _ �, 4 �� , I./ r `� '/ FL B x: 1 2 .9 �� Crate:1925.7fl 25.40 Grate ° v 4 N-277889.96 "SQ _- ___ _ __-_ __________ __________4__ t t ° �� " ° 9 3 9 O .i , � 2 Oram _ - - E=2088376.68Q " ------------ ----9-- -- _. -Q_ __ -= _ - - 8.5, E zz�, FL R sx: 1923.76x � ' $-__--_ - __ -_--_---_ ___-- __-____�-____- __-str_---- �- -c` -_--_ - __ d="_ _�9 - _ __ _-_- _ __ --_ ____ -_- - -�_ -. - _. m �, _""- - _ __----t-�__"- __• _ --rt-1 �""'""""�'"_ __-_": 2� 96 _t.___:-.__----- ��, �. 26.30 4 26.1 MaA Ex. �� _ 'a- _-.- d- � � w � � � _: a-- , � 2:�: - - - ��"`==-------- � _ --= a- - � Q �� _---�__ Q __-__ _-s _-_____.-____ Q.___�-T__.�.__4- Q ___-_ .�r�s d _�.. ---_ _-___ Q 4 d _ I .' ' °----=------------------ -== '1Vfatch Ex. Q d 4 `' 4 ° d a ' ° Q d BOP = 0+00.00 1 d ' . . ° � A, <Q q` . ' N 4®I `� sa O Q Q d � Q 4 g. q Q �� Q r 4 Qr k N = 277881.21 1 �� ' 9 � " ° . ° Q ❑ ,� - ° a 4 ° � � 4 - ° � `� ° '4 `i. 4 ° 24.78 fid. �� Q Y �` 4 °24.53 C 24.28 x 25.•4 2 .34 d E= 2088149.66 N�2t77881.44 4 u 4 4 4 ° -f° 25:09. r ° 26.09 Match Ex. 4 X5.60 25.30 Grate d E=2088164.14 2 R1 Q Match Ex. Q . 4 Q 4 • N P q .. 4 • 4 ' Q dRirn. 192s. N_or Q r r ° Q `� 4 3 4z Q - b v. ? 4 ° d 4 v 24.87 Grata �,�. 1b d 4 4 w r Q / Q 4 4 J `J ' d ^ud Q 2 . ° `1 � 4 : d Q ' G d ! ° ' Q :l Q" f � 4 '� d �� , � Q "f Q / A q H. �t d Q °. Q 4 e. . .,1 , cA .4 # 6 mo=t Q ' . ' i i Q z r ' '" X25.99 Conc. n - 4 4 4 2i . •i % , ? d 215 r. � Q ;x A� �' Match fix. 3a ,� t °� Q_ .. '� _ _�_ _.=-- �� _Matte Ex---. _ _. . 'd _ _ °� _ _. _? *.M"_ �. -- 4 _ .� _. � µ - W � _: : - p 1 �• OF ` uE - ,• .. _". �° wwwql M �." Q 4 4 d Q r �� rye nerete Pad r ". x Q � � 4µ Q . . F O� _ ` rn 4 titch E %. 011°rsraa �*",^ r Q 4 �fed�/Iransformer _ 4 4 + r ~~ „~ - i% rc a 6s 4 Elevated Concrete Pad V 31.5' Match Ex. �\ �� ,. / 1 Control ° �3� � �` Do Not Remove ry I o "g � A 26.30 I \ / I '� - N=2778751-1 I'll.63 .`7 1 � NO Iq y,Cp " •° � � Q �� �� °' N 71 E-2088308 Existing: Crate: 1925.1 25.10 25.01 24.76 24.51 16 b I / x\ ! I\ / 1 1925.93 Drive 1925.46 FL Sox: Steel: fi 0 d Q 4 FL 9" 3teeE:1923.65 1 .' . I- Z! --->-A \/ 5 I . Y: i r I /\ I f1i ._5 J � / \ I Q° . , 4� �, wI? . av i b, Y �� _ -v�1 ®�1�b 53 lb x3 �� o'�; 9 Y I . . �• 4 9 I ��.A5, 5.ho I 11 AA * If needed. To be determined by Engineer .. % {,r 2.£ NOTES: 1. Item Build 8" D.I.P. Roof Drain shall include all materials I and labor needed to complete installation. Ex.= 90° elbows, J !, M i • , T I 2. Class C Flyash shall be incorporated and uniformly mixed into the subgrade on this project j.. � I at a depth of approx. one foot from bottom of pavement to help stabilize the subgrade. � I 1 3. Tar Paper or other approved items shall be placed around all pipes penetrating the concrete BUILD 8" P.C.C. PAVEMENT 47B Station to Station Side Sq. Yards 0+32 to 0+77 LT & RT 103.2 1+76 to 2+14 LT & RT 85.1 11/16" 2 £ I c' providing a bond breaker between the pipe and the concrete. A boxout is also acceptable. BUILD 8 P.C.C. PAVEMENT 47B HIGH EARLY f.,,, !Station to Station Side S Yards i 4. Dock Area: Sta. 1+24 to approx. Sta. 1+76 Both Sides: q• I Staging of Dock Areas must be scheduled for routine deliveries during 1+24 to 1+76 LT & RT 157.0 I construction of this project. I I Build Dock Area Sta. 1+24 to approx. Sta. 1 +76 with 8" 47B High Early { Concrete for opening to traffic in 2 days. I SCALES: BUILD 8" D.I.P. ROOF DRAIN 1" = 10' HOR I Dock area construction to be coordinated and phased with schedule of Station Side Lin. Ft. iCompany. „ _ , Dutton Lainson 1- 2 VER1 +39 RT 13.0 ' I 1+89 LT 7.0 I T.B.M. = P.K. Nail in St. Joseph Ave. Keep at least 2 docks open at all times. EI 1926 44 Q BUILD 12" REINFORCED CONCRETE SEWER PIPE NO. SLOPE Lin. Ft. DESCRIPTION 1 2.0% 6.0 Inlet #2 FL=1922.79 to inlet #3 FL=1922.91 F] BUILD STORM SEWER INLET WITH SALVAGED FRAME & GRATE Inlet # Station T.S. Elev. F.L. Elev. Box Size 1 1+38 7'LT 25.40 23.54 30 3/4" x 28 11/16" 2 1+89 7'LT 22.68 20.12 30 3/4" x 28 11 /16- 3 1+89 CL 22.40 19.88 15 3/8" x 28 11 /16" BUILD CLASS C FLYASH STABILIZED SUBGRADE Station to Station Side Tons 0+32 to 3+66 LT & RT 35.0 ADJUST MANHOLE TO GRADE . Station Side Each 0+44 CL 1 * BUILD EMBANKMENT for Subgrade Station to Station Side C.Y. 0+32 to 3+66 LT & RT 250.0 t ,"_1i ' .c. I V .- . CITY OF HASTINGS, ENGINEERING DEPT. U Project ALLEY - Between 1 st & 2nd, St. Joe to Kansas Ave. Proj. No. AID -2013-1 Description Construction Plan Design By Date Contractor R.G.D. 1/2016 eV. _ Drawn By Approved Drn. No. B.B. 5 of 11 ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ....... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ....... 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V ! : EL - 1:9 4.78..... . ......... ......... ......... ..... ......... .... ... ......... ......... ......... ......... ......... ......... ......... ......... ......... .......g _ - . ......... ......... ......... _ *' ::....... ......... .... . _ ... ....... 1- - --1'.00% II: : II:..... g 1 0..07 ° : :g1 - :0.60% .. 9:1:... 1.00%:...: ........ ......... ........ ......... ......... :9 ......... ......... .�..... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... .......g2 - --1-.19%. ......... ......... ......... ....... 2 _ =1.00%. ..,...... ,........ .... - • 1..38%..... ........9 - --1..00% ......... ......... ......... ......... 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M ..... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ....... ......... ......... ......... ......... . . . . . . I - - ......... ......... ......... ......... ........, ......... ,...,.... ,....,,.. ......... ......... ......... .. ......... ......... . ....... ......... ......... ......... ......... ......... . . . I . . . . . ......... ......... ......... ......... ......... ......... ......•-- ......... ......... ......... ......... ......... .. ....... ......... ......... . ....... ......... ......... ......... ......... .....I... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... .. ..... ....P Proposed '- ':: . ....... ... .... . ....... ......... ......... ......... ....... ......... ......... ......... ....... ...... Propose -Grade- 1926 ::: £ ..:: : 6;5��° __ _ 5%M_.� ... .... --0;6. % .....--0.� %. - .-._ I. ......... ......... ......... ......... ...... . ......... ......... ......... ......... ......... ......... ......... ......... ......... 1.1 1926 a . �_ - o. o . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .: :: -.. ::: ::: ::::: ::£:::::.. :::: ::N I :::: --1.1,9:% ......... ....... .60%...... ... -:1. 0%....... ..... ......... ...... ......... ......... ......... ......... -, £ ( :... .. - -:1.00 .. ...... ... ..... ......... .. ...... ,..... ..... . .... 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VPI 'STA 1 +89.00. ........ V I - STA- =• •2. 25.00 ..... ....... PI -STA- `..2+66.00 .... ......... ... VPI •STA =..3•+00.00 ......... =... ::::::::: ::::::::: ::::::::: ::::::::: :�: ::: ::::::::: ::::::::: ::::::::: :.... :::::::: ,:q:::::: ::::..... Pj ::::: ::::::::: :::VPj EL: =:1924-.53: ......... VPI EL 1926.09 .. . VPI 'EL ="1 25:98 VPI' EL 925.fi2 VP! 'EL ' 192'5.30 V I EL 19 5 3 EL 1 24.87 ......... ......... ......... ......... ......... ... _ ......... ......... ......... ....... ......... .. .... ....... ......... ......... ......... ......... .. ...... ......... - .. ......... ......... ......... - .. ... ......... ... : , , , * * * , * , , :g:1: -.. 1.05%:.... 1 - _ '-'0�.6 % ........ ......... ....... g 1 -0: 7% ....... ::: :: .. ...... ......... ......... .... ......... ......... ....... . ......... ......... ......... ......... ......... ... ... .... �........ ......... ......... ......... ......... ......... .. .... ....... ......... ......... .... �g'1•z= .19%' g1� 1.00% •1• 1'.380• •g•1� 1�.00�� ....... :g2.. .0.63%:.... 2 ' _ '-'C.2 % ........ g2 ' _ -o: 7% .... ......... ......... ......... .. g2 �= a. o% ....... _ ......... ......... ......... .g. .... ........ . 9........ --....... ......... .....,.., ,......,, ,........ ,......,, ......... .. .... ...... .. ......... ........ •-'1..00% ..... ......... 2. -1*'*' .... ......... ... 2 1•.00%: ......... 1920 :C:U:RVE. EN : --. 0:00 CURVE' LEN = 0.00.... ......... ......... ..... ......... . CURVE 'LE •= '0.00 • .. ......... ......... ......... ...C-U-RVE- L N - _- 0.00 . ......... .........CU•RVE• LEN • = 0:00 ..... ......... ......... .U•RVE• LEN 0:00 .... ......... ... C•UWE• EN . -. 0.00 ......... 1920 ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... .. .. ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... .. ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ........ ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... .... I.... ......... ....... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ....... ......... ...... ......... ......... ......... ......... ......... ......... ......... .......I. ......... ......... ......... ::::..... ......... ....... ......... ......... ......... ......... ......... ......... ......... ....... ......... 1 1 1918 ......... ......... ......... ......... ......... ... 9 8 fJ . . . �. N . . . . . . . . . . . . . . . . . . . . t�11 G. Q, . . . . . . . . . Q.N. . . . . . . . . . . . . , . , , O . . . . . . . . . C �� . . . . . . . . . . . . . . 0 N , . . , . . , . . . . . , . . , . O. N . . . . . . . . . . . . . . . . . .O N . . . . . . . . . . . . . . . . . . . . .O. N . . . . . . . . . . . . . . . . . . O N . . . . . . . . . . . . . . . . . 2 . . . . . . . . 2 . X . . . . . . . . . . . . . . . . . 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If-....... ......... ......... ......... .,..... ,...,.... ,....,. ....,.... ****, : **: * : 1916 T ' 0+00 0+50 1+00 1+50 2+00 2+50 3+00 W nCL C/) 0 M O 7' N 3+00 8' 1 8' [ 8' 1 8' 1 8' 1 8' Concrete Pad Elec. Transformer P3esa'ee Concreie Pad Do Not Rarnove 1 00 co 00 [� 2+00 Tw+ ALLEY - Between 1 st & 2nd Street/St. Joe to Kansas Ave. Proj' No. AID -2013-1 Description N £, y .. N + N PL 6`° DAR N!W: 1923.75 Drawn By B.B. Approved Dm. No. 7 Of 11 PL. 4`° Steel hili: 1923.63 + PL 12" RGP West: 1922.20 + T Crete: 1924.72 1925.55 Door FL. 12" RCP South: 1922.64 Scale: 1"=10' Do Not Touch. °°F �' Basement. °' 40 7' N 3+00 8' 1 8' [ 8' 1 8' 1 8' 1 8' Concrete Pad Elec. Transformer P3esa'ee Concreie Pad Do Not Rarnove 1 �e 6.4' t0 cfl M ;r u OF HASTINGS, (DO co It [� ALLEY - Between 1 st & 2nd Street/St. Joe to Kansas Ave. Proj' No. AID -2013-1 Description Joint Detail Design By R.G.D. 4 Qi Drawn By B.B. Approved Dm. No. 7 Of 11 + + Baa r + T NORTH A<:)h6- Scale: 1"=10' 10' 0' 10' 20' 30' N :.... �`aC GONG 00 00 1+00 2+00 T + __..__, _.w ...N _. 0 + � N �a� N PL 6" ®.l.P. N;'w :1923.75 .. ' L 4" Steel i /E.- 1923.63 PL 12' RCP west. 1922.20 19.5' PL 6 Olay North: 1923.97 25.70 ................................ Grate: 1924.72 oG FL 9°' Mealr 1923.7779 L 12" €�� fest: 1922.73 t: 1925.31 Door1925 5 Door 925.69 Door 1925.55 Door FL 12" RCP oath: 1922.64 G° N Grate: 1925.07 1925.59 A.sph. Do Not Touch. Basement. � 2.7 + O x x Ini Matc x �i 9t8.65' Lath ix 7.15' 7.15' 6.24' 6' 6.5' 6.3' 71 5.6' 5.6' 6.2' 6.25' 6.35' 6.4' 5.8' 5.8' 6.4' 8' 8' r-11-1-11 8' 8' 8' r GooG o�G' G 25.39 rete 7' Match x. et fix. M ch x. Match x. �i0{�Creifl to Elec. Transformer y 1925.93 Drive Grate: 1925.10 L cox: 1923.45 �5 e c` �� PL 9'° Steel: 1923.85 �GQ� O CCP �e 6.4' t0 cfl M ;r u OF HASTINGS, (DO /TCITY \ ENGINEERING DEPT. Project ALLEY - Between 1 st & 2nd Street/St. Joe to Kansas Ave. Proj' No. AID -2013-1 Description Joint Detail Design By R.G.D. 1/2016 Date Contractor Drawn By B.B. Approved Dm. No. 7 Of 11 Duct e 3—#2 E i� Aluminum a�� 8 i � € a € a € I",Iq";L'C t la€nt ';U "JI € H IOPia'�; I \ d4o.d1U0 Q I Duct #2q 2—# Copper ` - White, 1 —Block)� � �� 1 � >B � � � I El bo Duct #3: 4/0-4/0-2/0 600V URD TriplesOverhead Door �S� 1 t� 1 D- P Elbo 1 Duct� A Empty � p � � �..