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HomeMy WebLinkAboutSWP272770 CITY OF RENTON MEMORANDUM DATE: November 4, 1994 TO: Rod Schindler FROM: Ron Straka�10 STAFF CONTACT Dave Jennings (x-6205)w4- - SUBJECT: LAKE WASHINGTON BOULEVARD BRIDGE REPLACEMENT - SURFACE WATER REVIEW OF 90% PLANS The Surface Water Utility has reviewed the 90% plans for the above-mentioned project and have the following comments: 1 . Construction of bridge abutments and temporary pedestrian path should be designed to accomodate continuity of flow from ditches to May Creek. Bridge improvements must not block or restrict flow. 2. It is assumed that bridge dimensions are consistent with previous reviews - ie., clearspan and height have not changed significantly in final design. If this is not the case, please let us know. Thank you for this opportunity to review and comment on the project. If you have any questions, comments, or need additional information, please call Dave Jennings @ x-6205. H:D0CS:94-1010!:DEJ RENTON PLANNING/BUILDING/PUBLIC WORKS DEPARTMENT TRANSPORTATION SYSTEMS DMSION DESIGN REVIEW Project: Lake Wash. Blvd /May Creek Bridge Replacement Review Type: 90% Plan Review ` Project Manager: Rod Schindler Phone #: (206) 277-6219 Date: October 11, 1994 Set # Set # X 1 Transportation Design X 16 WNG X 2 Transportation Operations X 17 Puget Power OCT X 3 Transportation Planning X 18 U.S. West 1 � 1994 X 4 Storm Water Utility X 19 TCI Cable C 1 t Y O k_�T0 X 5 Waste Water Utility X 20 Metro En i!?eerie X 6 Water Utility Value Engineering g Dept. X 7 Street Maintenance X 21 WSDOT X 8 Utility Maintenance 22 Boeing X 9 Construction Inspection 23 PACCAR 10 Development Planning X 24 Project Manager X 11 Plan Review X 12 Planning/ Technical Services X 13 Parks NOTE: X 14 Fire Full size plan sheets available upon request X 15 Police * Includes Specs. PLEASE REVIEW AND RETURN TO PROJECT MANAGER BY: October 26, 1994 It will be assumed you have no comments if not received by above date. Reviewer check appropriate space(s): No comment Reviewed by: See comments below Date Reviewed: See comments attached See comments on Plans Approved by: See comments on Specs Date approved: Comments: I I �0 .. + CITY OF RENTON I WASHINGTON WL BELLEVUE i PROJECT LOCATION �„ p PLANNING BUILDING fl{ n�c PUBLIC WORKS DEPARTMENT r C7' I LalT IISIrlNCTON cp rw k - W.,� �. o f y r r1E.n�tr�'7 ►�r r ran LAKE WASHINGTON BOULEVARD � LU' rwa cry NW mom I TUKW BRIDGE REPLACEMENT .w AT MAY CREEK 1 I 4TA°bT�.r we a ma PLAN INDEX SHEET DESCRIPTION VICINITY MAP Si VICINITY MAP S2 LAYOUT S3 FOUNDATION LAYOUT 54 PIER DETAILS S5 WING WALL DETAILS S6 ROADWAY SLAB PLAN S7 SLAB DETAILS <y S8 TRAFFIC BARRIER N` S%�o 90 O/p SUBMITTAL S9 PEDESTRIAN RAILING S/o BAR t/sr ��9F ,�� �o g CITY OF RENTON DEPARTMENT f ARTMENT OF PUBLIC WORKS ass%orrAL K «.. �.b MAY CHEEK BRIDGE LEVIRES ./14. TITLE SHEET amour BAK arc, i0-07-94 FLE Nero Dwen AKM LJAI tCrt, D fw ma ►ea. g ,a R"Ism w owk I wwnYco 9[E7 $I CIS IO NW %4 SEC. 32 T. 24N R. 5E W. M. CITY OF RENTON o" 62'-0• 10' o GENERAL NOTES 2' WIDENING FOR WING• B •j( TO-BACK Qf.PAAMENT SEATS w.GUARDRAIL, TYP, WALL. !. ALL MATERIAL AND WORKMANSHIP SMALL BE IN ACCORDANCE WITH THE i RfQU REMENT t8Y OTHFRSY` Typ 1 OF THE WASHINGTON STATE DEPARTMENT OF TRANSPORTATION S EXIST.ALL aTANDARD SPECIFICATIONS FOR ROAD. BRIDGE, AND MUNICIPAL CONSTRUCTION THRIE BEAM GUARDRAIL CORNERS I R PRAP DATED 1994, AND AMENDMENTS. TRANSITLON,.TYPE lA I 2. THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH THE REQUIREMENTS TYP. ALL CORNERS _ _ T D SPECIFICATIONS FOR G A BRIDGES FIFTEENTH +< (BY OTHERS) ; TE R/W EDITIONAAS1992SWITH INTERIM SPECIFICATIONS THROUGH /99J.5 THE E POST-TENSIONED STRUCTURE HAS BEEN DESIGNED FOR SERVICE LOAD STRESSES a 3:_-.D• I I�-. AND CHECKED FOR THE REQUIREMENTS OF LOAD FACTOR DESIGN. ALL OTHER • �STEFI RRi 3' Q" ,� „� --+�1" � - -, to"*DECK _< •, STRUCTURAL ELEMENTS HAVE BEEN DESIGNED /N ACCORDANCE WITH THE to"*DEo REQUIREMENTS FOR LOAD FACTOR DESIGN. SEISMIC DESIGN OF THIS STRUCTURE ENQ..l B__0.0. CASING "' FOR 12'0 WATERLINE. EXIST. WATER LINE HAS BEEN COMPLETED USING AN ACCELERATION COEFFICIENT Of 0.30 AND CAP ENDS. TYP. SOIL PROFILE TYPE 1. 11 i TO BE ABANDONED _ W 12 W JI! —_ `-�_ -.., " J. FOOTING ELEVATIONS ANDSUBSTRUCTURE DETAILS ARE SUBJECT TO CHANGE GUARDPA L PL ACEMENT —_. _.——.: — * I c\\ o DEPENDING UPON THE FOUNDATION MATERIAL ENCOUNTERED. REINFORCING STEEL PLAN C 2A TYPSALL rrt.