�.�......�.�._. I ;..�..�.M_.�.�..__.�_��...�..k Overhead Door .�. ._..�w_...._..�....��.�._�..�...__._ 1 b � 1 Duct #5a Empty Spare . '€� ` 1 4 h80 Storm Drain s 90 Duct #: Empty Spam storm"ewer _ . _ _ m_ m� � _ "M _ _m .".r �� �� ��M I��r' h A Duct #7d 4-500MCM Capper " a Duct #8: ----DDMM Copper - D 24 R Steel Elbows o Duct a Empty Spare Duct #10: --50MCM Capper 3 -2 1/2" 904 Steel Elbows , 4, & 5 � � �� � 3� � � Duct #11: 4---� DMM Copper 1-1 1/4" D Steel Elbow 1 ®4 D Steel Elbows Duct # 12e �--50 MCMCopper � 7 1 1 1 1 1 1 t 1 e �� m 8"Sewer 3.3 9 m 24 Duc$ Duct #14: 2—#8 Copper 1 ---White, 1—Block 1 D Steel Elbows 1 5 � ��:x�,1,�,��� �� � Elbe 1 Duct #1 e 4/0-4/0-2/0 URD Triplex1® �� � Steel Elbe � 1 Duct #16: Empty for Phony — 4" N South of_.. 0..I I € I i_ I ff 38 " € rn Its Riser r (0O ...._ .,.""_" —I N� 5-4" 90* PVC Elbows (1 2 3 4 & 5) Pad Poured in Place 3 y ' PVC Elbows (6, 7, & 8) 2-2 * PVC Elbows 3 — 4 90' PVC Elbow (9) t...................... .............. .............. X-¢4 Reinforcement Rods 0154'9191 1/4" Bevel on All Exposed Edges #4 Reinforcement 3" Rods at 12' O.C. 7 1/2' 3' 1-22' Diameter Support Column 4'-0" Deep, Tamp Bottom of o Holes Before Pouring Concrete Install 4-0 Rebars in Column Extend Above Rebar in Pad and 18" Laterally as Shown (WD 1/4" Bevel on All Exposed Edges #4 Reinforcement 3" Rods at 12' O.C. 7 1/2' 3' 1-22' Diameter Support Column 4'-0" Deep, Tamp Bottom of o Holes Before Pouring Concrete Install 4-0 Rebars in Column Extend Above Rebar in Pad and 18" Laterally as Shown (WD ::::::::: ......... :::::: 70 ......... 00:::60 ......... 00:::30 ......... 00 : - : 40 ......... 00.:::30 ......... 00:::20 ............................ 00::::1:0 Oo::::::.:::::::�;o .......... 00:::: .o .................... 00 ; ; : 3O :::. o0 40 ......... ::: 00 30 .................. ::: 00 60 ::: - 00 70 ......... 00 :::::::::::: ......... - �0 ............................. ::: 00 60 ::: 00 30 ::::.....:::......:::.....:.:. 00 40 ......... 00 30 ........................... 00 20 0� . � �:Q oo: :: - - :. ......... - - �:0 :::..: .......... ::: 00: 20 ....•..... ::: 00 30 .......... :::. 00 40 ......... ::: 00 30 ......... ::: 00 60 ......... ::: - 00 70 ......... 00 :::::::::::::: ......... ......... 0. 5.'b9. sA pg. $''9 .�.r[ _ �,:1. �..�.2• ��d ;, �b €, y..w�- a*�. ��. 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CITY OF HASTINGS, ENGINEERING DEPT. ......... ......... ......... ...... .. ......... ......... ......... ...... flR G�IN'AL� �E �=�1�92�4 5Q• ...... ........ ......... ......... ......... ......... ......... ....... .... .... ......... .. ...... ......... ......... ......... ......... ......... ......... ......... ......... ......... . c. cc. � Pr ......... ......... ......... ......... ......... ......... ......... ......... .._ ......... ........ ......... ......... ......... ......... ......... ....... ....... ......... ......... ......... ......... ......... ..... ... ......... ......... ......... ......... .. ...... ALLEY -Between 1st & 2nd, St. Joe to Kansas Ave. . ......... ......... ......... ......... ... ...... ......... ......... CIJ:T AR _ A. .-:o.:oo .................. ......... ......... .................. ......... .................. ......... ....... .................. ......... .......................... . ...... .. ......... ........ Proj.No. AID -2013-1 Description Cross Section Sheets ........ . . .i��. �:0:0. :. . . . �� (� �L.l �Q �� �0 �� 40 ... �� 30 ... ODS 2� ... 0Q :1:C� -- - . V:� . 00: .... O.. � O . ...... :O ::: OO:... �O :: � ... 3 0. .... OQ 40 ... aQ �0 ... QCT �� OII ... 7`� 0� ...... ...... 7`0 - _ O ... a �:o ... o� � �o ... o� 40 ... 0� 30 ... O� 20 ... 0� �1:C� .. ... OQ: - ..... :1:D ... 00: 20 0� :30 Ott 40 0Q OesignBy R.G. D. Dote 121 / 0 6 Contractor Drawn BY 13.i3. approved Dm. No. 11 Of 11 . ... ... :�. .(� : ... .... .. . I ­ 4T V_ W W L 0) 4- E 0 0 L 0 L a) 911 lit, 811 JOINT SEALANT • lit R SLOPE X R ill PREFORMED EXPANSION JOINT FILLER CONCRETE BARRIER CURB * OVA N TI TIES CONCRETE 4.55 CU. YDS. IS TA. AREA 1.228 - SO, FT. I I. -Oil INTEGRAL CONCRETE SLOPING -CURB QUANTITIES CONCRETE 0.62 CU. YDS, IS TA AREA Q. 167 SO. FT. 911 9 P -O„ 9. 4K2"1 4Y2 2 it .8 JOINT SEALANT JOINT SEALANT t 40 1 "RSLI OPE SL 7. !I A O A. Ytll R 6 - 44 R A A 40 40 • PREFORMED 40. 1 PREFORMED EXPANSION JOINT FILLER EXPANSION JOINT FILLER NOTE, MA Y BE USED WHEN T IS LESS THAN 12 . CONCRETE MEDIAN CURB CONCRETE CURB, INTEGRAL CONCRETE BARRIER CURB - TYPE QUANTITIES OUA N TI TIES CONCRETE 4,42 CU, YDS, IS TA OUA N T1 TIES' CONCRETE 1.33 CU. YDS. IS TA AREA 1.192 SQ. FT. CONCRETE 5,22 CU. YDS, IS TA AREA 0. 359 SO. FT. AREA 1,408 SO, F T. NOTE: *ONE INCH PREFORMED EXPANSION JOINT FILLER SHALL BE PLACED AT INTERVALS OF NOT MORE THAN 100 FT, THRU CONCRETE BARRIER CURB, CONCRETE MEDIAN CURB, AND CONCRETE -CURB, TYPE L. 4 -ll CONTRA C TION JOINTS SHA L L 1o it-Oil BE CONS TRUC TED TO MA- TCHNo. 4 L ONGI TUDINA L BAR TO BE 7" GAPPED ATCONTRACTION JOINT 2 LOCATION OF EXISTING JOINTS Z LOCATIONS, 311 MIN, 11 MAX, SLOPE Y4 4W A a40; CONCRETE PA- VEMEN T '6 3 4& 1% A A 414 46 . . - A, A - . . A 401 . b * - T NO,0'5 x 8" TIE BARS AT 5'-0" CENTERS 0 1* THE AREA BETWEEN CURB AND TO BE DRILLED AND. GROUTED- INTO EXISTING EXISTING CONCRETE - PA VEMEN T CONCRETE PA VEMEN T W TH - APPROVED GROUT) TO, BE CLEANED, AND ROUGHENED AS DIRECTED BY THE ENGINEER CONCRETE" CURB; INTEGRAL CONCRETE INTEGRAL, CONCRETE.CURB TYPE II SLOPING CURB QUANTITIES OUA N TI TIES QUANTITIES CONCRETE 0.89 CU. YDS. fS TA. -T AREA 0. 239 SO. FT. CONCRETE' 0,870. YDS./STA. CONCRETE 0.46 CU, YDS. IS TA. AREA a 234 SQ. F T. T-4 A AREA 0.123 SO. FT. NO, 4 L ONGI TUDINA L BAR TO BE lit 8" GAPPED A T CON TRA C TION JOINT woo L OCA TIONS; 3" MIN., 6 MAX. 1"R SL OPE _p o s � a s o o � ,,, a a Al & It A NO, 5 x 8" TIE BARS THE AREA BETWEEN CURB AND AT 51-0" CENTERS EXIS TING CONCRE TE PA VEMEN T TO BE CL EA NED AND ROUGHENED NOTE: AS DIRECTED BY THE ENGINEER USE WHEN T IS 1 `-0 OR GREA TER CONCRETE BARRIER CURB ALTERNATE QUANTITIES CONCRETE 1.33 CU. YDS. IS TA. AREA 0.359 SO. FT, 8 211 SLOPE 4a Y2"RD INTEGRAL CONCRETE TRUCK -APRON CURB. QUANTITIES CONCRETE 0.47 CU, YDS./STA. AREA. x.727 SQ. FT. 911 A, EROSION CONTROL CURB QUA N TI TIES CONCRETE 0*81 CU. YDS* IS TA 0 AREA 0,219 SO. FT, T14 72 MIN, SA W . CUT 4 MIN. DEPTH # CONTRACTION JOINT THRU CURB FOR NON -INTEGRAL CURB THE CON TRA C TION JOINTS MAY BE MADE WITH A DOUBLE EDGER WHILE THE .CONCRETE IS STILL Pt AS TIC. NOTE, T =PAVEMENT THICKNESS JUL. 15ADDED''TRUCK APRON CURB R10 FEB 09.. MUL TIPLE REVISIONS R9 MAR- 05 MULTIPLE REVISIONS REV. NO. DATE-:, -DESCRIPTION OF REVISION: NEBRASKA DEPARTMENT OF ROADS. STANDARD PLAN* NO* 301-R11 PAVEMENT. - -D-ET-AIL.S. ACCEPTED BY FHWA FOR PE 4N THE NATIONAL. HIGHWAY SYST <1 Lf dW 3 ORIGINA4 JANUARY _319 1974 DATE EXPANSION JOINT (SUBSIDIARY) NO. 5 x 18" TIE BARS A T 33" CENTERS TO BE DRILLED AND GROUTED INTO EXISTING SLAB. ;� 2" � Sri 0 ASPHAL TIC CONCRETE a A � 3fi� D VC3 e �op d 141" p p P O o s s o 0 a D, e D• A D, D •'e ° • a . \ A O O A a A O O p O s U EXIS TING SLAB VARIABLE CONCRETE BASE COURSE W/INTEGRAL- CURB 0 0 "o .. L M NO. 5 x 18" TIE BARS AT 33" �`_Ol! CENTERS TO BE DRILLED AND 21, GROUTED INTO EXISTING SLAB. v` Ln e -a � 0 STri D CIO CV a • O eAll.e •� e cr_ > s O a 0 0 o e o css e e e e• e F` ' a• a® e /'� e O O O O e e A id O O A O O N EXISTING SLAB VARIABLE THE FOLLOWING NOTE IS TYPICAL FOR CONCRETE BASE COURSE W/INTEGRAL CURB AND CONCRETE PA VEMENT WIDENING: c CONTRACTION AND EXPANSION JOINTS SHALL. BE CONSTRUCTED .v TO MATCH L OCA TIONS OF EXISTING JOINTS. 00 00 _o o `_M f .. CONCRETE PAVEMENT NIDENINO .® (0o �o ....ON 1.L W. 3`-=0" MIN. JOINT SEALANT SLOPE 2% I JOINT SEALANT It. Y R ' 4 111 PREFORMED EXPANSIONJOINT FILLER CONCRETE MEDIAN SURFACING ONE INCH PREFORMED EXPANSION JOINT FILLER SHALL BE PLACED ACROSS THE FULL WID TH ' .OF THE MEDIAN SURFACING AT INTERVALS OF NOT MORE THAN 491-0 ". L ONGI TUDINAL JOINTS ONE INCH DEEP SHALL BE MADE IN ALL MEDIANS WHEN SURFACING WIDTH IS 161-0" OR GREATER, TRANSVERSE JOINTS ONE INCH DEEP SHALL BE MADE IN ALL MEDIANS A T IN TER VAL S OF NOT MORE THAN 81-01-1. TRANSVERSE AND LONGITUDINAL JOINTS SHALL NOT BE Fl L L ED. I" PREFORMED C'VDANSTIL7A1 /t7tAi7- CT/ I CD VARIABLE ONE INCH PREFORMED EXPANSION JOINT FILLER SHALL BE PLACED AT INTERSECTION RETURNS AND WHERE SHORN ON THE PLANS. TRANSVERSE JOINTS SHALL BE PROVIDED EVERY 8'-0" OR WHERE SHOWN ON THE PLANS. NOTE: RECESS THE EXPANSION JOINT FILLER Y2" FROM THE TDP SURFACE DF THE CURB. TYPE UNDER CONSTRUCTION DETAIL FOR CUTTING EXPANSION JOINT FILLER 21I s IN VARIABLE (21-0i1 MIN. TO 31-6f1 MAX. l COMBINATION CONCRETE CURB 8 GUTTER 611 OPENING FOR SIGN POST 0 11" PREFORMED EXPANSION JOINT FILLER W/JOINT SEALANT 6" OPENING FOR SIGN POST - B 1 t1 PREFORMED EXPANSION JOINT FILLER W/JOINT SEALANT MEDIAN SURFACING , (SA N0 FILL i 11 ` PREFORMED EXPANSION JOINT FILLER a 41_(}ll MIN. n MEDIAN SURFACING (SAND FILL ). 11_611 41-011 MIN. f JOINT SEALANT e o e • e. • e e a a o o 0 1 " PREFORMED EXPANSION JOINT FILLER SECTION A—A END. -'OF MEDIAN ISLAND 1 it -611.1 41-011 MIN. - PLAN 4`-0`1 MN. JOINT SEALANT CONCRETE ISLAND NOSE s o o e O �TO . � O .� �A � �� � � O ��•� 6 O ��0�� P ��O �� p p 0 O TOP OF SLAB ` `-- CONCRETE PA VEMEN T SECTION B—B 0 8 41b Ak 401 A. SECTION C—C SECTION D—Q CONCRETE. ISLAND NOSE NOTE: EXISTING CONCRETE PAVEMENT IS TO BE REMOVED TO BUILD CONCRETE ISLAND NOSE.- NOTE: T =PAVEMENT THICKNESS R11 JUL 15 ADDED TRUCK APRON CURB R10 FEB 09 MULTIPLE REVISIONS R9 MAR 05 MULTIPLE REVISIONS REV. N0. :DATE DESCRIPTION OF REVISION NEBRASKA DEPARTMENT OF ROADS STANDARD PLAN NO. 301—R1 1 3'" PAVEMENT DETAILS I�1 N� � � D. s D. per. Dom. �• � %4" BOARD TO BE LEFT IN PLACE CONCRETE -HEADER ACCEPTED BY FHWA FOR SE AIV THE NATIONAL GH1AY SYST A. _A }} d r� DA E E -rte ,t ORIGINAL: JANUARY. 31, 1974 DATE 2 3 111 DIA. x 18" DOWEL BARS, T -G" TO 8„ 1f 1 ` DIA. X 1811 DOWEL BARS, T OVER 8" C a , • • EXPANSION TUBE , ,� 0 A �- Q B EXIS TING SL AB NEW SLAB a A GREASE DOWEL BAR .ON EXPANSION TUB SIDE B ill PREFORMED EXPANSION JOINT FILLER NOTES. C JOINT SEALANT DOWEL BARS SHALL BE DRILLED TO A DEPTH OF 8" INTO EXISTING SLAB AND GROUTED. DOWEL BARS SHALL BE PLACED AT P-0" CENTERS. THE OUTSIDE DOWEL BAR SHALL BE PLACED 6" FROM THE EDGE OF THE SLAB. THIS JOINT SHALL BE CONS TRUC TED TRANSVERSE TO THE ROADWAY WHERE THE NEW CONCRETE ABUTS THE EXISTING CONCRETE. DOWEL BARS SHALL BE PLACED PARALLEL TO THE ROADWAY f AND TO THE ROADBED. EXPANSION JOINT (SUBSIDIARY) NO. 5 x 18" TIE BARS A T 33" CENTERS TO BE DRILLED AND GROUTED INTO EXISTING SLAB. ;� 2" � Sri 0 ASPHAL TIC CONCRETE a A � 3fi� D VC3 e �op d 141" p p P O o s s o 0 a D, e D• A D, D •'e ° • a . \ A O O A a A O O p O s U EXIS TING SLAB VARIABLE CONCRETE BASE COURSE W/INTEGRAL- CURB 0 0 "o .. L M NO. 5 x 18" TIE BARS AT 33" �`_Ol! CENTERS TO BE DRILLED AND 21, GROUTED INTO EXISTING SLAB. v` Ln e -a � 0 STri D CIO CV a • O eAll.e •� e cr_ > s O a 0 0 o e o css e e e e• e F` ' a• a® e /'� e O O O O e e A id O O A O O N EXISTING SLAB VARIABLE THE FOLLOWING NOTE IS TYPICAL FOR CONCRETE BASE COURSE W/INTEGRAL CURB AND CONCRETE PA VEMENT WIDENING: c CONTRACTION AND EXPANSION JOINTS SHALL. BE CONSTRUCTED .v TO MATCH L OCA TIONS OF EXISTING JOINTS. 00 00 _o o `_M f .. CONCRETE PAVEMENT NIDENINO .