� I \J 25' 0' APPROACH FOR THE FOOTINGS AND ABUTMENT WALLS SHALL NOT BE CUT UNTIL FINAL EXIST I I EDGE PAW CORNERS (BY OTHERS) — THRIE BEAN BH-21 II EXIST. !2' II t SLAB FOOTING ELEVATIONS HAVE BEEN DETERMINED AND SUBSTRUCTURE DETAILS HAVE I II GAS LINE UNDER TOE OF SLOPE I BEEN MODIFIED AS REQUIRED. ` GUARDRAIL I I 8H I (EDGE PAV'T. _ N D Q PROFILE �d =� 25'-0' TERMINAL I I ` IID£CK TO BE TOE OF RIPRAP I{ ! I `EXIST. 4. THE CONCRETE IN THE ROADWAY SLAB AND ABUTMENT WALLS SHALL BE CLASS 5000. GRADE APPROACH DESIGN TYPE F, I IIRfROUTED �I !I I THE CONCRETE IN THE CAST-IN-PLACE PILES SHALL BE CLASS 4000P. ALL OTHER f FROWN SLAB WSOOT STD. I I; (BY OTHERS) } { CAST-IN-PLACE CONCRETE SHALL BE CLASS 4000. _� L' 7nT_�y _ _ 9+C j_ I I _ �_ _ LAKE iYASH1NGTON BLVD. N. _ 1Q6�� 5. PILES SHALL BE DRIVEN TO A LOAD BEARING CAPACITY OF 55 TONS AT PIERS �: 30' 0' MIN. CDRNERSL I I II Q ROADWAY ! I { I N30'S7'44'E E 2. TWO (2) TEST PILES SHALL BE DRIVEN /N LOCATIONS SHOWN ON THE ;, I ,; IFOUNDATION LAYOUT. SEE SPECIAL PROVISIONS FOR ESTIMATED PILE TIP EXIST. I I II I, I I 30' 0' MIN `EDGE PAV'T. I I II EXIST. BRIDGE I i I ^ ELEVATIONS AND TEST PILE SPECIFICATIONS \ I TO BE REMOVED I EXIST. EDGE PAV'T. 6• FALSEWORK SHALL NOT BE RELEASED UNTIL ALL OF THE POST-TENSIONING /S li I COMPLETED. FALSEWORK SHALL BE CAREFULLY RELEASED TO PREVENT IMPACT _ z_- i !, I i 3'-0' S OR UNDUE STRESS IN THE STRUCTURE. SIDEWALKS AND TRAFFIC BARRIERS EDGE OF PVM T. I t i y�4, SHALL NOT BE PLACED UNTIL THE FALSEWORK HAS BEEN RELEASED. i i' I j I 7. UNLESS OTHERWISE SHOWN ON THE PLANS, THE CONCRETE COVER MEASURED FROM THE FACE OF THE CONCRETE TO THE FACE OF ANY REINFORCING BAR SHALL BE INCHES AT THE TOP OF THE ROADWAY SLAB, ONE INCH AT THE BOTTOM OF THE ROADWAY SLAB, 7% INCHES AT THE BOTTOM OF FOOTINGS. AND ;% INCHES AT ALL OTHER LOCAT;oNS. - — L 55'-0" \ 5 3 0 RGS CONDUIT, R� APPROXIMATE QUANTITIES TEMPORAPe PEDESTRIAN BRIDGE —� CAR,ENDS TEMPORARY H SEE ESHT. S3PAT ITEM UNIT 'PEDESTRIAN P .. ESTIMATED QUANTITY MOBILIZATION LS I l REMOVING EXISTING STRUCTURE LS l STRUCTURE EXCAVATION, CLASS A CY 310 SPECIAL EXCAVATION FOR RIPRAP CY 78 SHORING OR EXTRA EXCAVATION, CLASS A LS / PL AN GRAVEL BACKF/LL FOR WALLS CY 90 BEARING OF PIERS ARE NORMAL TO I ROADWAY. LIGHT LOOSE RIP RAP CY 52 !9 DENOTES APPROXIMATE LOCATION OF SOIL BORINGS. FILTER BLANKET CY 25 FURNISHING E DRIVING CONCRETE TEST PILES EA 2 FURNISHING CONCRETE PILING - 55 TON LF _00 j p �IN DRIVING CONCRETE PILE 55 TON EA 30 nim Q' CONCRETE CLASS 4000 FOR BRIDGE CY 47 ~I` ~ CONCRETE CLASS 5000 FOR BRIDGE CY 48 a > ¢ a,tA-o TRAFFIC BARRIER 0. �o BRIDGE RAILING TYPE BP STEEL REINFORCING BARS FOR BRIDGE LB 15700 _ o n NM EPDXY-COATED STEEL REINF. BARS FOR BRIDGE 1 LB 14200 1.290% GRADE W� FOR DETAILS AT ml�ru m �w APEPO1AH5SLAB• POST- TENSIONED CONCRETE SUPERSTRUCTURE MAY CREEK BRIDGE LS ! I TRAFFIC BARRIER Lf 164 RIGID FRAME BRIDGE RAILING TYPE SP IF 164 BRIDGE APPROACH SLAB EA 2 0 CASING PIPE /8 1N. DI A. I LS l LOADING HS- 25 EL 19.0' EL 19.0' 3' DIA CONDUITS LF 590 EXISTING GROUND REFERENCE LINE ® Q I00 YR FLOOD TEMPORARY PEDESTRIAN BRIDGE E PATH LS I ELEVATION 10.0'� EL 25.8' LIGHT LOOSE RIPRAP 55 TON CONCRETE WITH FILTER BLANKET C. 1.P. PILES, TYP. ` A ,R ll a 90 % SUBMTTAL 4 o VERTICAL DATUM: NGVD 1929 ELEVATION 9N CITY OF RENTON A UM CONTROL BENCHMARK: A ?F��STEaE��' � u �""�°� DEPARTMENT OF PUBLIC WORKS 6 USGS GAGING STATION 1. GRADE ELEVATIONS SHOWN ARE FINISH GRADES SSL Eef' K . t ON t ROADWAY AT TOP Of ROADWAY SLAB AND ARE 01YAL _ MAY CREEK BRIDGE REFERENCE MARK, EQUAL TO PROFILE GRADE. EV,WS 9" BRASS DISK /N CONCRETE APRON LAYOUT BELOW S.W. CORNER OF MAY CREEK 2. FOR EMBANKMENT DETAILS A7 BRIDGE ENDS, SEE nE w+c, BRIDGE EL. 25.328 STANDARD PLAN H-9. acasm BAK arE, 10 07 94 ggm9ft AKM suEc. Tao soon nsu rn, aEws,o„ ar ,vrn• arc �r*novrb i, s¢r, $2 or, 10 ! 62-0" BACK TO BACK Of PAVEMENT SEATS I � a ¢ FOOTING FOOTING loop ` I 01PlER I � O PIER 2 I III ii11 6' All N. 2' -771 —� { 1 I I 2 0.02'/FT. MAX. i — 1 I I I I I 7 ASPHALT CONCRETE PAW T. CL 0.20' MIN. COMPACTED DEPTHASS S. I I I I I CRUSHED SURFACING TOP COURSE, 0. 15' YIN. COMPACTED DEPTH N I GRAVEL BORROW, AS REOD. 90'00'00" 90'00' I 0 LAKE w, H,NGToN eVo ' __ __N 3057 44 f T YP. SECTION TEMPORARY PEDESTRIAN PATH I I 1 T STA 195*24.90 I T I I STA �94+63.40 I I I I l a I I � ' NCO YR. FLOOD Et. 25.e• A; III ill i 1 TOE Of RIPRAP SO�POf p EL. 27.0' Yo i 1 I EXIST. GROUND LINE (VARIES IN ELEVATION) BATTER PILE I L ZZ t 4V� 12. , p I I I I I i I I TYP. I 1 b ! I I TEST PILE TEST PILE SLOPE PROTECTION PIER 2 f PILE FOUNDATION LAYOUT PILE A. 90 % SUBMTTAL $ CITY OF RENTON 0 19 OEPARTMENT OF PUBLIC WORKS MAY CREEK BRIDGE ecPirfs -..,. FOUNDATION LAYOUT 3 o[9a[a BAK aw 10-07-94 8AKM S JJM E. one eoaa rya, .a avw� BY &-m arc ,rmow& s T, S9 ar, 10 I"x6' PREMOLDED JOINT i HATER/AL FULL LENGTH OF DETAIL FOR HINGE. fASTEN / I Vi x9Vi CONT. �¢ W/ 3' CONC. NAILS 0 SHEAR KEY ¢ ROADWAYa 1' 0' CTRS. MAX., 2 PLCS. 207 *4 TIES I 0 200 *5 C----) EDGE OF ABUTMENT WALL i EDGE OF ABUTMENT WALL *4 7i£5 I' 0' 43' 9' 1 -0" o CIO PILE PILE \ 7 SPA 0 6'-0' 42'-0' � 1'-IOYa' o x �' / IO I *6 0 12' BATTER PILE, I $ a * z TIE EACH END J TYP, " e $ J 3 OF LAP SPLICE HINGE DETAIL _ I o0 *7 i N O �A MACK ONT �0. I I M m 0.�0 �W/ WIRE �� `� C�Ji v ----- ----- ---- ----- �- \11 _.--- --- SEAT 180' BEND 4.5 io pf W/ STD. HOOK -—-— _ — — T; — — r — T — — T — — —-—-—- 12� ID0 *7 " IN. 6 *6 BARS IN PILE, ip o� {I eel �I CLR. EMBED 15" INTG FOOTING E i !0! *6 0 12" "I 44Y.-" CLR. - �J FACEEXTE PROVIDE PR�NDET*4 HOOPS OO BOTTOM F3' CTRS. i 55 TON CONC. PILE. TYP. 4h' CL R. MI FOR TOP 4'-0' OF PILE E 0 9' I 46 /0l *6 TOP E BOT 0 /'-0- = 45'-0' 0 PIER 1 CTRS. FOR THE REMAINDER - TIE BAR DETAIL --- Io2 *8 HINGE BARS NOTE: . ADJUST SPACING OF QlO1 *6 TO ACCOMMODATE PLAN AT TOP OF FOOTING EXTENDED PILE REINFORCEMENT AS NECESSARY. -SECTION p L / C7 PIER 1 SHOWN PIER 2 SIMILAR _ PIER 2 SIMILAR 5' 0' 32'-0' S' 0' IOYa' TYP I0f4' TYP'1 5' 0'22 3" CL3' CLR 39 4 R ' ' II 3' CLR-, 39 422 0*5 PAV'T. TIES 0 /' 0" 38' 0' Y3" CLR I 42J ACCO PAV'T. SEAT ROADWAY I 2 40 0*5 2 422 0*5 t CUT TO ACCOMODATE /8' CASING PAV'I. T1ES PAV'T. TIES r ROADWAY 1421 V*5, PAV'T. SEAT POST TENSIONING BACK Of PAV'T. SEAT I A CUT ACCOMMODATE 18' CASING TENDONS E EEL 32. IO $5 f I , BACK Of PAV'T. SEAT ! ANCHORAGES ROfILf GRADE I POST TENSIONING O.OI'/FT—I _ 0.O!'/fT EL j/.�GRADf 0.02'/FT 0.02'/fT i TENDONS E 2 EO. SPA. _ - _ ------ 0.0!'/fT� 0.02'/fT I ANCHORAGES 207 *4 �—�Tl£S 1 ---- ---- ---- --- ------ _ __ - _ ---- ` 0.02-/FI `0�01'/F __ _ 2 EO. SPA. 0 EVERY 203 *7-� _ ------- ---- ---- *4 C—�TJES " - - --- -------- I• 0 EVERY 253 *7 YT I I i 2'-0" MIN. LAP E /B" 0.D. CASING 18' 0.D. CASING 1 4' 'C { ALTERNATE LAPS AT FOR 12'0 WATERLINE FOR 12" WATERLINE 2'-0' MIN. LAP f - 4 *11 F.F. • z CONTRACTORS OPTION. ALTERNATE LAPS AT o _ TYP. I I CUT J 252 *7 N.F. CONTRACTORS OPTION, s z ` 254 Q*1! 205 0*// F.F. ;D CUT 1 202 *7 N.F. O TYP. - { { m B { j f 1 203 *7 f.f. TO f ! *7 F.F. TO 255 0*// F.F. 205 *ll f.F. o ,� _ i ACCOMMODATE /8' 4" w �'® 25 F.F. i ACCOMMODATE /8' CASING CASING { I p —o a I f I I EL. 9.0' 4 SPA. 06' *4 C— 4 SPA 0 6' EVERY PAJ R !02 *8 3' CLR. I 16 SPA. 0 2'-0' = 32'-0' I I 256 *4 C—J T i ES 3' CLR, I 16 SPA 0 2' 0' 32' 0" 1' 4Yz' l , 0 EVERY PAIR !02 #8 I l02 *8 HINGE BAR f.f.. TYP. I 28 /02 *8 HINGE BARS 0 I'-6' E.F. 1 102 *8 HINGE BARS E.F., TYP. ! 4/?• 28 /02 *8 h'INGE BARS 0 I' 6" E.F. 41r' CL R. 35 202 *7 1 0 V-0- N.F. 4V.-" CLR, 35 252 *7 1 0 I'-0 N.F. 3 SPA 0 /'-6' 18 203 *7 0 2'-0' F.F. 18 253 *7 0 2'-0" F.F. 3 SPA 0 !'-6' 3 202 *7 1 N.F.. TYP. ELEVATION 3 252 *7 1 N.F.. TYP. .3 3 *7 F.F., TYP. L3 53 *7 F.F., TYP. ELEVATION P/ER l PIER 2 NOTE: I. ABUTMENT WALLS AT PIERS / f 2 SHALL BE A. A,q� STABILIZED UNTIL SLAB IS PLACED AND ° 0 �� Q�Q SUBMITTAL POST-TENSIONED. �„�� 4 CITY OF RENTON •s CI STEa�O ✓ ��"�"O DEPARTMENT OF PUBLIC WORKS 14EYAL� .0.a MAY CREEK BRIDGE o ExPI RES 1/I�/ PIER DETAJLS �. argue BAK DATE, �C-0'-°4 FLE INN/ 8 AK Fluo DOOr, PAN. ,a uvmDn e. Arr+e arc ArrgrEO gam,, 64 OF, 10 SEE PIER SHEET BACK OF BACK Of PAVEMENT SEAT FOR PAVEMENT PAVEMENT SEAT i F I01-0' f � BARRIER LINE SEAT DETAILS � FACE Of WALL 4 WI -5 f W2 04 CURB TIES 1 4' r`{ SEE BARRIER SHEET VARIES 14 SPA. 0 8" - 9'-4' 3!J •6 E.F. FOR DETAILS 310 +5 F.F. E QD•4 N.F. 1 ®w7 E.F. wl �5 CURB TIES •6 —� i W2 •4 CURB TIES I ! SEE PIER SHEET TOP Of SIDEWALK FOR REINF. IN OPEN JOINT 2 309 •7x2O' 0' BETWEEN BARRIERS • lR1ZW ABUT. TOP OF ROADWAY L— I ROUGHENED SURFACE ± I TIES NOT SHOWN) 2 3/3 16 l h EL. "0' NORMAL I EL. _ 1___- L.I o!