® (0o �o ....ON 1.L W. 3`-=0" MIN. JOINT SEALANT SLOPE 2% I JOINT SEALANT It. Y R ' 4 111 PREFORMED EXPANSIONJOINT FILLER CONCRETE MEDIAN SURFACING ONE INCH PREFORMED EXPANSION JOINT FILLER SHALL BE PLACED ACROSS THE FULL WID TH ' .OF THE MEDIAN SURFACING AT INTERVALS OF NOT MORE THAN 491-0 ". L ONGI TUDINAL JOINTS ONE INCH DEEP SHALL BE MADE IN ALL MEDIANS WHEN SURFACING WIDTH IS 161-0" OR GREATER, TRANSVERSE JOINTS ONE INCH DEEP SHALL BE MADE IN ALL MEDIANS A T IN TER VAL S OF NOT MORE THAN 81-01-1. TRANSVERSE AND LONGITUDINAL JOINTS SHALL NOT BE Fl L L ED. I" PREFORMED C'VDANSTIL7A1 /t7tAi7- CT/ I CD VARIABLE ONE INCH PREFORMED EXPANSION JOINT FILLER SHALL BE PLACED AT INTERSECTION RETURNS AND WHERE SHORN ON THE PLANS. TRANSVERSE JOINTS SHALL BE PROVIDED EVERY 8'-0" OR WHERE SHOWN ON THE PLANS. NOTE: RECESS THE EXPANSION JOINT FILLER Y2" FROM THE TDP SURFACE DF THE CURB. TYPE UNDER CONSTRUCTION DETAIL FOR CUTTING EXPANSION JOINT FILLER 21I s IN VARIABLE (21-0i1 MIN. TO 31-6f1 MAX. l COMBINATION CONCRETE CURB 8 GUTTER 611 OPENING FOR SIGN POST 0 11" PREFORMED EXPANSION JOINT FILLER W/JOINT SEALANT 6" OPENING FOR SIGN POST - B 1 t1 PREFORMED EXPANSION JOINT FILLER W/JOINT SEALANT MEDIAN SURFACING , (SA N0 FILL i 11 ` PREFORMED EXPANSION JOINT FILLER a 41_(}ll MIN. n MEDIAN SURFACING (SAND FILL ). 11_611 41-011 MIN. f JOINT SEALANT e o e • e. • e e a a o o 0 1 " PREFORMED EXPANSION JOINT FILLER SECTION A—A END. -'OF MEDIAN ISLAND 1 it -611.1 41-011 MIN. - PLAN 4`-0`1 MN. JOINT SEALANT CONCRETE ISLAND NOSE s o o e O �TO . � O .� �A � �� � � O ��•� 6 O ��0�� P ��O �� p p 0 O TOP OF SLAB ` `-- CONCRETE PA VEMEN T SECTION B—B 0 8 41b Ak 401 A. SECTION C—C SECTION D—Q CONCRETE. ISLAND NOSE NOTE: EXISTING CONCRETE PAVEMENT IS TO BE REMOVED TO BUILD CONCRETE ISLAND NOSE.- NOTE: T =PAVEMENT THICKNESS R11 JUL 15 ADDED TRUCK APRON CURB R10 FEB 09 MULTIPLE REVISIONS R9 MAR 05 MULTIPLE REVISIONS REV. N0. :DATE DESCRIPTION OF REVISION NEBRASKA DEPARTMENT OF ROADS STANDARD PLAN NO. 301—R1 1 3'" PAVEMENT DETAILS I�1 N� � � D. s D. per. Dom. �• � %4" BOARD TO BE LEFT IN PLACE CONCRETE -HEADER ACCEPTED BY FHWA FOR SE AIV THE NATIONAL GH1AY SYST A. _A }} d r� DA E E -rte ,t ORIGINAL: JANUARY. 31, 1974 DATE 2 3 r- 0 rn V_ L ss L N INTEGRAL CURB 911 JOINT SEALANT— N • P A 4 O O O A A - D D o o • P •. A a O A D " w °A • .'46 • .'A d ' . • O A O P P 1 " PREFORMED EXPANSION JOINT FILLER DETAILS OF' CURB DROPS BARRIER CURB R r VARIES I G �` G i � e f 51-01.1 WALK �-- (4 °_0 °° MIN.) 2'-0'► - E to -jIRT I •yctfr o 1 ° rr J � I �. .1-.0 v r 0 CONTRACTION it -oil JOINT F E Ila X #4 REBAR, 41-0" LONG R X 5' -0"3.00' SIDEWALK 10'-0" 4.35' 15`...Q" 5.38': 20'-0" 5.24' 25"-0" 7.00' 30'-0" 7.68'. 35'-0" 8.31' 40'-o" 8189' R =RADIUS X = l2R-t1 lX & R IN FEE T) URBAN DRIVEWAY PLAN 2" SLOPING CURB 1'•-0" JOINT SEALANT SLOPE • - • •-p °0 . ' ` Q • ', a �• s h O " a a p D• o P � :P.. o D D _ o �, e e •o s a s •. .. D fl D., �, v ,o - w e, • A P s A d o s 4'-0" MIN. 1 " PREFORMED EXPANSION JOINT FILLER SECTION E -E 11-01! JOINT SEALANT 1- o . • O O a A 0 p • p Q. p O .. O s o 0 1 " PREFORMED EXPANSION JOINT FILLER SECTION F --F TRANSITION SIDEWALK TO MEET DRIVE (DIS TA NCE VARIES) RISE .LESS THAN 6" (8% SLOPE) RISE GREATER THAN 6" (5% SLOPE) SL OPE R=RISE .Ei 4 Q d t SIDEWALK o O a ♦ 'o . a ♦ ♦ oo 0 0 0 �' a ao 0 0 0 0 a P 0 D a D• �•- D p D p DDRIVE a 4'=0 "' MIN. SECTION G --G TOP OF CURB + 0" MINIMUM +2% t8% MAX +2.31 TO + 1029 -8 o MAX. 10'-0" DES. 5'-0" SIDEWALK 0 (4°_0°J MIN.) (4'-0" MIN..) - +15% MAX. 1% MAX. 4'-0" MIN. � PRafILE URBAN DRIVEWAY WITH SIDEWALK (MAXIMUM PERCENT OF. GRADE) A 0 . © • 0. . MINIMUM IS REQUIRED WHEN THE EXISTING GRADE IS GREATER THAN 18% gio'-O" f0`-0" MINIMUM IS REQUIRED WHEN THE EXISTING GRADE IS GREATER THAN t15% 03 10'-0" MINIMUM ROUNDING IS REQUIRED WHEN THE EXISTING GRADE IS GREATER THAN f22% 4'-0" MIN. � r A 0 . © • 0. . D" D • b � .. 4 e P O P O O O O �" P O 0 p o O p e (`iA7 �• a O � P P • O d O aP •.® p �. a . p .a'• O SLOPE TOWARD STREET 1.5 TYPICAL 29 MAX. IN X R X VARIABLE J SIDEWALK (.RURAL DRIVEWAY) "—Y4s� o o aYa . OA O ' Q Q A d A A • P O O O A O O. VARIABLE SIDEWALK AT DRIVEWAY NOTE. 1 " PREFORMED EXPANSION JOINT FILLER SHALL BE PLACED IN ALL SIDEWALKS OR CROSSWALKS AT INTERVALS OF NOT MORE THAN 50'-0°°, AND AT ALL. POINTSWHERE SIDEWALKS OR CROSSWALKS ARE ADJACENT TO CURB. IF SIDEWALK OR CROSSWALK TO RE CONSTRUCTSIS LESS THAN 50'-0" IN LENGTH, ONE SUCH EXPANSION JOINT SHALL BE. PLACED AS DIRECTED BY THE ENGINEER. NOTE: T = PA VEMENT THICKNESS CXISTING Rf JUL 15 ADDED TRUCK. APRON CURB I E -N co v r• (f Y 0 Ln r U.) N 0q- ! ►-� 0 co 01° � c �r LL 0 �o tow-tA c F r c MINIMUM OF S CHAIRS SPACED A T UNIFORM INTERVALS FOR EACH SPACER BAR rien A Aim rnie JAFAtT FILLER 4NSION JOINTS ONLY) ASSEMBLY FLAN DOWEL BAR HEIGHT AND DIAMETER PAVEMENT MINIMUM DOWEL BAR SKEW THICKNESS (T' BAR DIA. HEIGHT (Tf2) TOLERANCE LESS THAN 10" 1%" T/2 10"' OR MORE 1� T/2 ±' rj PROFILE GRADE ELEVA TION 0 0 0 0 0 0 0 0. \N 6" 11-0" 1" PREFORMED EXPANSION JOINT FILLER SHALL BE USED FOR EXPANSION JOINTS UNLESS OTHERWISE SPECIFIED IN THE PLANS. NO, 4 Sl DIRECTIDN OF PLACEMENT SECTION VL Y PREFORMED EXPANSION JOINT FILLER (TO BE USED AT EXPANSION JQINTS ONLY) 1l/ STQP LUGS END CUT AND BEND A Q„ EXPANSION TUBE EXPANSION JOINT (SUBSIDIARY) SLOPE AS SHONV ON PLANS ._..= ..�.. 0 0 C� JOINT SEALANT (HOT POURED) &A J.,7 l 11Yt7 JLML7 11-011 DOWEL BARS 1" TEMPORARY FILLER GREASE DOWEL BAR ON EXPANSION TUBE SIDE ONLY NEW SLAB NOTES: DOWEL BARS SHALL BE DRILLED TO A DEPTH OF 8" INTO EXISTING SLAB AND GROUTED. SECTION NOTES: THE CONTRACTOR MAY SUBSTITUTE OTHER DESIGNS FOR EXPANSION AND CONTRACTION JOINT SUPPORTS IN LIEU OF THE TYPE SHOWN WITH PRIOR WRITTEN APPROVAL BY THE ENGINEER, DOWEL BARS SHALL BE A MINIMUM OF 17Y4" IN LENGTH, CENTERED ON JOINTS AND BE SMOOTH BARS. TIE BARS SHALL BE DEFORMED BARS. FOR L DAD TRANSFER DEVICES A T EXPANSION JOINTS IN LANES OTHER THAN THE LANES SHOWN, MAINTAIN THE SPACING OF THE 1'-6" DOWEL BARS AT P—D" INTERVALS. THE ENDS OF THE NO. 4 SPACER BARS SHALL NOT BE LESS THAN 3'l FROM THE EDGES OF THE PA VEMENT OR THE L ONGI TUDINAL JOINT. THE CONTRACTOR MA Y USE A MACHINE FOR PLACING THE LONGITUDINAL TIE BARS IN LIEU OF THE TIE BAR PINS. IF A MECHANICAL TIE BAR PLACEMENT MACHINE IS NOT USED, TIE BAR PINS -AS.' SHOWN SMALL BE USED, TIE, DOWEL & SPACER BARS SHALL CONFORM TO THE .REQUIREMENTS -OF THE STANDARD SPECIFICATIONS, KEY TYPE LONGITUDINAL JOINTS AND TRANSVERSE CONSTRUCTION JOINTS SHALL BE EDGED WITH 4" R. AT TIME OF CONCRETE PLACEMENT, CONCRETE PAVEMENT SHALL BE TINED UNLESS OTHERWISE SHOWN IN THE PLANS. EXPANSION JOINTS SHALL BE INSTALLED AT L DCA TIONS SHOWN IN THE PL ANS. PA VEMENT PLACED ADJACENT TO R.R. TRACKS REQUIRES 3—EXPANSION JOINTS SPACED A T APPROX. 49'-6" INTERVALS. EXPANSION JOINTS SHALL NOT BE SKEWED. T- PAVEMENT THICKNESS THE DEPARTMENT REQUIRES THAT DOWEL BASKETS BE PLACED IN ALL CONTRACTION JOINTS WHICH ARE 61-011 OR WIDER. THE DOWEL BASKETS SHALL BE PLACED TRANSVERSE TO THE DIRECTION OF THE PREDOMINANT TRAFFIC DIRECTION. IN DOWEL BAR LOCATION TABLE L I L2 L3 #BARS DESCRIPTION 12'-011 611 511 12 12'-0" PAVEMENT 151,01' 21,6#1 21-511 13 15' --0' PAVEMENT ( INCLUDES 3'-0" SHOULDER) 161-011 31-611 31-511 13 16'-0" PAVEMENT ( INCLUDES 4'-0" SHOULDER) 1f'-0" 611 51" 16 1f'--0"" RAMP & LOOPS . >141-611 1"-611 l'-5" VARIES PAVEMENT WITH CURB k14'-6" 21-611 21-511 VARIES PAVEMENT WITH CURB > V-011 611 " 51 VARIES I IRREGULAR AREAS (WIDEN, FILLETS, CORE ..... ) 0 0 0 0 0 0 0 0. \N 6" 11-0" 1" PREFORMED EXPANSION JOINT FILLER SHALL BE USED FOR EXPANSION JOINTS UNLESS OTHERWISE SPECIFIED IN THE PLANS. NO, 4 Sl DIRECTIDN OF PLACEMENT SECTION VL Y PREFORMED EXPANSION JOINT FILLER (TO BE USED AT EXPANSION JQINTS ONLY) 1l/ STQP LUGS END CUT AND BEND A Q„ EXPANSION TUBE EXPANSION JOINT (SUBSIDIARY) SLOPE AS SHONV ON PLANS ._..= ..�.. 0 0 C� JOINT SEALANT (HOT POURED) &A J.,7 l 11Yt7 JLML7 11-011 DOWEL BARS 1" TEMPORARY FILLER GREASE DOWEL BAR ON EXPANSION TUBE SIDE ONLY NEW SLAB NOTES: DOWEL BARS SHALL BE DRILLED TO A DEPTH OF 8" INTO EXISTING SLAB AND GROUTED. SECTION NOTES: THE CONTRACTOR MAY SUBSTITUTE OTHER DESIGNS FOR EXPANSION AND CONTRACTION JOINT SUPPORTS IN LIEU OF THE TYPE SHOWN WITH PRIOR WRITTEN APPROVAL BY THE ENGINEER, DOWEL BARS SHALL BE A MINIMUM OF 17Y4" IN LENGTH, CENTERED ON JOINTS AND BE SMOOTH BARS. TIE BARS SHALL BE DEFORMED BARS. FOR L DAD TRANSFER DEVICES A T EXPANSION JOINTS IN LANES OTHER THAN THE LANES SHOWN, MAINTAIN THE SPACING OF THE 1'-6" DOWEL BARS AT P—D" INTERVALS. THE ENDS OF THE NO. 4 SPACER BARS SHALL NOT BE LESS THAN 3'l FROM THE EDGES OF THE PA VEMENT OR THE L ONGI TUDINAL JOINT. THE CONTRACTOR MA Y USE A MACHINE FOR PLACING THE LONGITUDINAL TIE BARS IN LIEU OF THE TIE BAR PINS. IF A MECHANICAL TIE BAR PLACEMENT MACHINE IS NOT USED, TIE BAR PINS -AS.' SHOWN SMALL BE USED, TIE, DOWEL & SPACER BARS SHALL CONFORM TO THE .REQUIREMENTS -OF THE STANDARD SPECIFICATIONS, KEY TYPE LONGITUDINAL JOINTS AND TRANSVERSE CONSTRUCTION JOINTS SHALL BE EDGED WITH 4" R. AT TIME OF CONCRETE PLACEMENT, CONCRETE PAVEMENT SHALL BE TINED UNLESS OTHERWISE SHOWN IN THE PLANS. EXPANSION JOINTS SHALL BE INSTALLED AT L DCA TIONS SHOWN IN THE PL ANS. PA VEMENT PLACED ADJACENT TO R.R. TRACKS REQUIRES 3—EXPANSION JOINTS SPACED A T APPROX. 49'-6" INTERVALS. EXPANSION JOINTS SHALL NOT BE SKEWED. T- PAVEMENT THICKNESS THE DEPARTMENT REQUIRES THAT DOWEL BASKETS BE PLACED IN ALL CONTRACTION JOINTS WHICH ARE 61-011 OR WIDER. THE DOWEL BASKETS SHALL BE PLACED TRANSVERSE TO THE DIRECTION OF THE PREDOMINANT TRAFFIC DIRECTION. IN v wM 0 r Z CY (A trn co Ircl 1 a 10 V' SEE JOINT DETAIL DIRECTION OF PLACEMENT � NO, 4 SPA CER BARS WEL DED 3" MIN. CLEARANCE FROM EDGE OF SLAB ---A A MINIMUM OF 5 CHAIRS PLACED A T UNIFORM INTERVALS SHALL - BE USED FOR EACH 12'-0" LANE 12 GAUGE CHAIR rrrr Rw.rf Mff w°.ww4 yYwy Mtrrr M ww w YY rrrr r.YY♦ rrr~~•� ~~ Y+Y•°YY.YY ♦°rrrrrrr +,*+Y++++ rrr°rr~rrrr 4Y++•we4+,♦ WID TH AS RECOMMENDED BY THE SAW MANUFACTURER +++ I•r ♦e+ + (Y rd MIN. ' . a • a • r a ► • r r t a ► r t r a JOINT SEALANT k �r (HOT POURED)W a� t OR r + , e t MMM.I.+tMMMwRA ww.°yyywMw YrYr............. yw t t ar � b , a a '•� a ♦ a a LQ Q • JOINT SEALANT a • `►•, t 11 ; •' (HOT POURED) • • ♦ •+ *`♦•e MAX. ,, ♦+►* "�E 'A+[ ^`L ee s r 1`•ar �... • e • + r ee+*+ rrr✓r+ecce• r°rrrr +� rr r +e+e ♦ r r r e+e++Y•YYY••,YYIw•rrrr•rrrrrrrrrrr ♦i YY wYwy sfrrrrrr w Y..w f.. ww Yy. w Y w i s.. s r w• CONVENTIONAL SAWING EARLY—SAW CUT t t 1 11-011 'Xc" DIA. If SMOOTH BAR Y211 R•4 Y8 1 4% Y8 � Imo- 3is" TIE BAR Vis" DIA. COUPLING SMOOTH BAR DETAILS OF "W" BAR ls" MAX. JOINT SEALANT (HOT POURED) p p P"IIIIIIIIIIIIIIIIIIIIllillilljlllA IN • 11� • A 1►1 d1 •Y,p id • L7 A p p Not %6" TIF BAR & COUPLING -- ROTATE BAR IF NECESSARY .TO MAINTAIN 2" MIN. CL EARANCE - ( OPTION 1) KEY TYPE NO. 5 HOOK AND W -BARS A T APPROX. 21-911 C TRS. OR Ys" HOOK AND W -BARS AT APPROX. 2'.-911 C TRS. A GREASE THIS SIDE ONLY JOINT DETAIL THE DOWEL BAR SPACING SHALL BE THE SAME AS SHOWN FOR THE EXPANSION JOINT. REFER ' TO BAR L OCA TION TABLE AND THE DOWEL BAR. HEIGHT AND DIAMETER TABLE ON SHEET. -1 OF 4: SEE JOIN DETAIL •rrr. ~+� ♦ e • • Y i r • *+e•Yy rrr,+ a • • • R a 16 GAUGE METAL 12 GAUGE METAL 6" x 6" SQUARE SPILT N 7^0 11 A V SPOT WELD CONTRACTION JOINT %►s" MAX ND. 5 X 1'-6" TIE BARS ON APPROX. 2'-9" CTRS. TO BE LONGITUDINAL JOINT WITH DRILLED AND GROUTED INTO EXISTING SLAB JOINT SEALANT (HOT POURED) EXISTING SLAB 911 �`�"-.•..-:.• • �:�:••� :. '•.•'�`': NEW SLAB aA•• C1 • /y t • TIE BARS ARE TO BE .INSTALLED WHERE NEW CONCRETE PA VEMENT IS PLACED ADJACENT TO EXISTING CONCRETE PAVEMENT DETAILS OF, TIE DAR zi t rr MAX, NO. 5 x 2 -6 TIE BARS JOINT SEALANT AT APPROX. 21-911 CTRS. (HOT POURED) p ' A a F..� dd 1t-3 � TIE BAR PINS -� (QPTION 2) KEY TYPE KEY TYPE JOINT SHALL BE USED ON ALL LONGITUDINAL CONSTRUCTION JOINTS WHEN THE ADJACENT LANE IS NOT PLACED AT THE SAME TIME LONGITUDINAL JOINTS VO 7E.