=v 307 r7 ---'TOP OF ROADW - _ Ay— TOP OF ROADWAY AT BARRIER LINE �— ` y N+�a, �1 3/2 +►6 AT 8ARRIER LINE 310 •5 I a � I• (� � I I I I 300 w7 � — GROUND L/NE \ I I o ;4 301 #4 \ 2 "r �'�W 1'-9- FILLET £c. �� I AT FACE OF WALL o VERTICAL CONSTR. JT. NOTE: WONW/ SHEAR KEYS 308 .5 i I 30/ +4 N.F. le y I. CONCRETE FOR W/NGWALLS I 3/I s4 SHALL NOT BE PLACED UNTIL ti THE POST TENSIONING IS \ 2 00 ►7 -_7 310 •5 COMPLETED IN ORDER TOPROVI \ I I > 3' 0' O7i O JACKIN TO THED£TENDONSG CLEARANCE ± I I 6 SPA. 0 AST. 7' TOP Of FOOTING SECTION rt3 EL. Is, 1 307 17 —�F.F. — CONC. CLASS 4000 FOR W/NGWAL L + 308 #5 N.F. SEE PIER SHEET FOR HINGE DETAIL � .F-'-�.�. 9 SPA. 0 6" BARRIER 5' 0' SIDEWALK 5'-0` SIDEWALK EL. 21.00' i 305 17 —)f.F. CONC. CLASS 4000 I CONC. CLASS 4000 4-8 nl 306 •5 N.F. i �i NV*5 I-1 0 /'-0" E 4-e /' 6" )' I +4 I 1� A 2 EQ. SPA. Y2" PREMOLDED I 0 1'-6' SECTION A AIW/NGWALLS ! I �4x24'-8. I 3-m CONDUITS I 3O2 NT FILLER *4��N.F. I I ®+►4x24' 8" NOTE: �0.0/'/FTC I O •�� `O.0l'/FT I I PILES NOT SHOWN. J `0.02'/fT 0.02'✓FTC WALL ELEVATIONS •7x2,' B" W I NGWAL L ELEVATION POINT LOCATION 0 R S T ` 6 o APPROACH SLAB i RE/NF. NOT SHOWN l ppqq 1_ p_, �#4 0 I'-0' PIER 1 31,BI 31.68 24, l8 28.63 �4 a V— 6 CRUSHED SURFACING I'-0" 2'-0' TOP COURSE, 0,2' MIN. PIER 2 30.75 30.88 23.3E 27.89 0 O' APPROACH SLAB COMPACTED DEPTH REINF. NOT SHOWN—, GRAVEL BASE BACK Of PAVEMENT SEAT 18" O.D. CASING PIPE DE COMPACT S A PTHOF6' 0 95% OF MAXIMUM W I NGWAL L OUTS I DE ELEVATION A 25'-0' DENSITY S4 MODIFIED APPROACH SLAB i SEE CASING PIPE 0' 0" WlNGW 3' 0" SECTION C EXPANSION JOINT BACK OF 9' SPLICE DETAIL — PAV'T SEAT 16, 0.D. CASING PIPE 7'-0' CONDUIT EXPANSION SHALL EXTEND NO � 18" O.D. CASING PIPE 1 SE POLYSTYRENE LONG SLEEVED FITTING BKEAOFRPAV'T SEAT PRIOR TOP OF BARRIER 5/DfWALKO ENDS 0 WEST NOTE: AROUND CONDUIT APPROACH SLAB TO JACKING OF TENDONS I SIDEWALK —I FOR DETAILS OF BRIDGE APPROACH SLAB NOT SHOWN, ———— SEE STANDARD PLAN A-2. — ----- ----- \ `� 2. ADDITIONAL REINFORCING SHOWN, SIDEWALK CONCRETE. ----- - —3- - — —Q /8" 0.D. I CRUSHED SURFACING TOP COURSE, f GRAVEL BASE SHALL BE ,e _---------__ ---- -- _ __-„ \ CASING PIPE =y --------------------- - INCLUDED IN APPROACH SLAB OUANT/TIES. --- -------- ——— — l" CONDUIT EXPANSION BRIDGE APPROACH SLAB ANCHORS 5- 3"O RIGID GALV. JOINT IN FITTING - TYPE 2 PER STD. PLAN A-2. ALTERNATE STEEL CONDUITS 0 A• iq CONDUIT BONDING JUMPER CASING PIPE SLAB ANCHORS WITH POST- EAST SIDEWALK. �o4�cf ""s+i a 90 % SUBMITTAL TENSIONING ANCHORAGES. STUB OUT f CAP ENDS. CONDUIT EXPANSION CASING PIPE ELEVATION AT CITY OF RE NT ON - FITTING - TYPE 2 SPLICE DETAIL � APPROACH SLAB A�Sf�r 0NAL siEaE'���`� K B �W DEPARTMENT OF PUBLIC WORKS S� � ® ,�.,o MAY CREEK BRIDGE [EXPMES 41141 WING WALL DETAILS CONDUIT FITTING - O-Z TYPE AX OR EQUAL FOR MOVEMENT OF 2' MAX. oEsoEw JJM hKu °'t` ,o oT oti Fes. PIER 2 SHOWN WA O[tJt[O JJM LE, FIELD BDO[U PMG b rdwam BY AFFFL DATE APPWWO SIEE 7, S5 Of, 10 ■ i I I lor i ' l 62'-0" BACK TO BACK Of PAVEUENT SEATSSym 1C' CLEA R ABWT 3'-0'; — 57 407W*5F—iTOP 0 !'-0" CLE 56'-0" 3'-0" I I � ¢ AR SPAN I j j I ,n v u i _jo *6 SPA. TO N W _ = ACCONUODAT£ S3 f S4 j n _ i �8 9 Ids I SfE SHT 58. TRAFFIC BARRIER fv� �io3 .�v� Uap3 I I 2 U30 I 2 ---'— —�— ro sPAc£s a 5.7 • 57•-0• n�q •-- -W—-- ——mow--- W W- 1Y— 4---W---W iV-- — W YW�• — -- — — = o b— tz, I+ — - — —— — — — ---- - - -- — I— — __� CAMBER D I AGRAM I I •r j � ' i ! i 4 L;_I DIAGRAM SHOWS DEAD LOAD - PRESTRESS CAUSER ONLY. NI NI NI O I CAMBER SHOULD BE MODIFIED BY THE AMOUNT OF N O A O NI h A V F' TAKE-UP ANTICIPATED IN THE FALSEWORK �` Li TOP REINF. STEEL I,i l LI i I i I 2 o" MIN. LAP I N h ; ; II "Iee LLJ I rn m l o T—OW/ *6 SEE SAT.57 ti ¢ v > v I i I L Lr A_ i 3 I FOR SLAB 2 �i Q 2IC jN I — I I DETAILS HIV IN THIS AREA �IQ N I �906 *6 OR 3' IO' \ 254 *I i OR 21 40J�5 r 40I *B MIN. LAP I T� 402 *8 vlp 4O4 *4 l0P CORNER BAR W/ *8 mi O rIW 0 3' £A SIDE OF 2 _ C4V-1l 0 PIER I E • -r--s- s 54 v/! 0 PIER 2 --- —-OD 1 BOT. REINF. STEEL gI� OR 41205 PAV'T. SEAT TIE _ -_ '_--------- - --------------- - 1------- - I -- -----— — — — — — — — — — — — — — — — — --„r-- ----------- 403 *5 1 1 V2T-2 + 2 2 7 O — — ----- —----- — -- ---- + 402 *8 — — — — — — -—-—-—-—-— I— — — — — — — — —�+- �• 250 *5 c at l q j I CONSTR. Jr. O i I i -4 TIES ISEE TIE DETAIL SHT.S47 D p I NOTE: nI POST TENSION ANCHOR DETAILS I ! NCT SHOWN FOR CLARITY. -G- — 57 403 *5 I—J SOT. 0 I'-0" 56' 0' — 3'-0" --- '1 TRAFFIC BARRIER JOINT SPA - 6 SPA. 0 8' 0' 48-0'� — 8J ,S3 V*5 0 9" E 42 54 *9 0 !'-6" AT EACH BARRIER SECTION IT / ! eN A _ N PIER / SIMILAR ROADWAY SLAB PLAN �a �o Y CURB - d LINE1 rl 0 3' CLR. 42 LB7)V*4 e I'-6" - 6;'-6" 3' CLR. p rn _71 - 2 `�WA "0 90 % SUBMTTAL a of ^ q !O I 6 AI �¢ ~w" CITY DEP RT ENT O EC OF PUBLIC' B WORKS -- ----- ---- -- -- --- - — MAY CREEK 8RIDGE — ROADWAY SLAB PLAN M; SIDEWALK PLAN ©AK OATEN 0 C7-94 ME 11M. 9AKN osam JJN KALE. rcLG 0001, N.OE, , vom tT APPR DATE APMWK& !. 91EEh SO OF. 10 BACK f SPAN POST TENSION NOTES PAVEMENT PIER I PIER 2 SEAT BACK OF X-C I BACK OF 1. THE CONCRETE IN SUPERSTRUCTURE PAVEMENT SEAT PAVEMENT SEAT SHALL BE CLASS 5000 MIX, Fc' = 8• ��7 4/3 �4 r10 4• 2'-0- 5000 PSI. THE MINIMUM COMPRESSIVE 28'-6' ,2'-6' ST, ENGTH OF THE CAST-LN-PLACE PARABOLIC SOFFIT: y=0.00123/x? FT PARABOLIC SOFFIT: y-0.00123lx2 FT CONCRETE AT THE TIME OF POST I 407 *5 --) p 1' 0' TENSIONING SHALL BE 4000 PSI. 5' 7' 5' 2' 1' /10 POINTS CLEAR SPAN 5 0 5.7' = 28.5' _— _ F404�4 TOP 2• DESIGN 15 BASED ON A FRICTION ! VERTICAL DISTANCE CURVATURE COEFFICIENT, U = 0.25. x I i I CORNER BAR A FRICriON WOBBLE COEFFICIENT, o FROM SLAB SOFFIT Q ; I 17 407 s5 —0 4"Y2' 0' TO C.G. Of P. FORCE 254 -II 255 sII ; K 0.0 2, AND A MAXIMUM ANCHOR = I I SET Of V LONG-TERM LOSSES 2 C.G. OF PRESTRESSING FORCE ® 4l2 s5 PAV'T AFTER ANCHOR SET ARE ESTIMATED ! 405�s6, 406�s6 OR 405 s6 SEAT TIE TO BE 33.30 KS/. hg Z7 257 s4 TIES a� 10' J. DESIGN 1S BASED ON 20 4-S1RAH0 _ �+ 11 mi 407 s5 ; 1 (SFE TIE DETAIL( 4ll •5 1 O� D1A�NSfEN�W�Rf�ELOWORE�AXAT�OH — — — ' L� srlr.s4J STRANDS. EACH STRAND SHALL BE TO A JACKING FORCE OF ,Q --,.----------------- ------ — • 43.5 KIPS. STRESSED N / j 4. TENDONS SHALL BE STRESSED BY ONE ND JACKING OF ALTERNATE STRANDS J6 n 4 40l *8 I FROM EACH END Of THE BRIDGE. x k I ' 410 s4 SLAB TIES. TYP. 5 (TYP• I JACKING SEQUENCE SHALL BE SYMMETRIC 413 s4 til j O — N, ABOUT THE CENTERLINE OF ROADWAY. L o op `� vdl� 403 s5 —J I 402 s8—l I I 5. THE CONTRACTOR SHALL SUBMIT THE N o I • — NOTE: STRESSING SEQUENCE. ELONGATION CONSTR. I� 0' 0' 0' 0"__� O CALCULATIONS. ANCHOR SET, AND FORCE i. TOP STEEL SHOWN. h� jY3 OAA JOINT ti'o �`— / ��� AFTER ANCHOR SET TO THE ENGINEER FOR o TYP. I O / O� -; APPROVAL. THE FORCE SHALL BE SHOWN 252 s7 / \ 254 Xi! FOR THE JACKING END, DEAD END AND THE CENTER OF THE TENDON. NOTE: 255 #I i 6. THE TENDON DUCTS SHALL HAVE A PLAN AT INTERIOR TENDON ANCHORAGE 2 -) s5'--� \ MAXIMUM HEIGHT OF / INCH AND AREA 253 *7 SLAB SOFFITS ARE PARABOLIC. HORIZONTAL OFFSETS ^x' OR AT LEAST TWICE THE NET AREA OF THE EXTERIOR TENDON ANCHORAGES SIMILAR v ARE MEASURED FROM THE C OF THE SPAN ALONG LINES 4 PRESTRESSING STRANDS ARE -� PARALLEL TO THE (t Of ROADWAY. VERTICAL OFFSETS ^y' 1 of �OPSOFE�Hf��AB. LIN£ PARALLEL TO AND 2' 0` BELOW B 7. TENDONS SHALL BE GROUTED. I S4 �/ U / o TERMINATE *6 AS 2'_9 /'-9' 405 'V v REQUIRED TO ACCOMMODATE 407�>5 s'-o• POST TENSION DETAILS SHOWN REINF. STEEL SHOWN POST TENSIONING ANCHORAGES SYMM. ABOUT � SPAN PIER / REINF- SIMILAR LONGITUDINAL SECTION AT ROADWAY 111 ws5 _4__ i PIT TENDON 400 OR 402 s8 5' 0` 32' 0' 5'-0' 1dh' 4/2W;5 Z'. f ! ( j TYP PAVEMENT SEAT - PIGMENTED ! SEAL ER, TYP. i 1, � 8' 4 SPA 0 1'-4' � �c 0 ROADWAY 9' = 3' 0` PEDESTRIAN RA/LING 40 s5 (_—J 40 s6 _ j I CONSTR. JT I I Vs T 254 sll , 1 �Qs 1 I 53�•5 "TEN v I O 40 +►6 v NOTE: -- 407 Ws5s4 1. WALL RE/NfORCEMfNT 0.OI'/FTN07 SHOWN FOR CL ARITY. 0.02'/FT ° o o ELEVATION AT I TENDON —�——— EMBEDDED 5 - 3'm c o a o 07io iiii-Tuff—e -iiiw-sw-- — • RIGID GALV. STEEL —L JI CONDUITS 0 EAST o• It--_.o• o tot. yob f o -L�-�� "' i I SIDEWALK POST TENSION ANCHORAGE DETAILS 18' 0.D. CASING 401 s8 NOTE: �F7 REINFORCING CAGE SPIRALS AT TENDON ANCHORAGE FOR T SIDE WATERLINE I O O s (TO BE PROVIDED BY POST TENSIONING SUPPLIER) (WEST SIDE ONLY) it 4/0 G+aS SLAB TIES 4O2 8 — 40 *5 NOT SHOWN FOR CLARITY. 0 ABT. 4'-0' (SPA. TO AVOID EXTERIOR PIT TENDONS) "u "Fti 90 % SUBMTTAL 4 HALF SECTION AT MlDSPAN HALF SECTION NEAR PIER 2 CITY OF RENTON p HF� ��p401 B QEpgRTMENT of PueL I WORKS SS7ava� E`� MAY CREEX BRIDt g ROADWAY SLAB SECTION LKPlFtES 4,141 sus DETAILS asom BAK wrt. 10-07-94 r•t , AKM ac AIIM Rxt, rtin soap .