- NO TIE BARS SHALL BE CLOSER THAN 1'-3" TO A TRANSVERSE JOINT. ALL LONGITUDINAL JOINTS BETIYEEN LANES AND BETWEEN LANES AND SHOULDERS MUST BE TIED. MEDIAN SHOULD NOT BE TIED., SEE JOINT DETAIL r°rwyw`+ , r NO* 5 x 2'— 6" TIE BARS ON APPROX. 2'-9" CTRS, WHEN T=6" TO 10'; NO. 6 x 2'-6" TIE BARS ON APPROX. 2'-9" CTRS, WHEN T OVER 10" SAWED WHEN TWO ADJACENT LANES ARE PLACED AT THE SAME TIME, THE LONGITUDINAL JOINT COMMON TO .THE LANES SHALL BE SAWED NOTE: T = PAVEMENT THICKNESS 12 GAUGE METAL PLATE 681 x 6" SQUARE�8 �C a a oGAUGE ME AL 12 T u, CONTRACTION JOINT %►s" MAX ND. 5 X 1'-6" TIE BARS ON APPROX. 2'-9" CTRS. TO BE LONGITUDINAL JOINT WITH DRILLED AND GROUTED INTO EXISTING SLAB JOINT SEALANT (HOT POURED) EXISTING SLAB 911 �`�"-.•..-:.• • �:�:••� :. '•.•'�`': NEW SLAB aA•• C1 • /y t • TIE BARS ARE TO BE .INSTALLED WHERE NEW CONCRETE PA VEMENT IS PLACED ADJACENT TO EXISTING CONCRETE PAVEMENT DETAILS OF, TIE DAR zi t rr MAX, NO. 5 x 2 -6 TIE BARS JOINT SEALANT AT APPROX. 21-911 CTRS. (HOT POURED) p ' A a F..� dd 1t-3 � TIE BAR PINS -� (QPTION 2) KEY TYPE KEY TYPE JOINT SHALL BE USED ON ALL LONGITUDINAL CONSTRUCTION JOINTS WHEN THE ADJACENT LANE IS NOT PLACED AT THE SAME TIME LONGITUDINAL JOINTS VO 7E.- NO TIE BARS SHALL BE CLOSER THAN 1'-3" TO A TRANSVERSE JOINT. ALL LONGITUDINAL JOINTS BETIYEEN LANES AND BETWEEN LANES AND SHOULDERS MUST BE TIED. MEDIAN SHOULD NOT BE TIED., SEE JOINT DETAIL r°rwyw`+ , r NO* 5 x 2'— 6" TIE BARS ON APPROX. 2'-9" CTRS, WHEN T=6" TO 10'; NO. 6 x 2'-6" TIE BARS ON APPROX. 2'-9" CTRS, WHEN T OVER 10" SAWED WHEN TWO ADJACENT LANES ARE PLACED AT THE SAME TIME, THE LONGITUDINAL JOINT COMMON TO .THE LANES SHALL BE SAWED NOTE: T = PAVEMENT THICKNESS L ONGI TUDINAL JOINTS (IF APPLICABLE) SAWED CONTRACTION JOINTS (T YP.) r Lo 0 0 + t Q co fnw cr. Q � 0 "a q- C Q' L.. 't7 Q 0 in {� F- 0 now MOW rn a tip 161— ►J WE 4 STOP TINING 6" FROM EDGE OF DRIVING LANE TINING PARALLEL TO LONGITUDINAL JOINT 8 TYP. NOT TINED CENTERED ON JOINT SDP TINING 6" FROM EDGE OF DRIVING LANE a L ONCI TUDINAL JOINT tTP' Ann! T^Ani T! TINING LIMITS GORE AREA NOTES: 16'--6" TRANSVERSE JOINT SPACING IS THE STANDARD JOINT SPACING REGARDLESS OF THE PAVEMENT THICKNESSo V VARIES FROM 10'--0" TO MAX. 16'-6"o THE LONGITUDINAL JOINT BETWEEN THE SHOULDER AND THE' 12'-0" DRIVING LANE IS NOT REQUIRED FOR SHOULDER WIDTHS OF 4► -0" OR LESS. TRANSVERSE JOINTS FOR DOWELED CONCRETE PAVEMENT SHALL BE CONSTRUCTED PERPENDICULAR TO 'THE ROADWAY. ALL CONCRETE SURFACES, NOT. TINED, WILL REQUIRE TRANSVERSE BROOMING OR BURLAP DRAG. (NOT APPLICABLE TO SHOULDERS) to o� 0 ■/1 T U -1 N ci ,V) co W .-- U- ccoqr 0,0 N CONTRACTION JOINT REQUIRED EVERY 121'.-(j11 WHEN DRIVEWAY L ENG TH EXCEEDS 201-011 E , ui MAJOR INTERSECTION rnUUrPr fAt nDTl1rWA-v t s 1 • ! ■' f . . ................... ................ ! i s 1 r r • ■ r • r e a 1 g r s r r ■ �• ■ a a t • s w R • r �" r " i s i i t s ° r i ■ R s s • r ■ • ■ �r a s r , • ! ■ r t� t • r ! ■ • s f ■ • g " ' - —-■-^--� --W-- --�-- e•^---- ' ' V 15-�.- 15' !' .---{-W--r it e i i i ■ i k f a ■ t • A s f t s r r s s 1 r , -' • ■ a s a ♦wr rrws rww wwrw .as■O w w rrr �■. ..w s s ras .� �• www rwt wwr r.. �. ..ww tw s rrr �. /aww ww wrr .wr new.. s Orsi rrr ry. 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E k r NO SHOULDER r r • ■ , r • a �, • s NO SHOULDER ■ ■ a N [ ■ ■ a a , DRI VE WA Y TRANSITION DETAILS 2_011 MIN + rs �' it ■ s` • DRI VEVA Y ca SEE PL ANS 1 L DNGI TUDINAL JOINTS 11_'1w,C►1 STOP TINING 611 FROM EDGE OF DRIVING LANE -- TINING PARALLEL TD L ON61 TUDINAL JOINT 8t1 TYP, NOT TINED CENTERED ON JOINT '— STOP TINING &" FROM SAWED CQNTRACTIDN EDGE OF DRIVING LANE JOINTS. (TYP.) RURAL TINING LIMITS WITH SURFACED SHOULDERS JOINT LAYOUT (TYPICAL INTERSECTIONS & DRIVES) INTERSECTION ma ;raalaawmwaa.% r N 21-01' MIN. !! t Ifl�. rwtw L ONGI TUDINAL L. JOINTS STOP TINING 2'—01' FROM BACK OF CURB ! A • TINING TYP. i ■ • • • s s s s mew r.s rww ww s w s • k i r [ g s ■ ■ w wrrs verve. n.s.w Tw w w s s ..,. ' TYP. NOT TINED :NTERED ON JOINT • • r rrr rr. www �r s s s s • ■ f SAWED CONTRACTION JOINTS ■ (TYP.) r STOP TINING 2'-0►► FROM BACK OF CURB TINING LIMITS LEGEND wamrawwaaamaaaaar»aarwrwwrwa ,AWED CDNTRACTION JOINT _www ave www ww. w �. w w LONGITUDINAL JOINT NDTES: tl 1G' -G►► TRANSVERSE JOINT SPACING IS THE STANDARD JOINT SPACING REGARDLESS OF THE PA VEMENT ' THICKNESS. r V VARIES FROM 10' VARIABLE TO MAX. 16'-6"0 ■ ■ VARIABLE SPACING IS USED AROUND INTERSECTIONS AND LARGE DRIVEWAYS WHICH IS TIED TO THE CDNCRETE LANES OR SHOULDERS TO MATCH THE JOINTS. ALL CONCRETE SURFACES, NOT TINED, WILL REQUIRE TRANSVERSE BRODMING OR BURLAP DRAG. (NOT APPLICABLE TO SHOULDERS) R9 JUL.. lI JOINT: EARLY SAW CUT R8 OCT. K? CHANGED TINING INFORMATION R7 MAR. 05 MULTIPLE CHANGES REV, NO. DATE DESCRIPTION OF REVISION NEBRASKA DEPARTMENT OF ROADS STANDARD PLAN N0. 329 -R9 8 TO 16 INCH CONCRETE -PAVEMENT � 1 ��. www +°• � i ; v Lo z 0 ch n v m a. 0 TABLE I NOTES: *THE TYPE 3 INS TAL L A TION (SHADED) IN TABLE 4 IS THE NDOR MINIMUM STANDARD, USING EITHER A SHAPED TRENCH ACCORDING TO THE STANDARD SPECIFICATIONS, OR AT THE OPTION OF THE CONTRACTOR, THE BEDDING WITH COMPACTIONS AS SHOWN, MAXIMUM FILL HEIGHTS FOR THE TYPE 1, 2¢ AND 3 .INS TAL L A TIONS ARE .SHOWN IN TABLE 4. NATURAL GROUND OVER FILL THE SOIL IN THE L OWER SIDE ZONE, IF NOT IN SI TU (OVER EXCA VA TED), SHALL BE APPROVED MA TERIAL AND COMPACTED. SEE TABLE 1 — D0/6 (MIN.1 AFI lmTN_ 1 BEDDING SEE TABLE 7 OUTER BEDDING, SAME MATERIAL AND COMPA C TION REQUIREMENTS AS HAUNCH AREA ' �r D016 (MIN. DD (MIN.) PLACE 3 FT, TO 4" FT. OF COHESIVE SOIL PLUG A T THE INLET AROUND THE CUL VERT TO PREVENT SECONDARY FLOWS END SEC TION OVERFILL — SW, ML, OR CL USE TYPICAL ROADBED COMPACTION AT MAX. 6" LIFT INTERVALS. FLOW LINE (INVERT) SPRING L INE " — -- HAUNCH AREA SEE TABLE 1 FIL L TO SPRING L INE LOWER SIDE —`—`—. SEE TABLE 1 MIDDLE BEDDING, LOOSEL Y PLACED UNCOMPAC TED BEDDING, SAME MATERIAL REQUIREMENTS AS HAUNCH AREA TRENCH DETAILS SHOWN ARE MINIMUM REOUIREMENTS FOR DESIGN AND CONSTRUCTION. PA YMENT FOR EXCA VA TION IS BASED UPON THE GUIDEL INES IN THE S TANDARD SPECIFICA TIONS, TRENCHES SHALL BE EXCA VA TED IN ACCORDANCE WITH APPROVED SAFETY PRACTICE, ROADWAY PRISM PLACE 3'F T. TO 4 FTe OF CDHESI VE SOIL PL UG A T THE OU TL E T AROUND THE CULVERT TO PREVENT EROSION. END SEC TION EXCA VA TION, BEDDING AND EMBANKMENT SEQUENCE: TRENCH INS TALLA TION: (A) DETERMINE THE FLOW LIFE AND TRENCH BOTTOM ELEVATIONS. (B) DETERMINE THE SHAPE OF TRENCH. DECIDE IF SHORING IS NEEDED. CONTRACTOR IS UL TI14A TEL Y RESPONSIBLE FOR THE SAFETY OF ALL WORKERS, EQUIPMENT AND MATERIALS IN THE TRENCH. (C) PLACE THE BEDDING MA TERIAL (SEE CONCRETE — TABLE 1) L OOSEL Y. (D) PLACE PIPE ON THE BEDDING AND COMPACT OUTER BEDDING, (SEE TABLE 1). (E) PLACE AND COMPACT THE LOWER SIDE, HAUNCH AND OVERFILL MATERIAL AT 6 IN, INTERVALS. EMBANKMENT INS TALLA TION: (A) DE TERMINE THE FL OW L INE AND SPRING L INE EL E VA TION, (B) IF FLOW LINE IS ABOVE THE NATURAL GROUND, PLACE AN EMBANKMENT AT LEAST 3D0 WIDE WITH 3.1 FORESLOPES OR FLA TTER A T SPRING LINE ELEVA TION, COMPACTED A T ROADBED REQUIRED COMPACTION. (C) IF THE FLOW LINE IS BELOW THE NATURAL GROUND BUT THE SPRING LINE IS ABOVE THE NATURAL GROUND, PLACE THE EMBANKMENT SIMILAR TO THE EINE IN STEP" B. (D) EXCA VA TE TO PROPER EL EVA TION. (E) PLACE BEDDING MATERIAL (SEE TABLE 1) L OOSEL Y. (F) PLACE THE PIPE ON THE BEDDING MATERIAL AND COMPACT OUTER BEDDING MATERIAL (SEE CONCRETE — TABLE 1), (G) PLACE AND COMPACT THE HAUNCH, LOWER SIDE AND OVERFILL MATERIAL AT G IN. INTERVALS. NOTES FOR TRENCH INS TAL L A TIONS: 1, COMPACTION AND SOIL SYMBOLS, I.E. 95% SW, REFER TO SW SOIL MATERIAL WITH MINIMUM STANDARD PROCTOR COMPACTION OF 95%. 2. THE TRENCH TDP ELEVATION SHALL BE NO LOWER THAN 1 FT, BELOW THE BO T TOM OF THE PA VEMENT BASE MA TERIAL L. 3, SOIL IN BEDDING AND HAUNCH ZONES SHALL BE COMPA C TED TO AT LEAST THE SAME COMPACTION AS SPECIFIED FOR THE MAUORI T Y OF SOIL IN THE BACKFILL ZONES, 4. THE TRENCH WIDTH SHALL BE WIDER THAN SHOWN IF REQUIRED FOR ADEQUATE SPACE TO ATTAIN THE SPECIFIED COMPACTION IN THE. HAUNCH AND BEDDING ZONES. 5, FOR TRENCH WALLS THAT ARE WITHIN 10 DEGREES OF VERTICAL, THE COMPACTION OR FIRMNESS OF THE SOIL IN THE TRENCH WALLS AND LOWER SIDE ZONE NEED NOT TO BE CONSIDERED. &, FDR TRENCH WALLS WITH GREATER THAN 1O DEGREE SLOPES THAT CONSIST OF EMBANKMENT, THE LOWER SIDE SHALL BE COMPACTED TO A T LEAST THE SAME COMPACTION AS SPECIFIED FDR THE SfJIL IN THE BACKFILL ZONE. .. ............. OCT. 14 UP TO 60" PL AS TIC ALLOWED IN ALL OF TABLE 1 - PLASTIC REV. NO. DATE DESCRIPTION OF REVISION i� R } t i w i s s l ■ a � Y _ .. ..<.......................... ___ � S b TABLE I NOTES: *THE TYPE 3 INS TAL L A TION (SHADED) IN TABLE 4 IS THE NDOR MINIMUM STANDARD, USING EITHER A SHAPED TRENCH ACCORDING TO THE STANDARD SPECIFICATIONS, OR AT THE OPTION OF THE CONTRACTOR, THE BEDDING WITH COMPACTIONS AS SHOWN, MAXIMUM FILL HEIGHTS FOR THE TYPE 1, 2¢ AND 3 .INS TAL L A TIONS ARE .SHOWN IN TABLE 4. NATURAL GROUND OVER FILL THE SOIL IN THE L OWER SIDE ZONE, IF NOT IN SI TU (OVER EXCA VA TED), SHALL BE APPROVED MA TERIAL AND COMPACTED. SEE TABLE 1 — D0/6 (MIN.1 AFI lmTN_ 1 BEDDING SEE TABLE 7 OUTER BEDDING, SAME MATERIAL AND COMPA C TION REQUIREMENTS AS HAUNCH AREA ' �r D016 (MIN. DD (MIN.) PLACE 3 FT, TO 4" FT. OF COHESIVE SOIL PLUG A T THE INLET AROUND THE CUL VERT TO PREVENT SECONDARY FLOWS END SEC TION OVERFILL — SW, ML, OR CL USE TYPICAL ROADBED COMPACTION AT MAX. 6" LIFT INTERVALS. FLOW LINE (INVERT) SPRING L INE " — -- HAUNCH AREA SEE TABLE 1 FIL L TO SPRING L INE LOWER SIDE —`—`—. SEE TABLE 1 MIDDLE BEDDING, LOOSEL Y PLACED UNCOMPAC TED BEDDING, SAME MATERIAL REQUIREMENTS AS HAUNCH AREA TRENCH DETAILS SHOWN ARE MINIMUM REOUIREMENTS FOR DESIGN AND CONSTRUCTION. PA YMENT FOR EXCA VA TION IS BASED UPON THE GUIDEL INES IN THE S TANDARD SPECIFICA TIONS, TRENCHES SHALL BE EXCA VA TED IN ACCORDANCE WITH APPROVED SAFETY PRACTICE, ROADWAY PRISM PLACE 3'F T. TO 4 FTe OF CDHESI VE SOIL PL UG A T THE OU TL E T AROUND THE CULVERT TO PREVENT EROSION. END SEC TION EXCA VA TION, BEDDING AND EMBANKMENT SEQUENCE: TRENCH INS TALLA TION: (A) DETERMINE THE FLOW LIFE AND TRENCH BOTTOM ELEVATIONS. (B) DETERMINE THE SHAPE OF TRENCH. DECIDE IF SHORING IS NEEDED. CONTRACTOR IS UL TI14A TEL Y RESPONSIBLE FOR THE SAFETY OF ALL WORKERS, EQUIPMENT AND MATERIALS IN THE TRENCH. (C) PLACE THE BEDDING MA TERIAL (SEE CONCRETE — TABLE 1) L OOSEL Y. (D) PLACE PIPE ON THE BEDDING AND COMPACT OUTER BEDDING, (SEE TABLE 1). (E) PLACE AND COMPACT THE LOWER SIDE, HAUNCH AND OVERFILL MATERIAL AT 6 IN, INTERVALS. EMBANKMENT INS TALLA TION: (A) DE TERMINE THE FL OW L INE AND SPRING L INE EL E VA TION, (B) IF FLOW LINE IS ABOVE THE NATURAL GROUND, PLACE AN EMBANKMENT AT LEAST 3D0 WIDE WITH 3.1 FORESLOPES OR FLA TTER A T SPRING LINE ELEVA TION, COMPACTED A T ROADBED REQUIRED COMPACTION. (C) IF THE FLOW LINE IS BELOW THE NATURAL GROUND BUT THE SPRING LINE IS ABOVE THE NATURAL GROUND, PLACE THE EMBANKMENT SIMILAR TO THE EINE IN STEP" B. (D) EXCA VA TE TO PROPER EL EVA TION. (E) PLACE BEDDING MATERIAL (SEE TABLE 1) L OOSEL Y. (F) PLACE THE PIPE ON THE BEDDING MATERIAL AND COMPACT OUTER BEDDING MATERIAL (SEE CONCRETE — TABLE 1), (G) PLACE AND COMPACT THE HAUNCH, LOWER SIDE AND OVERFILL MATERIAL AT G IN. INTERVALS. NOTES FOR TRENCH INS TAL L A TIONS: 1, COMPACTION AND SOIL SYMBOLS, I.E. 95% SW, REFER TO SW SOIL MATERIAL WITH MINIMUM STANDARD PROCTOR COMPACTION OF 95%. 