�, sr •ppti wtt avrsarca .. sctr, S7 ar, 10 -—f83i•� MIN. SPLICE i ----- --� � � CURB LINE I STD. DATE NJMERALS - J (NO PATE PANEL)ON RIGHT 1 OF APPROACHING TRAFFIC. - -- - - ------------ - - ----------------------- - - I TOP OF SIDEWALK—\ I 4� SIDEWALK JOINTS W/ %' PREMOLDED JOINT FILLER 6 24'-0' MAX. SPACING. ALIGN WITH DUMMY JOINTS ON BARRIER. MODIFIED TRAFFIC BARRIER TYPICAL DUMMY JOINTS ON BRIDGE END VIEW END SECTION /0'-0" ;� SHALL BE SFACFD o B O'MAX. EXPANSION JT. �I ISEE ROADWAY SLAB PLAN,SHT.S6 PLAN - TRAFFIC BARRIER _ BAfiPiER CONTINUOUS BETWEEN EXPANSION �CiNTS. CONSTRUCTION JOINTS WITH SHEAR KEYS ARE PERMISSIBLE AT DUMMY JOINT LOCATIONS. FORM JOINTS BETWEEN DUMMY JOINTS SHALL NOT BE PERMITTED. OMIT DUMMY JOINT --J ON THIS FACE 3/'RADIUS 2 � 6'/1'� 1 T_ --� L)UMMY JOINTS 5'-0" CLASS r '/+ DUMMY NORMAL TO GRADE 1 II t [B51•5 0 9' REPLACES I CONCRETE CLASS 4000 JOINT I FOR BP RA1L ANCHORAGE 911a -- --- ! [B/1R5 E 1821#5 BARS SEE SHEET S9 �'!' CHAMFER (TYP) II SECTION B VIEW A W/ �I VERTICAL [841*6 CONTINUOUS ALL CHAMFERS 3/+'. 3' 7' MIN. SPLICE SECTOV 2-2 --L [B6] 4 IS3105 0 9 L?/�•RADIUS i \ i fS41+�4 0 /'-6" SLIPFORM L r I [B72V'4 o r s' r2 TRAFFIC BARRIER AT END OF WlNGWALL TRAFFIC BARRIER [B31s4 CONTINUOUS ON BRIDGE USE 'EDGER , I W/2'-0" MIN. SPLICE 4'-6'MIN.-6`9 MAX. DATE NUMERALS ALT ERNAT E (INSIDE FACET I! _ 0.01'/fT CB11#5 0 9" -- 3•-Jry SEE TYPICAL SECTION TRAFf IC �S SEE STD.PLAN E/ EXPANSION JOINT BARRIER FOR ADDITIONAL DETAILS TOP S LAB CONSTRUCTION JT. WITH O O ROUGHENED SURFACE 1/' I (LE✓EL TRANS✓.1 } I CLR. I [83184 FORMED DECK EDGE ----- DATE NUMERALS 5-3'0 RIGID GALV. ' STEEL CONDUIT, IOW SEES SHEENfS7 i { I I Ifi I r I EAST SIDEWALK ONLY J i I 'I �- - I o I I FORMED BARRIER EDGE GROUND iIl i a" ' = I TOP OF TRAFFIC BARRIER BAR LIST LINE a _ __ __ __ __ I __ _- __ _ _ _ __ SIDEWALK I ALL REINFORCING SHALL BE AASHTO M 31,GR.6G. -- --r - - TOP OF BENDING DIAGRAM ; TYPICAL SECTION - i II — sLas MARK SIZE LFNCTH (ALL DrMEusroNs ARE OUT To oc[r1 TRAFFIC BARRIER B/ 5 (a) 4 9 T x M/N. HEIGHT. TRAFFIC BARRIER HEIGHT NAY 'VARr IF REQUIRED TO PROVIDE B2 4 3'-7, 1 STR- SMOOTH PROFILE. TRAFFIC BARRIER E SIDEWALK SHOWN AT EAST SIDE OF ROADWAY. [621+4 E CW21e'4 OR IS4)#4 - SPA 0 1' 6" MAX. B3 4 !oJ STR. �1 �I+ TRAFFIC BARRIER F SIDEWALK ON WEST SIDE SIMILAR. A?' CB11R5 E [WI1R5 OR IS31#5 - SPA. 0 9" MAX. 84 6 (o) STR. �r---1 Qf 65" �2 0 [B71 i— { B5 5 (aJ T ARti 90 % SUBMITTAL CONNECTION FOR THRI£ BEAM GUARDRAIL TERMINAL FOR [S] & [WI BAR BENDS 1 { i �E� "�S \(a DESIGN F. FAR SIDE (WHERE SHOWN ON LAYOUT). B6 4 I (a) { STR. AND SIZES 1l ti g�I PROVIDE 5- �'m RICHMOND .ROCKET, BURKE HI 7ENS1Lf, iANCASTER MALLEABLE INSERTS OR APPROVED 87 4 5'4 SEE BRIDGE BARLIST CITY OF RENTON EQUAL EPDXY COATED IBl1 p�QfQ IS TEq`��` • DEPARTMENT OF PUBLIC WORKS (a)DETERMINE FROM PLANS SSTa'AL� MAY CREEK BPoDGE OUTSIDE ELEVATION - 'EVIMS TRAMC BARER END OF TRAFFIC BARRIER BEiBrtA EWT wm 10-C7-94 RE w1E. S61L6 f40 mom MBE, +a A[Mie� e. ,nw. BATE Am.. :. SKET, S8 OF, 10 �t I BALUSTER f BOLT SPACINGS S,"N NOTES ANCHOR BOLTS ARE MAXIMUM ALLOWABLE. VARY /S OR ADHESIVE NECESSARY ADJACENT TO BRIDGE PIPE RAILING. PIPE RAILING SPLICES, COVER PLATES AND �� 0 2 THIS COVER PLATE SECTION EXPANSION JOINT E BOTTOM EXTRUDED CHANNELS SHALL BE BENT TO THE HORIZONTAL )ANCHORS XPANSION JOINTS. ' / ¢ CURVE WHERE THE RADIUS OF CURVATURE IS LESS THAN 200 y �J SHALL BE SNAPPED INTO DUMMY JOINT 6" Q' / �__ 10'-0' END SECTION ON WING WALL. I TYPICAL INTERIOR SECrics a'-0' FEET. ' POSITION AFTER 2"m STD. — 2` 1Ye PIPE HAS BEEN WELDED TO 5' 6' ,YIN. 9'-6` MAX. ADJACENT TO BRIDGE EXP. JOINTS) 80T70Y EXTRUDED CHANNEL I q• / SHOP DRAWINGS OF RAILING 5HALL BE SUBMITTED FOR APPROVAi BALUSTER SPA, 0 BALUSTER SPACING // SPA 0 8' • 7'-4' 4'I SHOWING COMPLETE DIMENSIONS AND DETAILS OF FABRICATION 1 i .y. __LL 1 - AND INCLUDING AN ERECTION DIAGRAM. MATERIAL BEING USED 2� BALUSTER PERMISSIBLE JOINT 8' MAX. (DIVIDED SMALL BE SPECIFIED IN THE SHOP DRAWINGS. I I i IN TOP RAIL j EQUALLY) t 2' i BOLT SPA- 8" B' BOLT SPACING 5 SPA 0 1'-4'•6' 8" 8. 1 ALL ALUMINUM PARTS SHALL BE GIVEN A CLEAR ANODIC COATING BEND BEFORE --- ___-__ _____ _. SEE ALL 2Ya'� 5T0. —"1 AT LEAST 0.0006' THICK, AND SHALL BE SEALED TO MEET THE 5' I PIPE RA/LLING ANODIZING I I' 4' MAX. I I ANCHOR BOLTS OR A I I DETAIL•, SEE 'DETAIL D' I I I I THIS SHEET REQUIREMENTS OF ASTM B /36 AND SHALL HAVE UNIFORM FINISH. iADHESIVE ANCHORS i Q ANCHOR PIPE RAILING, PIPE RAILING SPLICES, COVER PLATES AND BOTTOM EXTRUDED CHANNELS MAY BE HEATED TO NOT MORE THAN i'� DRAIN HOLE. _ I BOLTS I I 400'f FOR A PERIOD NOT TO EXCEED 30 MIN, TO COVER _ ER PLATE SHALL LOCATE 2 BOTTOM �fe 6- 1 0l BE SNAPPED INTO FACILITATE FORMING OR BENDING. EXTRUDED CHANNEL L-2•0 STO. PIPE POSITION AFTER I R•7/5' I I CUTTING SHALL E7£ DONE BY SAWING OR MILLING AND ALL CUTS k ALUM. C WELDED BOTTOM EXTRUDED I 2' L-- 