2. THE TRENCH TDP ELEVATION SHALL BE NO LOWER THAN 1 FT, BELOW THE BO T TOM OF THE PA VEMENT BASE MA TERIAL L. 3, SOIL IN BEDDING AND HAUNCH ZONES SHALL BE COMPA C TED TO AT LEAST THE SAME COMPACTION AS SPECIFIED FOR THE MAUORI T Y OF SOIL IN THE BACKFILL ZONES, 4. THE TRENCH WIDTH SHALL BE WIDER THAN SHOWN IF REQUIRED FOR ADEQUATE SPACE TO ATTAIN THE SPECIFIED COMPACTION IN THE. HAUNCH AND BEDDING ZONES. 5, FOR TRENCH WALLS THAT ARE WITHIN 10 DEGREES OF VERTICAL, THE COMPACTION OR FIRMNESS OF THE SOIL IN THE TRENCH WALLS AND LOWER SIDE ZONE NEED NOT TO BE CONSIDERED. &, FDR TRENCH WALLS WITH GREATER THAN 1O DEGREE SLOPES THAT CONSIST OF EMBANKMENT, THE LOWER SIDE SHALL BE COMPACTED TO A T LEAST THE SAME COMPACTION AS SPECIFIED FDR THE SfJIL IN THE BACKFILL ZONE. NEBRASKA DEPARTMENT OF ROADS STANDARD PLAN N0. 411-R1 BEDDING AND BACKFILL REQUIREMENTS FOR cONCRETE PIPE ACCEPTED BY FHWA FOR USE HE NATIONAL HIGMWA.Y S�15T / Y h. • ', fit � ! � c, • w jf 1 R1 OCT. 14 UP TO 60" PL AS TIC ALLOWED IN ALL OF TABLE 1 - PLASTIC REV. NO. DATE DESCRIPTION OF REVISION NEBRASKA DEPARTMENT OF ROADS STANDARD PLAN N0. 411-R1 BEDDING AND BACKFILL REQUIREMENTS FOR cONCRETE PIPE ACCEPTED BY FHWA FOR USE HE NATIONAL HIGMWA.Y S�15T / Y h. • ', fit � ! � c, • w jf 1 z 0 0 Q Q 0 0 TABLE CONCRETE STANDARD r SOILS AN", mi INSTALLATION BEDDING HAUNCH AND LOWER TYPE THICKNESS OUTER BEDDING SIDE TYPE 1 SYMBOL 95% SW 90% S 9 95% ML Na. 4 N09 200 D 2487 OR 1001" CL DO/24 -MINIMUM, SVS WELL GRADED SANDS AND GRAVELLY --SANDS: > 50% OF "COURSE < 5% NOT LESS THAN LITTLE OR NO FINES. NON PLASTIC ,IOD% FRACTION" 3" IF ROCK 90% SW 85°I¢ S 90% ML TYPE 2 FOUNDATION USE D OR OR 951/o CL 0f I2 MINIMUM, 95% ML NOT LESS 100% > 507, THAN 5" CL INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY. GRAVELY—CLAYS* SANDY—CLAYSg SILTY—CLAYS, LEAN CLAYS 85% So AY .A *TYPE 3 90% L9 85% S o 901/o ML i I s � ;' OR OR 951@ CL 11. III. � a 95% CL TABLE 1 NOTES: THE T YPE 3 INS TALLA TION (SHADED) IN TABLE 4 IS THE NDOR MINIMUM STANDARD, USING EITHER A SHAPED TRENCH ACCORDING TO THE STANDARD SPECIFICATIONS, OR AT THE OPTION OF THE CONTRACTOR, THE BEDDING WITH COMPACTIONS AS SHOWN, MAXIMUM FILL HEIGHTS FOR THE TYPE 1, 29 AND 3 INS TAL L A TIONS ARE SHOWN IN TABLE 4. SPRING LINE NA TURAL GROUND A RLF r c c r. PIPE DIMENSIONS ; F NOMINAL 'I PIPE STANDARD OUTSIDE PIPE D-IAMETER9 DO (SPAN) ROUND V. PIPE PIPE i PIPE SAIL GROUP DESCRIPTION SYMBOL 1 1 /2 IN. Na. 4 N09 200 D 2487 SVS WELL GRADED SANDS AND GRAVELLY --SANDS: > 50% OF "COURSE < 5% LITTLE OR NO FINES. NON PLASTIC ,IOD% FRACTION" ML INORGANIC SILTS AND VERY FINE SANDS ROCK FLOUR. SILTY OR CLAYEY--FINE--SANDS, SILTS WITH SLIGHT PLASTICITY 100% > 507, CL INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY. GRAVELY—CLAYS* SANDY—CLAYSg SILTY—CLAYS, LEAN CLAYS AY .A • •: A i I s � ;' � � • ,! 11. III. � a f TABLE 3 SOIL CLASSIFICATION FOR BEDDING & BACKFILL ASTM PERCENTAGE PASSING SIEVE SIZES SAIL GROUP DESCRIPTION SYMBOL 1 1 /2 IN. Na. 4 N09 200 D 2487 SVS WELL GRADED SANDS AND GRAVELLY --SANDS: > 50% OF "COURSE < 5% LITTLE OR NO FINES. NON PLASTIC ,IOD% FRACTION" ML INORGANIC SILTS AND VERY FINE SANDS ROCK FLOUR. SILTY OR CLAYEY--FINE--SANDS, SILTS WITH SLIGHT PLASTICITY 100% > 507, CL INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY. GRAVELY—CLAYS* SANDY—CLAYSg SILTY—CLAYS, LEAN CLAYS NOTES FOR EMBANKMENT INS TAL L A TIONS: 1. COMPA C TION AND SOIL SYMBOLS, I.E. 95% SW, REFER TO SW SOIL MATERIAL WITH A MINIMUM STANDARD PROCTOR COMPACTION OF 95/, 2, SOIL IN THE OUTER BEDDING, HAUNCH,AND LOWER SIDE ZONES, EXCEPT WITHIN THE D013'MIDDLE BEDDING, SHALL BE COMPACTED TO A T LEAST THE SAME COMPACTION AS THE MAJtSRI TY OF THE SOIL IN THE 0VERFILL ZONES, J. SUB TRENCHES 3.1 A SUBTRENCH IS DEFINED AS A TRENCH WITH ITS TOP AT AN ELEVATION LOWER THAN 1 FT. BELOW THE BOTTOM OF THE PA VEMENT BASE MA TERIAL. 3.2 THE MINIMUM WIDTH OF A SUSTRENCH SHALL BE 1.33DD, OR WIDER IF REQUIRED FOR ADEQUATE SPACE TO ATTAIN THE SPECIFIED COMPACTION IN THE HAUNCH AND BEDDING ZONES, 3®3 FOR SUB TRENCHES WITH MALLS OF NATURAL SOIL, ANY PORTION OF THE LOWER SIDE ZONE IN THE SUB TRENCH WALL SHALL BE AT LEAST AS FIRM AS AN EQUIVALENT SOIL PLACED TO THE COMPACTION REQUIREMENTS SPECIFIED FOR THE LOWER SIDE ZONE, AND AS FIRM AS THE MAJORITY OF SOIL IN THE OVERFILL ZONE, OR SHALL BE REMOVED AND REPLACED WITH SOIL COMPA C TED TO THE SPECIFIED L E VEL . GENERAL NOTES: WHEN IN—SI TU LA TERAL SOIL RESISTANCE IS NEGLIGIBLE, E. G. PEA T. MUCK, OR HIGHL Y EXPANSI VE SOIL, EMBEDMENT SHALL BE PLACED AND COMPACTED AT THE DIRECTION OF THE ENGINEER. TOP OF SUBGRADE TO PRD TEC T THE PIPE AND BA CKFIL L DURING CONS TRUC TION, PROVIDE A MINIMUM OF 36" OF COMPA C TED FILL MATERIAL OVER THE TOP OF THE PIPE BEFORE ALLOWING ANY HEAVY EQUIPMENT TO TRAVERSE OVER THE PIPE. EXTREMEL Y HEA VY EQUIPMENT MA Y REQUIRE LARGER COVER AS DETERMINED BY THE CONTRACTOR. HJ l b"ut-vE/l l 11111-m �� FOUNDATION OVERFILL — SW, ML, OR CL USE TYPICAL ROADBED COMPACTION AT MAX. 6" LIFT INTERVALS FILL EMBANKMENT L OWER SIDE SEE TABLE 1 HAUNCH AREA — SEE TABLE 1 FIL L TO SPRING L INE �D MATERIAL REQUIREMENTS AS HAUNCH AREA THE PIPE VOLUME SHOULD NOT BE SUBTRACTED FROM THE VOLUME OF EXCA VA TION. THESE DESIGN STANDARDS ARE MINIMUM. IF A MORE RESTRICTIVE DESIGN IS REQUIRED BY THE ENGINEER OR CULVERT MANUFACTURER, THEN THESE STANDARDS SHALL BE MODIFIED. CHANGES TO PAY ITEM QUAN TI TIES DUE TO UNFORESEEN SITE CONDITIONS SHALL BE CAL CUL A TED AND INCORPORATED INTO THE CONTRACT THRU A CHANGE ORDER. BOTH ENDS OF THE PIPE SHALL BE SEALED WITH COHESIVE SOIL (AROUND THE PIPE EXTENDING 3 FT. TO 4 FT. FROM EACH END) TO PRD TEC T AGAINST IIFIL TRA TION AND EROSION. BEDDING AND BA CKFIL L MATERIAL IS NOT PAID FOR DIREC TL Y, BUT IS SUBSIDIARY TO THE LINEAR FEET OF CULVERT. BEDDING AND BA CKFIL L MATERIAL SHALL MEET ASTM D 2481 (SOIL GROUPS AS SHOWN IN TABLE 31, PERCENT COMPACTION SHALL BE DETERMINED IN ACCORDANCE WITH NDOR STANDARD TEST METHOD T 99. ul z a Q .4 L V 4- 0 - OL E v 0 L 0 .6 L Muo I ©0 os - o. �} 4 .= U LL t!) TABLE STANDARD MINIMUM COMPACTION REQUIREMENTS INSTALLATION BEDDING HAUNCH AND LOWER TYPE THICKNESS OUTER BEDDING SIDE TYPE 1 19 95% SW 90% S q 95% ML 28 40 18 = 1 :'<: 7 = 16 OR 100% CL 30 D0/24 MTNI UM, 32 45 21:: :.9=.:_ =C:=:=__=' 16 24 32 25 NOT LESS THAN 48 24 17 24 3" IF ROCK 90% S 85% S -v 90% ML TYPE 2 FOU DATION. USE DCS/12 0H ML OR 95% CL 23 MINIMUM, 95% 305 15 17 NOT LESS 20 21 49 THAN 6°t® 21 31 20 31 47 42 : 13 19 85% SO 20 *TYPE 3 44 90°Io MLi 85% S o 90% ML 29 20 OR OR 95% CL 54.;_ ..., 1:4` 13 17 95% CL 20 THE TYPE 3 INS TAL L A TIO?N' (SHADED) IN TABLE 4 IS THE NDOR MINIMUM STANDARD, USING EITHER A SOAPED TRENCH ACCORDING TO THE STANDARD SPECIFICATIONS,, OR AT THE OPTION OF THE CONTRACTOR, THE BEDDING WITH COMPACTIONS AS SHOWN. MAXIMUM FILL HEIGHTS FOR THE TYPE 1, 2, AND 3 INSTALLATIONS ARE SHOWN IN TABLE 4, INSTALLA TION TYPE 2 AND TYPE I ARE IMPROVED METHODS IN ORDER TO SUPPORT HIGHER FILL HEIGHTS USING CLASS III, IV, AND V CIRCULAR CONCRETE PIPE. INS TAL L A TION TYPE I WILL PROVIDE THE BEST IN—SITU PERFORMANCE USING GREA TER COMPACTION WI TH GRANULAR. BEDDING AND BACKFILL. THE CON TRA C TOR WILL CHOOSE THE INS TAL L A TION TYPE AND CLASS OF PIPE. ACTUAL PROJECT FILL HEIGHTS MUST BE KNOWN IN ORDER TO USE TABLE 4. ROUND EQUIVALENT, NON—CIRCULAR PIPE SUCH AS ARCH OR ELLIPTICAL PIPE, MAY BE SEL EC TED, PROVIDED SUCH . PIPE ARE DESIGNED AND MANUFACTURED TO THE SAME D—LOADS AND ULTIMATE S TRENG THS (SEE TABLE 8) AS' THE SELECTED CIRCULAR PIPE FROM THE FILL HEIGHT TABLE TABLE 5 - *-LOADS FOR CONCRETE PIPE NO TES: LOAD ON PIPE IN POUNDS PER LINEAR FOOT = D —L DAD X INSIDE SPAN IN FEET D —LOAD = TEST LOAD EXPRESSED IN POUNDS—FORCE PER LINEAR FOOT PER FOOT OF DIAMETER TABLE 4 MAXIMUM FILL HEIGHTS (FEET) FOR STANDARD DESIGN (AASHTO M 170) ROUND CONCRETE PIPE YF INSTALLATION TYPE 2 INSTALLATION TYPE 1 PIPS SIZE SINIII; :.::A �I =':. CLASS III CLASS IV CLASS V CLASS III CLASS IV CLASS V 15 t" 15 19 26 23 28 40 18 = 1 :'<: 7 = 16 22 30 24 32 45 21:: :.9=.:_ =C:=:=__=' 16 24 32 25 37 48 24 17 24 33 25 32 45 27 ?' `1"" 1?:' .: _: 17 21 34 23 26 51 305 15 17 32 20 21 49 36 1 4:. 13 21 31 20 31 47 42 : 13 19 29 20 29 44 48 ' . _4 13 18 29 20 28 43 54.;_ ..., 1:4` 13 17 20 27 60 = -1 12 18 19 28 66 :===-4" 12 18 19 28 72 14: ' 12 18 19 28 78='.= === = 12 19 84 -3 12 19 90 12 .20 96 9: 12 19 102 13 20 108::.:.:::.:; :, 14 22 TABLE 4 NOTES: AASHTO M 170 SPECIFICATIONS ARE MODIFIED AS FOIL L OWS: ONLY SINGLE INNER CAGE, CIRCULAR REINFORCING IS ALLOWED FOR CLASS III, 15 t 18", 21"t AND 24" ROTUND RCP AS SHOWN: AASHTO M 170 --- ROUND RCP AASHTO M 206 --- ARCH RCP AASHTO M 20 ELLIPTICAL A i . GENERAL NOTES: FILL HEIGHTS SHOWN IN TABLE 4 WERE DE VEL OPED USING ASCE STANDARDS FOR DIRECT DESIGN OF BURIED PRECAST CONCRETE PIPE, MANUFA C TURED IN ACCORDANCE WITH AASHTO M 170 SPECIFI CA TION REGUIREMEN TS (SEE TABLE 4 FOOTNOTE FOR EXCEPTIONS). FILL HEIGHTS SHOWN ADPL Y ONL. Y TO BOUND PIPE (UNDER FULL FLOW CONDITIONS), USED UNDER RIGID AND FLEXIBLE PA VEMEN T, WI TH SOIL O VERFIL L WEIGHING 120 POUNDS PER CUBIC FOOT, UNDER SPECIAL CIRCUMSTANCES (WHERE PAVEMENT IS NOT USED AND LIVE LOAD BECOMES CRITICAL, OR DIFFERENT SOIL. DENSITY IS ENCOUNTERED, OR THE ONE FOOT MINIMUM CLEARANCE FROM THE BOTTOM OF THE PA VEMENT TO THE TOCP OF THE PIPE CANNO T BE MAINTAINED) THESE FILL HEIGHTS MAY NEED TO BE MODIFIED. DEEPER FILL HEIGHTS MAY BE USED .BY SUBMIT TING A SPECIAL STANDARD INSTALLATION DIRECT DESIGN (SIDDI FOR NDOR APPRO?VAL. CONCRETE PIPE DESIGNS THAT ARE NOT SHOWN IN APPLICABLE AASHTO SPECIFICATIONS WILL BE CONSIDERED SPECIAL DESIGNS THAT MUST BE SUBMITTED TO NDOR FOR APPROVAL. z 0 Lu a ul 0 Q 0 u cn �r 0 cm e •s a c 00 0 4- ..0 D (MIN.) NATURAL GROUND 12 MIN. eoMPacrEo GRANULAR MA TERIAL 6" MIN, DD (MAX. OUTS1 DIAMETER) D (MIN.) SEE TA BL E 2 /_ OUTSIDE CROWN LIFT LINES AT 611 MAX. INTERVALS (TYP.) SEE REQUIRED ROADBED COMPACTION TRENCH DETAILS SHOWN ARE' MINIMUM REQUIREMENTS FDR DESIGN AND CONSTRUCTION. PAYMENT FOR EXCA VA TION IS BASED UPON THE GUIDELINES IN THE STANDARD SPECIFICATIONS. PIPE BO T TOM TRENCHES SHALL BE EXCA VA TED IN ACCORDANCE WITH APPROVED SAFETY PRACTICE. TABLE I - PLASTIC SOIL CLASSIFICATION FOR GRANULAR FILL MATERIAL 12" MIN, -�- --- �, ..- C" MIN, D (MIN.) SEE TABLE 2 TOP OF SUBGRADE LIFT LINES AT C" MAX. INTERVALS ( TYP. ) --..--- .— — — -�-- SEE ROADBED COMPACTION REQUIREMENTS -- NA TUBAL GROUND COMPA C TED GRANULAR MATERIAL TYPICAL EMBANKMENT INSTALLATION NO TES: INSTALLATIONS AS SHOWN ARE REQUIRED UNDER ALL SURFACED ROADWAYS. BEDDING AND BACKFILL FOR DRIVE PIPE OR OTHER PIPE OUTSIDE THE ROADWAY PRISM (OR BACK OF CURB—LINE FOR URBAN PROJECTS) MAY BE INSTALLED USING SUITABLE EXISTING SOIL, PLACED AND COMPACTED IN ACCORDANCE WITH THE STANDARD SPECIFICATIONS, SOIL GRC1l P TRENCH EMBANKMENT WHERE IN—SITU LATERAL SOIL RESISTANCE IS NEGLIGIBLE E.G. PEAT, MUCK, OR HIGHLY EXPANSIVE SOIL, EMBEDMENT % PASSING SIEVE SIZES INSTALLATION INSTALLATION SHALL BE PLACED AND COMPACTED AT THE DIRECTION OF THE ENGINEER. SYMBOL DESCRIPTION 24$7 V 1 2 IN. N � 4 NCw 200 NOMINAL PIPE FETAL PLASTIC METAL PLASTIC TO PROTECT THE PIPE AND BACKFILL DURING CONSTRUCTION, PROVIDE A MINIMUM OF 36'J OF COMPACTED FILL MATERIAL WELL GRADED GRAVEL AND DIAMETER PIPE PIPE PIPE PIPE OVER THE TOP OF THE PIPE BEFORE ALLOWING ANY HEAVY EQUIPMENT TO TRA VERSE OVER THE PIPE. EXTREMEL Y HEAVY GW GRAVEL --SAND MIXTURES; MAY REQUIRE LARGER COVER AS DETERMINED BY THE CONTRACTOR, LITTLE OR NO FINEST1INCHES)EQUIPMENT < Sof OF COARSE FRACTION 15 11 11 15 1 PIPE VDL UME SHOULD NOT BE SUB TRA C TED FROM THE` VOLUME OF EXCA VA TION. POORLY GRADED GRAVEL GP AND GRAVEL -SAND MIXTURES9 1$ 12 12 1$ 1$ LITTLE OR NO FINES® 24 13 13 24 24 THESE DESIGN S TANDA RDS ARE MINIMUM. IF A MORE RES TRIC TI VE DESIGN .IS REQUIRED B Y THE EN— GINEER OR THE CUL VER T 100% <57, �f 3 0 15 15 24 24 MANUFACTURER, THEN THESE STANDARDS SHALL BE MODIFIED. CHANGES TO PAY ITEM DUAN TI TIES DUE TO UNFORESEEN WELL D SAND AND S GRAVEL--SASA NDS LITTLE OR 35 17 17 24 24 SITE CONDITIONS SHALL BE CALCULATED AND INCORPORATED INTO THE CONTRACT BY A CHANGE ORDER. NO FINES } 50X 42 24 24 24 24 OF COARSE 48 24 24 24 24 EXPOSED ENDS OF THE PIPE SHALL BE SEALED WITH COHESIVE SOIL (AROUND THE PIPE EXTENDING V DING 3 FT, TO 4 FT. FROM EACH POORLY GRADED SAND FRACTION 54 24 24 24 24 END) TO PROTECT AGAINST INFIL TRA TION AND EROSION. SP AND GRAVEL—SANDS; LITTLE OR NO FINEST 60 24 24 24 24 GRANULAR FILL MA TERIAL. IS NOT PAID FOR DIRECTL Y, BUT IS SUBSIDIARY TO THE LINEAR FEET OF CUL VERT. SS 24 24 E®G® SAND AND GRAVELS WHICH 72 24 24 GW—GC ARE BORDER LINE BETWEEN 100% VARIES 5% TO 12% GRANULAR MATERIAL SHALL MEET ASTM D 2481 (SOIL GROUP AS SHORN IN TABLE 1). MATERIAL SHALL BE COMPACTED TO SP—SM CLEAN AND WITH FRES® ?$ 24 24 A T LEAST 90% PROCTOR TEST DENSITY® $4 24.1 24 GM SILTY GRAVEL® GRAVEL— PERCENT COMPACTION SHALL BE DETERMINED IN ACCORDANCE WITH NDOR STANDARD TEST METHOD T 99. SAND—SILT MIXTURES® < 50/ OF COARSE GC . CLAYEY®GRAVEL, GRAVEL— FRACTION 1OD% �i,� O� t3�1� 12 T 5 SAND—CLAY IXTl�RES® R 1 OCT. 14 LIP TC OF TA S SILTY S DS, SAND -SILT OF COARSE REV. Na. DATE IXT�JRES& FRACTION NEBRASKA DEP PLACE 3 FT. TO 4 FT. OF COHESIVE SOIL PLUG A T THE INLET AROUND THE CUL VERT TO PREVENT SECONDARY FLOWS, END SECTION ROADWAY PRISM LIMITS Of BEDDING AND BACKFILL ,. L.,:,, PLACE 3 FT, TO 4 FT. OF COHESIVE SOIL PL UG A T THE OUTLET AROUND THE CUL VERT TO PREVENT EROSION. END SECTION c 0) s r O W O O N O LO s• Ll— 1 0 Np o© 0 rs N `— cn .. a� ma U LL (A CHANNELIZATION DEVICES THE FUNCTION OF CHANNELIZATION DEVICES IS TO WARN ROAD USERS OF. CONDITIONS CREATED BY WORK ACTIVITIES IN OR NEAR THE TRAVELED WAY, TO PROTECT WORKERS IN THE TEMPORARY TRAFFIC CONTROL ZONE, AND TO GUIDE DRIVERS AND PEDESTRIANS SAFELY. CHANNELIZING DEVICES INCLUDE BUT ARE NOT LIMITED TO CONES, TUBULAR POSTS, VERTICAL PANELS, DRUMS, BARRICADES, TRAFFIC LANE DIVIDERS, TEMPORARY RAISED' ISLANDS, AND BARRIERS. DEVICES USED FOR CHANNELIZATION SHOULD PROVIDE FOR SMOOTH AND GRADUAL TRAFFIC MOVEMENT FROM ONE LANE TO ANOTHER, ONTO A BYPASS OR DETOUR, OR TO REDUCE'THE WIDTH OF THE TRAVELED WAY. THEY MAY ALSO BE USED TO SEPARATE TRAFFIC FROM THE WORK SPACE, PAVEMENT DROP—OFFS, PEDESTRIAN PATHS, OR OPPOSING DIRECTIONS OF TRAFFIC. CHANNELIZING DEVICES SHALL MEET THE CRASHWORTHY PERFORMANCE CRITERIA CONTAINED IN THE. NATIONAL COOPERATIVE HIGHWAY RESEARCH PROGRAM.(.NCHRP) REPORT 350 OR MANUAL FOR ASSESSING SAFETY HARDWARE :(MASH). THEY SHOULD BE CONSTRUCTED AND BALLASTED.TO PERFORM IN A PREDICTABLE MANNER WHEN INADVERTENTLY STRUCK BY A VEHICLE. IF STRUCK, THE .DEVICE SHOULD YIELD OR BREAK AWAY,. FRAGMENTS OR OTHER DEBRIS FROM THE DEVICE SHOULD NOT PENETRATE THE PASSENGER COMPARTMENT OF THE VEHICLE OR BE A POTENTIAL HAZARD TO WORKERS OR PEDESTRIANS IN THE IMMEDIATE AREA. SPACING OF CHANNELIZING DEVICES SHOULD NOT EXCEED A DISTANCE IN FEET EQUAL TO THE SPEED WHEN USED FOR THE TAPER CHANNELIZATION, AND A DISTANCE IN FEET OF TWICE THE SPEED WHEN USED FOR TANGENT CHANNELIZATION. SPACING OF CHANNELIZATION DEVICES SPEED (MPH) S SPACING . F DEVICES (FEET) TAPER TANGENT 25 25 50 35 35 70 45 45 90 55 55 110 60 60 '20 65 65 130 75 - 75 150 BARRICADES BARRICADE TYPE TYPE LI TYPE .III WIDTH OF RAIL 8 INCHES MIN.- 12 INCHES MAX. 8 INCHES. MIN. — 12 INCHES MAX. LENGTH OF RAIL 36 INCHES 8 FEET WIDTH OF STRIPES 6 INCHES 6 INCHES HEIGHT 36 INCHES 5 FEET. REFLECTIVE SHEETING TYPE IV. TYPE IV NUMBER OF REFLECTORIZED RAIL FACES 4 (TWO EACH DIRECTION) 6 (THREE.EACH DIRECTION) *NOMINAL DIMENSIONS ARE PERMISSIBLE WHEN CONSTRUCTED FROM LUMBER. * * WHEN LATERAL SPACE IS LIMITED, SOME TYPE III BARRICADES WITH A.4 FOOT LENGTH OF RAIL, MAY BE ALLOWED WHEN APPROVED BY THE ENGINEER. TYPE III ' BARRICADE ' TYPE II BARRICADE TYPICAL MOUNTING OF FLASHING WARNING LIGHTS. LIGHTS SHALL ALWAYS BE TN VFRTIcAl-_ Al- TGNMFNT_ 45° BALLAST WARNING LIGHTS MAY BE ADDED TO CHANNELIZING DEVICES IN AREAS WITH FREQUENT FOG, SNOW, BALLAST .BAR OR SEVERE ROADWAY CURVATURE, OR WHERE VISUAL DISTRACTIONS ARE. PRESENT, EXCEPT FOR THE SEQUENTIAL FLASHING WARNING: LIGHTS, WARNING LIGHTS PLACED ON CHANNELIZING DEVICES TIE CHAIN OR OTHER APPROVED METHOD. USED IN A SERIES TO CHANNELIZE ROAD USERS SHALL BE STEADY—BURN. THE RETROREFLECTIVE MATERIAL USED ON CHANNELIZING DEVICES SHALL HAVE A SMOOTH, SEALED OUTER SURFACE, MEETING THE REQUIREMENTS OF THE ASTM SPECIFICATION D49569 FOR BALLAST SHALL NOT BE PLACED OVER ANY REFLECTIVE DEVICE TYPE IV SHEETING OR TYPE V REBOUNDABLE SHEETING (OR GREATER). DESIGN A BARRICADE IS A PORTABLE OR FIXE[1 DEVICE HAVING TWO DR THREE RAILS WITH APPROPRIATE MARKINGS. IT IS USED TO CONTROL ROAD USERS BY CLOSING. RESTRICTING. OR DELINEATING ALL OR A PORTION OF THE RIGHT-OF-WAY. BARRICADES SHALL BE ONE OF TWO TYPES; TYPE II OR TYPE III.- THE AMERICAN TRAFFIC SAFETY SERVICES ASSDCIATION tATSSAI "QUALITY GUIDELINES FOR WORK ZONE TRAFFIC CONTROL DEVtCES" SHALL BE USED AS A VISUAL 6UIOE FOR DETERMINING IF A TRkfFIG CONTROL DEVICE/OR SIGN IS ACCEPTABLE, MARGINdL OR UNACCEPTABLE. THE NAME AND TELEPHONE NUMBER OF THE AGENCY CONTRACTOR. OR SUPPLIER MAY BE SHOWN ON THE GHANNELIZYNG DEVICE BACK OR SUPPORT.. BItT NOT ON THE DEVICE FACE. THE LETTERS AND NUMBERS SHALL BE A NON-REFLECFIV6 COLOR AND NOT OVER 15 SQUARE INCHES IN TOTAL AREA. PARTICULAR ATTENTION SHOULD BE GIVEN TO MAINTAINING THE CHANNELIZING DEVICES TO KEEP THEM GLEAN, VISi6LE. AND PROPERLY POSITIONED. DEVICES SHALL BE REPLACED THAT ARE DAMAGED AND/OR HAVE LOST A SIGNIFICANT AMOUNT OF THEIR RETROREFLECTIVITY AND EFFECTIVENESS. REFLECTORIZED PLASTIC DRUMS 1811 MIN. REFRdREFLECTIVE WHITE RETROREFLECTIVE FLUORESCENT ORANGE to c z OPTIONAL RETROREFLECFIYE RETROREFLECTIVE WHITE FLUORESCENT ORANGE STRIPES ON BARRICADE RAILS SHALL,BE ALTERNATING ORANGE AND WHITE RETROREFLECTIVE STRIPES SLOPING DOWNWARD AT.AN ANGLE OF 45 DEGREES IN THE DIRECTION ROAD USERS ARE TO PASS, THE STRIPES SHALL BE 6 INCHES WIDE. THE MINIMUM RAIL LENGTH FOR A TYPE II. BARRICADE .IS 36 INCHES. - WHERE BARRICADES EXTEND ENTIRELY ACROSS A ROADWAY, THE STRIPES SHOULD SLOPE DOWNWARD IN THE DIRECTION TOWARD WHICH ROAD USERS MUST TURN. WHERE BOTH RIGHT AND LEFT TURNS ARE PROVIDED, THE STRIPES MAY SLOPE DOWNWARD IN BOTH DIRECTIONS FROM THE CENTER OF THE BARRICADE OR BARRICADES. WHERE NO TURNS ARE INTENDED, THE STRIPES SHOULD SLOPE DOWNWARD TOWARD THE CENTER OF THE BARRICADE'OR BARRICADES. BARRICADE RAILS SHOULD BE SUPPORTED INA MANNER THAT WILL ALLOW THEM TO BE SEEN BY THE ROAD USER, AND IN A MANNER THAT PROVIDES'A STABLE SUPPORT THAT IS NOT EASILY BLOWN OVER OR DISPLACED. ON HIGH-SPEED ROADWAYS OR IN OTHER SITUATIONS WHERE BARRICADES MAY BE SUSCEPTIBLE TO OVERTURNING IN THE WIND, SANDBAGS SHOULD BE USED FOR BALLASTING. SANDBAGS MAY BE PLACED ON LOWER PARTS OF THE FRAME OR STAYS TO PROVIDE THE REQUIRED BALLAST BUT SHALL NOT BE PLACED ON TOP OF ANY STRIPED RAIL. BARRICADES SHALL NOT BE BALLASTED BY HEAVY OBJECTS SUCH AS ROCKS OR CHUNKS OF CONCRETE. . THE BARRICADE OWNERS NAME, NOT TO EXCEED 15 SQUARE INCHES SHALL BE SHOWN ON THE BARRICADE BACK OR SUPPORT BUT NOT ON ITS FACE. WHEN LATERAL SPACE IS LIMITED, SOME TYPE III BARRICADES WITH A 4 FOOT LENGTH OF RAIL, MAY BE ALLOWED WHEN APPROVED BY THE ENGINEER. ----``'—� APPLICATION. TYPE II BARRICADES ARE INTENDED FOR USE IN SITUATIONS WHERE TRAFFIC IS MAINTAINED DESIGN THROUGH THE TEMPORARY TRAFFIC CONTROL ZONE. THEY MAY BE :USED INDIVIDUALLY OR IN GROUPS . TO MARK A SPECIFIC CONDITION, OR THEY MAY BE USED IN A SERIES FOR REFLECTORIZED PLASTIC DRUMS USED FOR TRAFFIC WARNING OR CHANNELIZATION SHALL BE CHANNELIZING TRAFFIC. .ON THE INTERSTATE, FREEWAY AND EXPRESSWAY SYSTEM, TYPE II CONSTRUCTED OF LIGHTWEIGHT, FLEXIBLE, AND ' DEFORMABLE MATERIALS AND BE A MINIMUM OF. BARRICADES SHALL ' NOT BE USED FOR CHANNELIZATION. 36 INCHES . IN HEIGHT AND HAVE A MINIMUM WIDTH OF AT LEAST A 18 INCHES, REGARDLESS OF ORIENTATION. THE PREDOMINANT COLOR OF THE DRUM SHALL BEORANGE. .METAL DRUMS SHALL TYPE III. BARRICADES USED ATA ROAD CLOSURE MAY EXTEND COMPLETELY ACROSS A ROADWAY NOT BE USED. THE MARKINGS ON DRUMS SHALL BE HORIZONTAL, SHALL BE CIRCUMFERENTIAL, FROM CURB TO CURB. WHERE PROVISION IS MADE FOR ACCESS OF. AUTHORIZED EQUIPMENT AND SHALL -.DISPLAY FOUR 6 INCH WIDE BANDS OF RETROREFLECTIVE SHEETING, ALTERNATING AND VEHICLES, THE RESPONSIBILITY FOR THE TYPE III BARRICADES SHOULD BE ASSIGNED TO FLUORESCENT ORANGE -WHITE -FLUORESCENT ORANGE -WHITE, DRUMS SHALL HAVE CLOSED TOPS A PERSON WHO SHALL PROVIDE PROPER CLOSURE AT THE END OF EACH WORK DAY. THAT WILL NOT ALLOW COLLECTION OF CONSTRUCTION OR OTHER DEBRIS. WHEN A HIGHWAY IS LEGALLY CLOSED BUT ACCESS MUST STILL BE ALLOWED FOR LOCAL TRAFFIC, THE TYPE III BARRICADES MAY NOT BE EXTENDED COMPLETELY ACROSS A ROADWAY. APPLICATION A SIGN WITH THE APPROPRIATE LEGEND CONCERNING PERMISSIBLE USE .BY LOCAL. TRAFFIC SHALL BE MOUNTED. DRUMS ARE MOST COMMONLY USED TO CHANNELIZE OR DELINEATE TRAFFIC FLOW BUT MAY ALSO BE USED INDIVIDUALLY OR IN GROUPS TO MARK SPECIFIC LOCATIONS.. DRUMS ARE HIGHLY NORMALLY PERMANENT SIGNS MOUNTED ON'BARRICADES SHALL BE ERECTED ABOVE THE VISIBLE AND HAVE GOOD TARGET VALUE: THEY GIVE THE APPEARANCE OF BEING FORMIDABLE BARRICADE. THE SIGNS "ROAD CLOSED", OR "ROAD WORK AHEAD", FOR EXAMPLE CAN OBSTACLES AND, THEREFORE, COMMAND THE RESPECT OF ROAD USERS. EFFECTIVELY BE MOUNTED 'ABOVE' THE BARRICADE THAT CLOSES THE ROADWAY. TYPE III BARRICADES SHALL BE SUPPLEMENTED WITH A LIGHTING DEVICE UNLESS SPECIFICALLY OMITTED BALLAST SHALL NOT BE PLACED ON TOP OF THE DRUM. DRUMS SHOULD NOT BE WEIGHTED WITH BY THE ENGINEER.. DETOUR ARROW AND LARGE WARNING ARROW SIGNS SHOULD BE PLACED ON SAND, WATER, OR ANY MATERIAL. THE FACE OF BARRICADE. CONES RETROREFLECTIVE WHITE N DESIGN CONES SHALL BE PREDOMINANTLY ORANGE, FLOURESCENT RED—ORANGE, OR FLOURESCENT YELLOW/ORANGE, NOT LESS THAN 28 INCHES IN HEIGHT, AND SHALL BE MADE OF A MATERIAL THAT CAN BE STRUCK WITHOUT DAMAGING VEHICLES ON IMPACT.. CONES WHEN ALLOWED ON THE INTERSTATE, FREEWAY OR EXPRESSWAY SYSTEM SHALL BE A MINIMUM OF 36 INCHES IN HEIGHT. FOR NIGHTTIME USE, CONES SHALL BE RETROREFLECTIVE OR EQUIPPED WITH LIGHTING DEVICES FOR MAXIMUM VISIBILITY. RETROREFLECTION OF 28 INCH OR 36 INCH CONES SHALL BE PROVIDED BY A WHITE BAND 6 INCHES WIDE, NO MORE THAN 4 INCHES FROM THE TOP OF THE CONE, AND AN ADDITIONAL 4 INCH WIDE WHITE BAND A MINIMUS{ OF 2 INCHES BELOW THE 6 INCH BAND. APPLICATION TRAFFIC CONES ARE USED TO CHANNELIZE TRAFFIC, DIVIDE OPPOSING TRAFFIC LANES, DIVIDE TRAFFIC LANES WHEN TWO OR MORE LANES ARE KEPT OPEN IN THE SAME DIRECTION, AND DELINEATE SHORT -DURATION MAINTENANCE AND UTILITY WORK. 'CONES SHALL NOT BE USED FOR LANE CLOSURE TAPERS OR SHIFTS, CONES SMALLER THAN 42 INCHES SHALL NOT BE USED AT NIGHT ON RURAL HIGHWAYS, UNLESS SHOWN ON THE PLANS OR AS APPROVED OR DIRECTED BY THE ENGINEER. STEPS SHOULD BE TAKEN'TO ENSURE THAT CONES WILL NOT BE BLOWN OVER OR DISPLACED BY WIND OR MOVING TRAFFIC. CONES CAN BE DOUBLED UP TO INCREASE THEIR WEIGHT. SOME CONES ARE CONSTRUCTED WITH BASES THAT CAN BE FILLED WITH BALLAST. OTHERS HAVE. SPECIAL WEIGHTED BASES, OR WEIGHTS SUCH: AS SANDBAG RINGS THAT CAN BE DROPPED OVER THE CONES AND ONTO THE BASE TO PROVIDE ADDED STABILITY. BALLAST, HOWEVER, SHOULD NOT PRESENT A HAZARD IF THE CONES ARE INADVERTENTLY STRUCK. 42 INCH CONES RETROREFLECTIVE FLUORESCENT ORANGE RETROREFLECTIVE WHITE z g a- 30 LB BASE-`�'--� 21/q" MAX. HEIGHT DESIGN 42 INCH CONES SHALL INCLUDE A 30 POUND RUBBER BASE .AND DISPLAY FOUR 6 INCH WIDE BANDS OF RETROFEFLECTIVE SHEETING, ALTERNATING FLUORESCENT ORANGE-WHITE- FLOURESCENT ORANGE -WHITE. APPLICATION WHEN APPROVED BY THE ENGINEER OR SHOWN. M THE PLANS, 42 INCH REFLECTIVE CONES MAY BE USED IN LIEU OF TYPE II BARRICADES OR REFLECTORIZED DRUMS. 