1 � SHALL BE TRUE AND SMOOTH. fLAAIf CUTTING WILL NOT BE 70 END OF CHANNEL CHANNEL HAS BEEN PERMITTED. (WELD BEFORE ANODIZING) END DETAIL BOLTED INTO PLACE. PIPE ROLLING, PIPE BALUSTERS, PIPE ROLLING SPLICES CHANNELS SHALL BE , COVER 1 NORMAL TO GRADE I WRAPPED TO PLATES AND INSURE SURFACE PROT TTOM ECTION TECTION DURING HANDLING AND7 1-255"O STD. PIPE I 1LY TYP.1 1 � r TO GRADE TRaNTRANSPORTATIONrG THE JOB SITE. ' RAD. AT RAILING —COVER PLATE L PARALLEL I/32 I I (TYP / I WELDING OF ALUMINUM SHALL BE IN ACCORDANCE WITH SECTION 5 ti TOP f SiDfS EXCEPT AT " SEE 'END DETAIL- I Ye DRAIN HOLE Of THE LATEST AASHTO STANDARD SPEC1fICAT/0NS FUR V ALUM. C I STRUCTURAL SUPPORTS FOR HIGHWAY SIGNS, LUMINAIRES AND FULL WIDTH OF �- I TRAFFIC SIGNALS. EXTRUDED BASE. — TOP OF EXIST. SIDEWALK —BOT. EXTRUDED I / OR ROADWAY SLAB CHANNEL lyl STD. PIPE RAILING ELEVATION 2' STD. PIPE RAILING B PIPE w-T-- _-�_TOP OF CONC. EXPANSION NOTE:` SPLICE. DRILL r9 hGIE FOR V DRIVE PIN �I BALUSTER ¢� \ / TRAFFIC BARB/ER f JOINT "E' DIMENSION EQUALS MAX. OPENING 6` 6' •E• (S IOCAT/ON SHOWN. £t NOTE) OR CLOSING OF CONC. RAIL BASE AT I COVER PLATE SHALL BE POLYURETHANE OR SILICONE I EXPANSION JOINTS. - - - - - - - FOR EXP. ROLL SPL, h' 'E-'I I / CUT SOT. TO CLEAR SNAPPED INTO POSITION SEALANT. COLOR TO MATCH FOR rYP. RAIL SPL VV t C~ I VO BALUSTERS. AFTER BOTTOM EXTRUDED ALUMINIUM RAILING. i I 1 V DRIVE PINS CHANNEL HAS BEEN BOLTED B i I BREAK EDGE 1 \� INTO PLACE. DETAIL D I 'As' X 4 5- N TOP OF CONC. DRAIN HOLES ______________ -------------------------------- ALUM. C % X I X O'-I*l r wF'C BARRIER NOT SHOWN (2 REO'D. PER P/PE (TYP.1 '/e I RAILING SPL ICE.) i SECTION A `------ -------- ------- -)- ------------- #i' STD. PIPE BALUSTER ----r_� ________ ----_____---- 1_ t BASE f BALUSTER F ., - - y,• I iv' MIN. `-EXPANDED BALUSTERS I L I i TYP. EACH END INTO RAIL TO flr PAILING f RAI LISTER V -f I ^ BALUSTER FOR ALL ANCHOR BOLTS OR TIGHT, (TYP.1 SECTION p i I DRIVE PIN J RAIL SECTIONS. ADHESIVE ANCHORS C ANCHOR BOLTS i -DRILL 1%"m HOLE THROUGH IBJRR THREAD AFTER HORS OR ADHESIVE ANC COVER PLATE AT EA. BALUSTER. INSTALLING) 14" HOLE THROUGH _ COVER PLATE C COVER O (fYP, LOCATE ON OPPOSITE _ TOP OF TRAFFIC EA. BALUSTER) SIDE OF TRAFFIC. DRIVE TplN TIPS Typ) I f I;j 3/32' 1/32' RADIUS (TYP.) I BARRIER I PINS SHALL BE DRIVEN ( FLUSH WITH THE OUTSIDE AT WASHERS -7-BOTTOM EXTRUDED I 1 FACE Of THE RAILING. CHANNEL 1 } f4 MAX. (TYP.! ��::---^-------------- - - - ---- - ------- TOP Of TRAFFIC - � i BARRIER l a} TYP. I 14' TYP. EXCEPT AT Lxp. T. WO ROLE AT INTERIOR SECTION FILL 0.D. WASHER — _ OF & X 'AI SLOTTED HOLE (FOR E` (SEE NOTE) AS NECESSARY TO (TYP.'ADJUST TOP of RArc LONGITUDINAL ADJUSTMENT) AT GENERAL DETAIL TO A SMOOTH PROFILE I END SECTION ONLY. AND PLUMB RAILI7—A- F --VO ADHESIVE ANCHORS, MOLLY PART MATERIAL SPECIFICATION 6• EMBEDMENT -- � PARABOND, HILT) MIA XEL KEN GOLD i I i � �- Aq FOR ANCHOR BOLTS '� '------- + ` ;OF APPROVED EQUAL W/STD. NUT f Z. ! �' 9O OIQ SUBMTTAL 'r��-'- -*--- --- ASTM STD. WASHER OR $ X 7�" 2, PIPES i ASTM 8241 OR 8249 ALLOY 6061-T6 OR 6005-T5 SCHEDULE 40 (STD. PIPE) a (FOR ADHESIVE I }, ANCHORS USE ANCHOR BOLTS. -,I � � CITY OF R E N T O N ANCHOFG'S RECOM'D'N.1 ----— -Ytm X 7Y�' ANCHOR BOLTS EXTRUDED CHANNELS f COVER PLATES ASTM 822/ ALLOY 6061-T6 OR 6005-T5 I $ 4 `�� STEEL CYi' X 2 X 0' 3' gfelsrEa��� DEPARTMENT OF PUBLIC WORKS 9 W/STD. NUT f I' 0.D. WASHER. v WB TACK WELD 3 SIDES EA HEAD THREADED /0 N.C. IV LONG. ANCHOR BOLTS, NUTS f WASHERS AASHTO M164 (GALVANIZE /N ACCORDANCE WITH AASHTO SPECIFICATION M232 rSTONA� K "� MAY CREEK MDOE POLYURETHANE OR SILICONJ I .s.•a � (ALTERNATE TO VO ADHESIVE I + o SEALANT. COLOR TO MATCH SECT/ON (./� ,E)wiRES 4i14i—I PEDESTRAN SUNG ALUMINUM RAILING ANCHORS) 4 PLATES I AASHTO M 183 3 ANCHOR BOLTS SHALL BE I H - I atom& E NT DATE. J ^? 