42 INCH CONES SHALL NOT BE USED FOR LANE -CLOSURE TAPERS OR SHIFTS.. IF A RECTANGULAR BASE IS USED, THE LONG SIDE OF THE BASE SHOULD BE ORIENTED PARALLEL TO THE DIRECTION OF TRAFFIC. TUBULAR POST AND'.CURB,SYSTEM 36" - 42" RETROREFLECTIVE BANDS 361t 4Z o o o o - CURB UNIT 4 � 2" - 411 DESIGN TUBULAR POSTS USED IN THE SYSTEM SHALL BE 36 INCHES HIGH AND A MINIMUM OF 2 INCHES WIDE WHEN FACING TRAFFIC. THE TUBULAR POST AND CURB SYSTEM SHALL BE MADE OF A MATERIAL THAT CAN BE STRUCK WITHOUT DAMAGING IMPACTING VEHICLES. THE COLOR SHALL BE AS SHOWN IN THE PLANS. THE TUBULAR POSTS SHALL BE RETROREFLECTIVE. RETROREFLECTION OF TUBULAR POSTS SHALL BE PROVIDED BY TWO 3 -INCH WIDE RETROREFLECTIVE BANDS PLACED A MAXIMUM OF 2 INCHES . FROM THE TOP WITH A MAXIMUM OF 6 INCHES BETWEEN THE BANDS. EACH CURB SECTION SHALL CONTAIN ONE RETROREFLECTIVE MARKER -FACING EACH DIRECTION OF TRAFFIC. THE COLOR OF THE RETROREFLECTIVE BANDS AND MARKERS SHALL MATCH THE. POST/CURB COLOR. THE CURB SECTIONS SHALL BE CONFIGURED TO ALLOW FOR DRAINAGE FROM THE PAVEMENT SURFACE. APPLICATION TUBULAR POST AND CURB SYSTEMS MAY BE USED TO DIVIDE OPPOSING LANES OF TRAFFIC OR TO DIVIDE TRAFFIC LANES WHEN TWO OR MORE. LANES ARE KEPT OPEN IN THE SAME DIRECTION. FASTENING THE CURBS.TO THE PAVEMENT WITH ANCHOR BOLTS OR .OTHER SUITABLE METHODS AS DIRECTED BY THE MANUFACTURER IS REQUIRED TO MINIMIZE THE CHANCE OF BEING MOVED.BY TRAFFIC.. TUBULAR POST AND CURB SYSTEMS SHALL BE'INSTALLED JN THE LOCATIONS SHOWN IN THE PLANS OR DIRECTED BY THE ENGINEER, VERTICAL PANELS Kim DESIGN ROA[ RETROREFLECTIVE MATERIAL ON VERTICAL PANELS SHALL BE 12 INCHES WIDE AND AT LEAST 24 INCHES HIGH. THEY SHALL HAVE ALTERNATING ORANGE AND WHITE STRIPES,. WHERE THE HEIGHT OF THE RETROREFLECTIVE MATERIAL ON THE VERTICAL PANEL IS MORE THAN 36 INCHES, A PANEL STRIPE WIDTH OF 6 INCHES SHALL BE. USED. WHERE THE HEIGHT OF THE RETROREFLECTIVE MATERIAL ON THE VERTICAL PANEL IS 36 INCHES OR LESS, A PANEL STRIPE WIDTH OF 4 INCHES SHALL BE USED. IF USED .FOR TWO—WAY TRAFFIC, BACK—TO-BACK PANELS SHALL BE USED. MARKINGS FOR VERTICAL PANELS SHALL BE ALTERNATING ORANGE AND WHITE RETROREFLECTORIZED STRIPES SLOPING DOWNWARD AT AN ANGLE OF 45 DEGREES IN THE DIRECTION TRAFFIC, IS TO PASS. POST MOUNTED VERTICAL PANELS SHALL BE MOUNTED WITH THE BOTTOM A MINIMUM OF 1 FOOT ABOVE THE ROADWAY. VERTICAL PANELS ON A TEMPORARY STAND SHALL BE MOUNTED WITH THE BOTTOM A MAXIMUM OF 1 FOOT ABOVE THE ROADWAY. APPLICATION WHERE. SPACE IS LIMITED VERTICAL PANELS MAY BE USED TO CHANNEL TRAFFIC, DIVIDE OPPOSING LANES OF TRAFFIC, DIVIDE TRAFFIC. LANES OR REPLACE BARRICADES. WHEN APPROVED BY THE ENGINEER, VERTICAL PANELS MAY BE POST -MOUNTED ALONG THE SIDE OF THE ROADWAY. TUBULAR POSTS -- RETROREFLECTIVE WHITE 00 N DESIGN TUBULAR POSTS SHALL BE PREDOMINANTLY ORANGE, NOT LESS THAN 28 INCHES HIGH, BE A MINIMUM OF 2 INCHES WIDE WHEN FACING TRAFFIC, AND MADE OF A MATERIAL THAT CAN BE STRUCK WITHOUT DAMAGING IMPACTING VEHICLES. TUBULAR POSTS SHALL BE RETROREFLECTIVE. RETROREFLECTION OF TUBULAR POSTS SHALL BE PROVIDED BY TWO 3 INCHES WIDE WHITE BANDS PLACED A MAXIMUM OF 2 INCHES FROM THE TOP, WITH A MAXIMUM OF 6 INCHES BETWEEN THE. BANDS. THE BASE SHALL NOT BE WIDER THAN 12 INCHES OR HIGHER THAN 2 INCHES. APPLICATION TUBULAR POSTS HAVE LESS VISIBLE AREA THAN OTHER DEVICES AND SHOULD BE USED ONLY WHERE SPACE RESTRICTIONS DO NOT ALLOW FOR THE USE OF OTHER MORE VISIBLE DEVICES. THEY MAY BE USED EFFECTIVELY TO DIVIDE OPPOSING LANES OF TRAFFIC OR TO DIVIDE TRAFFIC LANES WHEN TWO OR MORE LANES ARE KEPT OPEN IN THE SAME DIRECTION. STEPS SHOULD BE TAKEN TO ASSURE.THAT TUBULAR POSTS WILL NOT BE BLOWN OVER OR DISPLACED BY TRAFFIC BY EITHER AFFIXING THEM TO THE PAVEMENT WITH ANCHOR BOLTS OR ADHESIVE, IF A NONCYLINDRICAL DEVICE IS USED, IT SHALL BE ATTACHED TO THE PAVEMENT TO ENSURE THAT THE WIDTH FACING TRAFFIC MEETS THE MINIMUM REQUIREMENTS. TUBULAR POSTS SHOULD NOT BE USED FOR PEDESTRIAN CHANNELIZATION OR A PEDESTRIAN BARRIERS IN TEMPORARY. TRAFFIC CONTROL ZONES ON OR ALONG SIDEWALKS. s Ln w a 0 4) E 0 U o V c -v 0 00 o� c� N K to ..� .= Un U -V) U IA OPPOSING TRAFFIC LANE DIVIDERS LIGHTING DEVICES OPERATING MODE FUNCTION FLASHING ARROW • • CONSTRUCTION AND: MAINTENANCE kCTIVITIES OFTEN CREATE CONRITIONS ON OR NEAR THE SHOULDER TAPER 1/3 L MINIMUM TRAVELED WAY THAT ARE PARTICULARLY HAZARDOUS AT NIGHT. IT IS OFTEN DESIRABLE AND 100 FEET MAXIMUM tsi s• • •ss•i • co NECESSARY TO SUPPLEMENT THE REFLECTO2IZED SIGPFS, BARRIERS, AND CMANNELIZING DEVICES 150 RIGHT SHOWN; LEFT OPPOSITE 180 35 WITH LIGHTING DEVICES. STROBE TYPE LIGHTS ARE NOT PERMITTED. M Z RIGHT SHOWN; LEFT OPPOSITE BARRICADE WARNING LIGHTS DESIGN (BATTERY OPERATED) •••+• 320 Q 450 ••••••• OR OR • s 540 TYPE "A" LOW INTENSITY FLASHING WARNING tI6HTS ARE MOST COMMONLY MOUNTED ON FLASHING OR ALTERNATING LINE CORNERS CAUTION B/tRRICADES, OR WITH SIGNS AND ARE INTENDED TO WARN THE DRIVER THAT THEY ARE. 550 605 660 PROCEEDING IN A HAZARDOUS AREA. THESE LIGHTS SHALL NOT BE USED FOR DELINEATION. 600 _j AS A SERIES OF SLASHING LIGHTS IN A ROW WOULD TEND TO OBSCURE THE DESIRED PATH. DESIGN TYPE "A° 1#I6N INTENSITY FLASHING WARNING LIGHTS ARE NORMALLY MOUNTED ON THE 715 TYPE III BARRICADE THAT ACCOMPANIES THE ADVANCE WARNING SIGNS. OPPOSING TRAFFIC LANE DIVIDERS SHALL BE A TWO SIDED UPRIGHT RETROR€FtECTURIZEQ 750 ORANGE PANEL. WITH A WIDTH OF 12 INCHES AND A HEIGHT OF 18 INCHES. THE TOP OF THE TYPE °C' STEADY BURN LIGHTS AS USED HEREIN. SHALL MEAN A SERIES OF LOW WATTAGE' PANEL SHALL 8E 36 INCHES ABOVE THE PAVEMENT. THE SYMBOL ON EACH SIDE SHALL BE 7W0 YELLOW ELECTRIC LIGHTS. WHERE LIGHTS ARE NEEDED TO DELINEATE OR MARK THE TRAVELED OPPOSING BLACK ARROWS. THE LANE dIVIDER SHALL BE MADE OF LIGHTWEIGHT MATERIAL THAT WAY THROUGH AND AROUND OBSTRUCTIONS IN A CONSTRUCTION MAINTENANCE AREA, THE WILL YIELD UPON IMPACT BY A VEHICLE. THE LANE DIVIdER BASE SHALL NOT BE WIDER THAN DELINEATION SHALL BE ACCOMPLISHEQ BY USE OF STEADY BURNING LIGHTS. WHEN USED TO 12 INCHES OR HIGHER- THAN 4 INCHES. THE'BASE SHALL BE ATTACHED TO THE EXISTING SUPPLEMENT CHANNELIZATION, THE MAXIMUM SFACING FOR WARNING LIGHTS SHOULD BE SURFACE BY EPDXY OR OTHER SUITABLE ADHESIVE. TO ENSURE THAT THE PANEL REMbINS IDENTICAL TO THE CHANNELIZIN6 DEVICE SPACING' REQUIREMENTS. WHEN USED TO DELINEATE FACING TRAFFIC. A CURVE, TYPE "G" WARNING LIGHTS SHOULD ONLY BE USED ON DEVICES ON THE OUTSIDE OF THE CURVE. -AND NOT ON THE INSIDE OF THE CURVE, - APPLICATION ASPHALT OPPOSING TRAFFIC LANE dIVIDERS ARE DELINEATION OEYICES USED AS CENTER LANE DIVIDERS FLASH ING- PANEL (DISPLAY) TO SEPARATE OPPOSING TRAFFIC ON ATWO-LANE, TWO-WAY OPERATION. RUMBLE EFFECT. Ln REQUIRED METHOD AN ARROW PANEL IS A SIGN WITH A MATRIX OF ELEMENTS, CAPABLE OF EITHER FLASHING OR SEQUENTIAL DISPLAYS. THIS SIGN SHALL PROVIDE ADDITIONAL WARNING AND DIRECTIONAL INFORMATION TO ASSIST IN MERGING AND CONTROLLING ROAD USERS THROUGH OR. AROUND A TEMPORARY TRAFFIC CONTROL, ZONE. AN ARROW PANEL SHOULD BE USED IN COMBINATION WITH APPROPRIATE SIGNS, CHANNELIZING DEVICES OR OTHER TRAFFIC CONTROL DEVICES. EMERGENCY USE ONLY DESIGN ARROW PANELS SHALL MEET.THE SIZE AND SPECIFICATIONS OF THE MUTCD FOR TYPE `.'C" ARROW DISPLAYS.. FLASHING ARROW PANEL SHALL.BE RECTANGULAR, OF SOLID APPEARANCE AND FINISHED IN NON -REFLECTIVE BLACK. THE PANEL SHALL BE MOUNTED ON A VEHICLE,. TRAILER OR OTHER SUITABLE SUPPORT. MINIMUM MOUNTING HEIGHT MEASURED VERTICALLY FROM THE BOTTOM OF THE PANEL TO THE ROADWAY BELOW IT OR TO THE ELEVATION OF THE NEAR EDGE OF THE ROADWAY. SHALL BE 7 FEET EXCEPT ON VEHICLE -MOUNTED PANELS, WHICH SHOULD BE AS HIGH AS PRACTICAL. TRAFFIC PROCEED 0 TO ALERT AND SLOW TRAFFIC FLAGGER PADDLE THE STOP/SLOW PADDLE SHALL HAVE AN OCTAGONAL SHAPE ON'A RIGID HANDLE. STOP/SLOW PADDLES SHALL BE AT LEAST 18 INCHES WID£ WITH LETTERS AT LEAST'6 INCHES HIGH. IF THE.STOP/SLOW PADDLE. IS PLACED ON A RIGID STAFF, THE MINIMUM LENGTH OF THE STAFF, MEASURED FROM THE BOTTOM OF THE SIGN TO THE END OF THIS STAFF THAT 'RESTS ON THE GROUND, SHOULD BE 5 FEET.. THE STOP/SLOW PADDLE SHOULD BE THE PRIMARY AND PREFERRED HAND -SIGNALING DEVICE BECAUSE THE STOP/SLOW PADDLE GIVES ROAD USERS MORE POSITIVE GUIDANCE THAN RED.FLAGS. USE OF FLAGS SHOULD BE LIMITED TO EMERGENCY SITUATIONS. FLAGGERS .A FLAGGER MUST BE DRESSED FOR SAFETY. IN ADDITION TO. THE REQUIREMENTS OF THE. "WORKER VISIBILITY" SECTION LISTED BELOW, FLAGGERS SHALL WEAR: 1. AN ORANGE OR YELLOW/GREEN CAP OR HARD HAT. 2. A SHIRT WITH SLEEVES, PANTS AND SHOES .(TANK TOPS, SHORTS OR SANDALS SHALL NOT BE WORN). FLAGGERS SHALL. BE INSTRUCTED IN THE PROPER LOCATION, DUTIES AND PROCEDURES FOR FLAGGING AS OUTLINED IN THE CURRENT MUTCD AND THE DEPARTMENT OF ROADS FLAGGERS HANDBOOK., AS REQUIRED BY THE DEPARTMENT OF ROADS, THE FLAGGER SHALL BE CERTIFIED, AND HAVE IN THEIR POSSESSION,. A VALID FLAGGER CERTIFICATION CARD. WORKER VISIBILITY ALL WORKERS WITHIN THE RIGHT -OF --WAY WHO ARE EXPOSED EITHER TO TRAFFIC (VEHICLES USING THE HIGHWAY FOR PURPOSES OF TRAVEL) OR TO CONSTRUCTION EQUIPMENT WITHIN THE WORK AREA SHALL WEAR HIGH -VISIBILITY SAFETY APPAREL. HIGH -VISIBILITY SAFETY APPAREL IS DEFINED TO MEAN PERSONAL PROTECTIVE SAFETY CLOTHING THAT; 1. IS INTENDED TO PROVIDE CONSPICUITY DURING BOTH DAYTIME AND NIGHTTIME USAGE, AND 2. MEETS THE PERFORMANCE CLASS 2 OR CLASS 3 REQUIREMENTS OF THE ANSI/ISEA 107-2004 PUBLICATION. ENTITLED "AMERICAN NATIONAL STANDARDS FOR HIGH - VISIBILITY SAFETY APPAREL AND HEADWEAR" y. THE FOLLOWING SELECTIONS SHALL BE. PROVIDED ON THE ARROW PANEL OPERATING MODE PANEL DISPLAY FLASHING ARROW • • Ck c SHOULDER TAPER 1/3 L MINIMUM RIGHT SHOWN; . LEFT OPPOSITE 100 FEET MAXIMUM tsi s• • •ss•i • SEQUENTIAL ARROW • 150 RIGHT SHOWN; LEFT OPPOSITE 180 35 SEQUENTIAL CHEVRON ••• •••••• •••••�••• Z RIGHT SHOWN; LEFT OPPOSITE FLASHING DOUBLE ARROW •••+• 320 Q 450 ••••••• OR OR • s 540 FLASHING FLASHING FLASHING OR ALTERNATING LINE CORNERS CAUTION 55 550 605 660 ALTERNATING DIAMOND CAUTION THE ARROW PANEL SHALL HAVE A MINIMUM SIZE OF 96 INCHES WIDE AND 48 INCHES HIGH. THE MINIMUM LEGIBILITY DISTANCE SHALL BE 1 MILE. THE PANEL SHALL CONTAIN 25 LAMP ELEMENTS.. ARROW PANEL ELEMENTS SHALL BE CAPABLE OF A MINIMUM 50 PERCENT DIMMING, AUTOMATICALLY WHEN AMBIENT LIGHT FALLS BELOW 50 LUX. THE MINIMUM ELEMENT "ON TIME" SHALL BE 50 PERCENT FOR THE FLASHING MODE AND EQUAL INTERVALS OF 25 PERCENT FOR EACH SEQUENTIAL CHEVRON PHASE. THE FLASHING RATE SHALL BE NO FEWER THAN 25 NOR MORE THAN 40 FLASHES PER MINUTE. APPLICATION A FLASHING ARROW OR SEQUENTIAL CHEVRON MODE SHALL ONLY BE USED FOR STATIONARY OR -MOVING LANE CLOSURES. FOR SHOULDER WORK BLOCKING THE SHOULDER, FOR ROADSIDE WORK NEAR THE SHOULDER,. OR FOR TEMPORARILY CLOSING ONE LANE ON A TWO-LANE,.TWO-WAY ROADWAY, AN ARROW PANEL SHALL BE USED ONLY IN THE CAUTION MODE. AN ARROW DISPLAY MODE SHALL NOT BE USED ON A TWO-LANE TWO-WAY ROADWAY FOR TEMPORARY ONE -LANE OPERATION OR LANE SHIFTS. AN ARROW DISPLAY SHALL NOT BE USED TO LATERALLY SHIFT TRAFFIC. TEMPORARY RUMBLE STRIPS EACH SECTION SHALL CONSIST�� EDGE OF TRAVELED LANE OF tU SEGMENTS. 6 24 X TYPE OF TAPER TAPER LENGTH (FEET) MERGING TAPER L MINIMUM SHIFTING TAPER Ck c SHOULDER TAPER 1/3 L MINIMUM TWO-WAY TAPER 100 FEET MAXIMUM 115 125 30 150 165 180 35 205 � Z lqr t1! 270 � N 320 Q 450 495 540 50 500 550 600 55 550 605 660 60 600 _j Nco .- 65 650 715 780 75 750 825 900 N a- OF ROADWAY I: f _! 23 DESIGN TEMPORARY RUMBLE STRIPS MAY BE MADE OF ASPHALT PAVING MATERIAL, EPDXY AND AGGREGATE OR OTHER SUITABLE MATERIAL WHICH WILL MAINTAIN A DESIRABLE RUMBLE EFFECT. THE TEMPORARY RUMBLE STRIP SHOULD HAVE AN INSTALLED HEIGHT OF 5/8". PREFORMED RUMBLE STRIPS MAY BE. USED PROVIDED THEY HAVE A MINIMUM 1/r' HEIGHT. TRAFFIC SIGNALS TRAFFIC SIGNALS MAY BE ALLOWED AT CERTAIN EQUIPMENT CROSSINGS WHERE THE VOLUME OE FILL MAFERIAL AND THE NUMBER OF EWJIPMENf CROSSINGS PER HOUR IS HIGH. TRAFFIC 5IGNpLS MAY BE ALLOWED AT CERTAIN BRIDGE CONSTRUCTION SITES WHERE A COMBINATION OF ONE-WAY TRAFFIC AND HIGH TRAFFIC VOLUMES WOULD BE BEST SERVED WITH THIS TYPE OF TRAFFIC CONTROL.- ALL ONTROL.ALL TRAFFIC SIGNAL REQUESTS AND METHOD Of INSTALLATION ON THE STATE HIGHWAY SYSTEM SHALL BE IN CDMPLIANCE WITH THE MUTCD AND MUST BE APPROVED BY THE STATE TRAFFIC ENGINEER. IF. AFTER THE SIGNAL ASSEMBLIES ARE ERECTED AND THE ROAD IS OPEN TO PUBLIC TRAVEL, THE SIGNAL SYSTEM IS NOT PUT IMMEDIATELY INTO OPERATION, THE SIGNAL FACES SHALL BE COVERED WITH BURLAP OR OTHER OPAQUE MATERIAL SUBJECT TO THE APPROVAL OF THE ENGINEER, INOPERATIVE SIGNALS ON ROADS OPEN TO THE PUBLIC SHALL ALWAYS BE COVERED. TILTING THE SIGNALS UPWARD IS NOT AN ACCEPTABLE ALTERNATIVE TO COVERING THE HEADS. FLOODLIGHTS WHEN. NIGHTTIME WORK IS REQUIRED, FLOODLIGHTS SHALL BE USED TO ILLUMINATE FLAGGER STATIONS. FLOODLIGHTS SHOULD BE USED TO ILLUMINATE EQUIPMENT CROSSINGS. AND OTHER AREAS WHERE EXISTING LIGHT IS NOT ADEQUATE FOR THE WORK TO BE PERFORMED SAFELY. IN NO CASE SHALL FL00DLIGMTING BE PERMITTED TO CREATE A DISABLING GLARE FOR DRIVERS. THE ADEQUACY OF THE FLOODLIGHT PLACEMENT AND ELIMINATION OF "POTENTIAL GLARE SHOULD BE CHECKED BY DRIVING THROUGH THE PROJECT. PAVEMENT. MARKING IT IS INTENDED TO THE EXTENT POSSIBLE, THAT MOTORISTS BE PROVIDED MARKINGS WITHIN A WORK AREA COMPARABLE TO THE MARKINGS NORMALLY MAINTAINED ALONG ADJACENT ROADWAYS, PARTICULARLY AT EITHER END OF THE WORK AREA. ALL MARKINGS AND DEVICES USED TO DELINEATE VEHICLE AND PEDESTRIAN PATHS SHALL BE CAREFULLY REVIEWED DURING DAYTIME AND NIGHTTIME PERIODS TO AVOID INADVERTENTLY LEADING DRIVERS OR PEDESTRIANS. FROM THE INTENDED PATH. PAVEMENT MARKINGS NO LONGER APPLICABLE SHALL BE REMOVED UNLESS OTHERWISE APPROVED BY THE " ENGINEER. TAPERS ARE CREATED USING A SERIES OF CMANNELIZING DEVICES OR PAVEMENT MARKINGS TO MOVE TRAFFIC OUT OF OR INTO ITS NORMAL PATH. MERGING TAPER A MERGING TAPER REQUIRES THE LONGEST DISTANCE BECAUSE DRIVERS ARE REQUIRED TO MERGE INTO COMMON ROAD SPACE. THE TAPER SHOULD BE LONG ENOUGH TO ENABLE MERGING DRIVERS TO HAVE ADEQUATE ADVANCE WARNING AND SUFFICIENT LENGTH TO ADJUST THEIR SPEEDS AND MERGE INTO A SINGLE LANE BEFORE THE DOWNSTREAM END OF THE TRANSITION. SHIFTING TAPER A SHIFTING TAPER IS USED WHEN MERGING IS NOT REQUIRED, BUT A LATERAL SHIFT IS NEEDED. APPROXIMATELY ONE-HALF "L" HAS BEEN FOUND TO BE ADEQUATE. WHERE MORE SPACE IS AVAILABLE, IT MAY BE BENEFICIAL TO USE LONGER TAPERS. GUIDANCE FOR CHANGES IN ALIGNMENT MAY ALSO BE ACCOMPLISHED BY USING HORIZONTAL CURVES DESIGNED FOR NORMAL HIGHWAY SPEEDS. ,,.SHOULDER TAPERS A SHOULDER TAPER MAY BE BENEFICIAL ON HIGH-SPEED ROADWAYS WHERE SHOULDERS ARE PART OF THE ACTIVITY AREA AND ARE CLOSED, OR WHEN IMPROVED SHOULDERS MIGHT BE MISTAKEN AS A DRIVING LANE IN THESE INSTANCES, THE SAME TYPE, BUT ABBREVIATED, CLOSURE PROCEDURES.USED ON A NORMAL PORTION OF THE ROADWAY CAN BE USED. IF USED, SHOULDER TAPERS APPROACHING THE ACTIVITY AREA SHOULD HAVE A LENGTH OF ABOUT ONE-THIRD "L". DOWNSTREAM TAPERS THE DOWNSTREAM TAPER MAY BE USEFUL IN TERMINATION AREAS TO PROVIDE A VISUAL CUE TO THE DRIVER THAT ACCESS IS AVAILABLE TO THE ORIGINAL LANE OR PATH THAT WAS CLOSED. WHEN USED, IT SHOULD HAVE A MINIMUM LENGTH OF ABOUT 1.00 FEET PER LANE, WITH DEVICES SPACED ABOUT 20 FEET APART. ONE LANE, TWO WAY TAPER THE ONE --LANE, TWO-WAY. TAPER IS USED IN ADVANCE OF AN ACTIVITY AREA THAT OCCUPIES PART OF A TWO-WAY ROADWAY IN SUCH A WAY THAT A PORTION OF THE ROAD IS USED ALTERNATELY BY TRAFFIC IN EACH DIRECTION. A SHORT TAPER HAVING A MINIMUM LENGTH OF 50 FEET AND A MAXIMUM LENGTH OF .100 FEET WITH CHANNELZING DEVICES AT APPROXIMATELY 20 FOOT SPACINGS SHOULD BE USED TO GUIDE TRAFFIC INTO THE ONE -LANE -SECTION AND A DOWNSTREAM TAPER WITH A LENGTH OF APPROXIMATELY 100 FEET SHOULD BE USED TO GUIDE TRAFFIC BACK INTO THEIR ORIGINAL LANE. TAPER LENGTH CRITERIA FOR TEMPORARY TRAFFIC CONTROL ZONES TYPE OF TAPER TAPER LENGTH (FEET) MERGING TAPER L MINIMUM SHIFTING TAPER 1/2 L MINIMUM SHOULDER TAPER 1/3 L MINIMUM TWO-WAY TAPER 100 FEET MAXIMUM FORMULAS FOR L SPEED FORMULA 40 MPH OR LESS 14 L -W52 -60 . 5 MPH OR GREATER L = WS L = TAPER LENGTH IN FEET W = WIDTH OF OFFSET IN FEET S = POSTED SPEED LIMIT PRIOR TO WORK IN MPH TAPER LENGTH L (FEET) SPEED (MPH) LANE WIDTH S 10 FT. 11 FT. 12 FT. 25 105 115 125 30 150 165 180 35 205 225 245 40 270 295 320 45 450 495 540 50 500 550 600 55 550 605 660 60 600 660 720 65 650 715 780 75 750 825 900 R6 I JUN 14 1 2009 MUTCD UPDATE R5 OCT 98 REVISE CHANNEL IZA TION DEVICES, TAPER R9 JAN 95 REWRITE REV. N0. DATE DESCRIPTION OF REVISION NEBRASKA DEPARTMENT OF. ROADS STANDARD PLAN N0. 920-R6 TRAFFIC. CONTROL CONSTRUCTION AND MAINTENANCE ACCEPTED BY FHWA FOR USE 0 NATIONAL HIGHWAY SYSTE JUNE _2V4 o DAfUEI J. F DATE 2 CL ppppLE a E-6289 3 ORIGINAL: or NEeOCTOBER 1998 DATE m -v 0 00 0 O v- 0 00 N M m v� ROADSIDE SIGNS HEIGHT AND LATERAL LOCATION OF SIGNS RURAL AREA 6 FT. 6 FT. TO 12 FT. T4 12 h . ROAD DETOU WORK s FT. 1000 F �h NILE 45 M.P.H. TYPICAL FIRST SIGN AT CONSTRUCTION SITE PAVED SHOULDER}� ADVISORYWITH SPEED TYPICAL SIGN MOUNTINGS OTHER THAN POSTMOUWTED TYPE III BARRICADE WITH. SIGN MIN. 1 FT. ABOVEPAVEMENT ,h 1500 FT PORTABLE AND TEMPORARY MOUNTING i PORTABLE DYNAMIC MESSAGE' -SIGN DELINEATION IN MEDIAN NOTES 1. ALL TRAFFIC CONTROL DEVICES SHALL MEET THE APPLICABLE STANDARDS AND SPECIFICATIONS PRESCRIBED IN PART 6 OF'THE LATEST ADOPTED EDITION OF THE "MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES, (MUTCD)" AND THE STATE OF NEBRASKA SUPPLEMENT TO THE MUTCD. ALL'TRAFFIC CONTROL DEVICES SHALL'BE CRASHWORTHY AND QUALIFY AS SUCH ACCORDING TO THE TESTING AND ACCEPTANCE GUIDELINES OF THE NATIONAL COOPERATIVE HIGHWAY RESEARCH PROGRAM (NCHRP) REPORT 350 OR MANUAL FOR ASSESSING SAFETY HARDWARE (MASH). 2. TRAFFIC CONTROL PLANS AND DEVICES SHOULD FOLLOW THE PRINCIPLES SET FORTH, BUT MAY DEVIATE FROM THE TYPICAL DRAWINGS TO ALLOW FOR CONDITIONS AND REQUIREMENTS OF THE PROJECT. 3. TRAFFIC CONTROL DEVICES SHALL BE INSTALLED SO AS NOT TO OBSTRUCT THE VIEW OF OTHER TRAFFIC CONTROL DEVICES. 4. THE ENGINEER SHALL HAVE THE AUTHORITY TO REQUIRE THE USE, AND APPROVE THE LOCATION OF ANY OF THE DEVICES SHORN IN THESE PLANS. WORK ZONE SPEED LIMIT NOTES A. WORK ZONE SPEED LIMITS SHALL NOT BE INSTALLED WITHOUT A SPEED ZONE AUTHORIZATION COMPLETED BY THE DEPARTMENT. B. REDUCED SPEED LIMITS SHOULD BE USED ONLY IN THE SPEGIFIC PORTION OF THE WORK ZONE WHERE CONDITIONS OR RESTRICTIVE FEATURES ARE PRESENT. HOWEVER, FREQUENT CHANGES IN THE SPEED LIMIT SHOULD BE AVOIDEQ. THE REDUCTION OF SPEED SHOULD BE DESIGNED SO VEHICLES CAN SAFELY TRAVEL THROUGH HE WORK ZONE WITH A SPEED LIMIT REDUCTION OF NO MORE THAN 10 MPH UNLESS OTHERWISE NOTED IN THE PLANS. TYPE III BARRICADE WITH TYPE III BARRICADE SIGN AND DETOUR ARROW WITH CHEVRONS � � C. WORK ZONE SPEED LIMITS SHOWN ARE TYPICAL APPLICATIONS ONLY AND ARE NOT TO BE ASSUMED AS THE SPEED LIMITS REQUIRED FOR THE WORK. � 3'-0" MIN. � OUTSIDE � I � CLEAR ZONE D. EXISTING SPEED LIMIT SIGNS SHALL BE REMOVED OR COVERED WHEN A REDUCED WORK ZONE SPEED LIMIT IS IN EFFECT IN THE SAME AREA. � DMS PDMS E. WORK ZONE SPEED LIMIT SIGNS SHALL BE INSTALLED EVERY MILE THROUGH THE WORK AREA WHEN SPEED ZONE IS REDUCED. F. A SPEED LIMIT SIGN ENDING THE REDUCED SPEED ZONE SHALL BE INSTALLED AT THE END OF EACH ZONE. � 0 � � G. DOUBLE FINES AND REDUCED SPEED ZONE SIGNING ARE NOT REQUIRED FOR SHORT -DURATION WORK LESS THAN 12 HOURS. O TYPE II BARRICADE WITH PLASTIC DRUM WITH DETOUR ARROW OR SIGN CHEVRON OR SIGN PORTABLEAND. ON SHOULDER OFF SHOULDER TAPER FORMULA LEGEND TEMPORARY MOUNTING WITH TYPE "A" FLASHING WARNING LIGHT MOUNTED ABOVE TYPE III BARRICADE TYPICAL- SIGN- MOUNTINGS POST MOUNTED SPEED LIMIT 45 LESS THAN 1 _11_ 48 INCHES 0- 1 AWLE SIGNS 48 INCHES OR WIDER ;SIGN WIDTHS LESS THAN 48 INCHES E--6289 3 REQUIRE TWO POSTS MAY BE MOUNTED WITH ORE POST s ORIGINAL: OCTOBER .1998 OF NE DATE L = S x M FOR SPEEDS OF 45 MPH OR MORE. o TYPE III BARRICADE TEMPORARY SIGN SUPPORTS PORTABLE DYNAMIC MESSAGE. SIGNS (PDMS) L = ws2 FOR SPEEDS OF 40 MPH OR LESS. 60 • REFLECTORIZED BLASTIC DRUM ALL "TEMPORARY SIGN" SUPPORTS (BASES) SHALL BE NCHRP 350 OR MASH (TL -3) APPROVED. THE PLACEMENT OF PDMSr SHOULD BE IN THE FOLLOWING ORDER: Wim: O REFLECTOiIZED PLASTIC DRUM "TEMPORARY SIGNS" ARE ALL TEMPORARILY MOUNTED WORK ZONE SIGNS THAT ARE NOT POST WHENEVER POSSIBLE, PDMS SHOULD BE PLACED OFF OF ANY USABLE PORTIOk OF THE ROADWAY OR 42" CONE MOUNTED IM THE GROUND AT THE TYPICAL 5 FOOT MOUNTING HEI6HL TEMPORARY SIGNS ON THE RIGHT SIDE OF THE ROADWAY. 'WHEN PLACED OUTSIDE THE CLEAR ZONE OR BEHIND L =MINIMUM LENGTH OF TAPER, ARE C6NSIDEREQ NCHRP 350 OR MASH CATEGORY 2 DEVICES AND ARE MOUNTED ON TEMPORARY GUARDRAIL OR CONCRETE PROTECTION BARRIERS. DELINEATION IS NOT REQUIRED. � PORTABLE DYNAMIC MESSAGE SIGN STANDS. TEMPORARY SIGNS SHALL BE MOUNTED A MINIMUM OF 1 FST ABOVE THE S =NUMERICAL VALUE OF POSTED GROUND. -..UNLESS OTHERWISE REQUIRED TO BE MOUNTED AT A HIGHER HEIGHT. WHERE FIELD CONDITIONS DQ NOT ALLOW FOR THIS PLACEMENT, THE SIGNS MAY BE $P�p SIGN ���j�T PRIOR TO NORK. LOCATED ON THE OUTSIDE SHOULDER OF THE ROADWAY OR WITHIN THE MEDIAN. TEMPORARY SIGNS AND THEIR SUPPORTS SHALL NOT BE IN PLACE LONGER THAN 3 DAYS. ANY A. A MINIMUM CLEARANCE OF 3 FEET MEASURED HORIZONTALLY FROM THE EDGE W =WIDTH OF OFFSET (LANE WIDTHi. -SIGN THAT IS TO BE IN PLACE LONGER THAN 3 DAYS SHALL BE POST MOUNTED OR MOUNTED OF THE SIGN TO THE EDGE OF THE TRAVELED WAY IS RECOMMENDED. TO A DRUM, BARRICADE, OR BARRIER, AS REQUIRED BY THE PLANS OR SPECIFICATIONS. B. THE PDMS SHOULD HAVE b MINIMUM MOUNTED HEIGHT OF 7 FEET ON FREEWAYS, EXPRESSWAYS AND IN URBAN AREAS. C. ALL OTHER RURAL QPPlICATIDNS SHOULD HAVE'A MfNIMUM HEIGNt OF 5 FEET. THESE HEIGHTS ARE MEASURED VERTICpLIY FROM THE BOTTOM OF SIGN TO THE ELEVATION OF THE 'NEAR EDGE OF THE PAVEMENT.' R6 JUN 19 2009 MUTCO UPDATE REfLECTORIZED PLASTIC DRUMS SHOULD BE-USEDTO DELINEATE EACH SIGN USING A 1/3 L R5 OCT 98 REVISE CHANNELIZA TION DEVICES. TAPER TAPER. THESE DRUMS SHOULD BE POSITIONED ON THE UPSTREAM END OF THE SIGN TO FORM A TAPER LEADING UP TO THE TRAFFIC SIDE OF THE SIGN. FOR A SIGN LOCATED IN THE R9 JAN 95 REWRITE MEDIAN, THE SIGN SHOULD BE DELINEATED WITH A 42 INCH CONE ON ALL FOUR CORNERS. REV. NO. DATE DESCRIPTION OF REVISION WHEN DEPLOYED, THE SIGN SHALL BE SIGHTED AND ALIGNED MiI7H APPROACHING TRAFFIC TO NEBRASKA DEPARTMENT OF ROADS ENSURE VISIBILITY OF THE MESSAGE. IF MULTIPLE.SIGNSARE USED, THE SIGNS SHOULD BE LOCATED ON THE SAME SIDE OF THE ROAD AND SEPARATED ACCORDING TO PROPER SIGN STANDARD PLAN NO. 920-R6 SPkCING. . WHEN PRACTICAL. PDMS SHOULD NOT BE USED TO REPLACE STATIC SIGNS FOR LONG-TERM TRAFFIC CONTROL USAGE (OVER 10 DAYS). WHEN PDMS ARE TO BE DEPLOYED FOR LONG PERIODS, SUCH A$ INCIDENT MANAGEMENT ROLES, CONSTRUCTION AND MAINTENANCE CONCRETE PADS WITH APPROPRIATE TIE DOWNS SHOULD BE CONSTRUCTED FOR THEIR PLACEMENT. PDMS NOT ACTIVELY BEING USED IN A CONSTRUCTION OR INCIDENT MANAGEMENT ROLE SHOULD BE REMOVED. ACCEPTED BY FHWA FOR USE 0 NATIONAL HIGHWAY SYSTEM• REFER TO NDOR "DMS GUIDELINES" FOR PROPER PDMS MESSAGE INFORMATION. JUNE 2Q/4 o DANIEL J. oarE 0- 1 AWLE SIGNS 48 INCHES OR WIDER ;SIGN WIDTHS LESS THAN 48 INCHES E--6289 3 REQUIRE TWO POSTS MAY BE MOUNTED WITH ORE POST s ORIGINAL: OCTOBER .1998 OF NE DATE