94 FILE r ,, g POSITIONED IN A JIG DURING WEL ING. I DRIVE PINS I ASTM A 276 TYPE 300 STAINLESS STEEL + AK J OCOfEA JJM SGIE. IiSD 8004 ►"Y. WWI" 6r AIM. 047E APPNDYF� L((T Ofi ? BENDING DIAGRAMS • S=BAR !S ,NCLUCED IN E°BAR IS 10 BE EPDXY COATED S-BAR ;S 'INCLUCED IN - -E=BAR IS TO BE EPDXY COATED - SUBSTRUCTURE GUANITIES SUBSTRUCTURE OUANITIES U V=BAR DIMENSIONS VARY BETWEEN I V=BAR DIMENSIONS VARY BETWEEN F=BAR TO BE FIELD WELDED F=BAR TO BE FIELD WELDED X1 y I Y Z DIMENSIONS SHOWN ON THIS LINE DIMENSIONS SHOWN ON THIS LINE TYPE 50 T=TIE OR STIRRUP AND THE FOLLOWING LINE I T=TIE OR STIRRUP - AND THE FOLLOWING LINE T -T 11 � TYPE 51 eiL TY_ PE 60 iell T7PE SI x �1 � x� I DIMENSIONS IOUT TO OUT) a >- / DIMENSIONS (OUT TO OUT) TYPE 52 1 1 p S a LENGTH WEIGH Yp w o v a LENGTH WEIGHT az LOCATION _ Zw w U W X Y 1 FI J7 <2 LOCATION zw 6 r� w U W X Y 2 FI F2 •,� u �+V s 4 i ° > FT IN FT IN FT IN FT IN F IN DE DE FT IN LOS TYPE 53 - Y $ FT IN FT IN FT IN fT IN f IN DE DE FT IN LBS I F^•I tjt �� j FOOTINGS - PIER ' 4 PIER 2 1 T 100iFOOTING, LONGIT TOP BOT 7 24��15550 S 115 3.0 1 1 45 3.0 2220 I 1 I I TYPE T IOI FOOTING. iRANSV TOP ( SOT 6 I2"t50 S •I 5 6.0 f 1 I 5 16.5520 102 1F00T ING, HINGE BARS j 8 120 90 S 1 5 11.5 + I PIER I ABUTMENT WALL lu I 200 ABUTMENT HORIZ NF 5 8 52 IS 143 3.0 44 5.0 371 , 1 TYP hu U u 201 ABUTMENT HORIZ FF 61 IS 52 S 1 43 3.0 I 1 44 7.0 1004 --�- + 1 + I I j i 1 w 2021ABUTAIENT VERT NF 7 10 69 S. V 2 i 1 3.0 9 I I.0 1 3,0 _ i 10•11.4 3,0 10 4.0 1 3.01 11 4.4 912 I I I \>' - --- X 202 ABUTMENT VERT NF CTR 71 169' S I 1' 11 3.0 10 4.0 1 3.0 11I 4.4 23j- 2031ABUTYENT VERT FF 7 24 0 S V 2 9 5.0 ! 9 5.0 204 ABUTMENT VERT FF 111 22 0 S E V 2 10 II.O 17 2.0 1 6.0 89 26 15.8 472 1 TYPE 66 10 6.0 1 7 2.0 1 1 6.0 89 26 10.8 3120 I I U �F I SPA 0 W sl xl 2(.0 ABUTMENT VERT FF CTR III l G I ,S E 1 10 6.0 1 JJ 2.0 j I 6.0 891 26 10.81 143 I I i 2051ABUTMEN. PERT FF I11, 31 80 1 IS £IV 4 101 2.0 ` 12I 2.0 I 1 6.0 99' 21 6.$1 ( I j I u TYPE 67 ~ 1 10 6.0 1 12 1 1.0 1 6.0 69 21 10.a 3926 206 1 ABUTMENT HORIZ TIES 4 300 51 T S V 60 1 0.0 I 6.0 1 2.0 1 8.0 31T I 207 IABUTNENT HORIZ TIES 1 14/ 51 T S v 48 I 3.0 I 9.0 • 1 1 6.0 � z 0.0 1so PIER 2 ABUTMENT HALL t • 2501ABUTMENT HORIZ NF 5 8 5? �S 1 43 3.0 I 44 5.0 371 1 , 'sl x xl Y FI F2 Z 2511ABUTMENT HORI7 FF 6 15 52 S 1 43 3.0 44 7.0 1004 I� r TYPE BO ~ TYPE 7 ,. 252 ABUTMENT VERT NF 7 40 69 5 V 2 I 4.0 9 1,0 1 3.0 10 1.8 -� � 1 1 4.0 9 6.06.7 847 I I1 �� � 252;ABUTMENT VERT NF CTR 17 69 Sl 11 4.0 9 6.0 I 3.0 IOI 6.7 22 1 I i I i u I U U 25311AallTMENT VERT FF i 7 24 0 S� 11 2 8 8.0 8 8.0 - j 9 1.0 9 1,0� 435 ' , + F F 254 ABUTMENT VERT FF 11 ?2 80 S E V 2 9 4.0 17 2.0 I 6.0 91 25 9.51, 10" I 2 9 9.0 7 2.0 6.0 91 26 2.5 3039 " TYPE 81 i i 254 ABUTMENT VERT FF CTR I11 180 S E 1 9 9.0 7 2.0 6.0 91 26 2.5 139 U IJS -4, YT PE 82---�`' 255ABUTMENT VERT FF It 31 80 S E V 4 9 5.0 12 2.0 1 6.0 91 20 10,5 I 9 9.0 12 2.0 + 6.0 91 21 2.5 1 3801 I ; , i I 1 Y�ST 2561ABUTMENT HORIZ TIES 1 4 300 51,T S V 60 1 0.0 I 6.0 I 2. 9.0 i 1 0 317 �- --- 2571ABUTMENT HORIZ TIES 4 1M 51 T S V 48 I 3.0 I 9.0 I 1 135 ° I 6.0 2 0.0 180 i WINGWALL BARS I ; } ! "0� 2W TYP 300 PIER VERT 17I 4 1801 iS 1 110 3.0 2 j 0.0 0' 3.0 831 12 0.6 i 9B I 1 i 300 PIER 2 VERT 7 4 0i 1 S I 9 6.0 2. 0.0 0 3.0 81I 111 3.4, 92 i j I ! 10" 135 ° 30r PIER I VERT 4 6 0 S 1 10 2.0 I 10 2.0 41' 301 PIER 2 VERT 4 6 0 S 1 9 5.0 9 5.0 38 I O 302 HORIZ STEM PIER 1 4 6 56 S V 2 1 3.0 2 4.0 I I I U 1 8,0 2 9.0 10 J 302 HORIZ STEM PIER 2 4 i 6 56 S IV 2 1 3.0 2 4,0 j 1 I 1 I 1 TYPE 83 I'.$" 0• 8" 1'_0"I 1 7.0 2 S. 10 305 01AG FF 7I 20 Sr S V 4 12 8.0 I7 6.0 I I T� 90 TYPE 12 10.0 I} 8.0 555 306 OIAC NF 5 20 0 S V 4 12 8.0 12 8.0 12 10.0 12 10.0 266 307 DIAG FF 7 28 51 is IV 4 11 6.0 12 4.0 j NOTES: 3 6.0 i 4 4.0 477 i 308 DIAG NF 51 28,so S v 1 11 6.0 11 6.0 I I 1, ALL REINFORCING BARS ON THIS SHEET SHALL BE AASHTO M-31, I 3 6.0 3 6.0 219 GRADE 60 UNLESS SHOWN OTHERWISE. 309 HORIZ TOP 7 8 50 S 1 20 0.0 20 0.0 327 ' 310 VERT FF 5 60 0 S V 4 2 3.0 2 3.0 2. REINFORCING FOR TRAFFIC BARRIERS SIDEWALKS NOT SHOWN IN 6 10.0 6 10.0 284 THIS BAR LIST. SEE TRAFFIC BARRIERSHEET. 311 VERT NF 4 60 0 S V 4 2 7.0 2 3.0 6 10.0 6 10.0 192 3. BEND FOR TRANSVERSE BARS DUE TO ROADWAY CROWN CONDITIONS HAVE 312lFILLET 6 44 52 S IV 4 6 0.0 7 4.0 NOT BEEN SHOWN. THESE BARS SHALL BE BENT AS REOUIRED TO 7 1.0 p a 5.0 520 I I CONFORM TO THE CONf1GURATION BF THE STRUCTURE. 313 JHORII BARRIER WALL 61 8 S I 9 9.0 9 9.0 117 I WI CLAte TIES 5 60I 0 S 1 4 0.0 4 O.OI 250 r2 CURB TIES 4 60 0 S 3 0.0 3 0.0 120 • + ROADWAY SLAB 400ILONGIT 00T 8 65 691 J 11 1 3.0 0 6.0 16 6.0 17 4.4{ 3013 40 ILONGIT BOT 8 65 50 I }6 0.0 1 36 0.0 6248 I 402:LONG IT BOT BI 65 69 1 I 3.0 0 9.5 16 6.0 17 4.6 3017 • 403 TRANSY 80T 5 ST 56 113 4,0 441 9.0 2660 404 TOP CORNER BARS 1I 92 65 E I 2 3.0 2 3.0 4 4.5 269 1 405 LONGIT TOP 6 96 0 E 31 9.0 31 901 4578 406 LONGI7 TOP 6 17 C E 1 32 0.0 32 0..0 817 4071TRANSV TOP 5 71 56 IE 1 43 4.0 44 9.0 3314 41015L A8 VERT ilES SET 1 4 11 5b ITI E I I 8.0 2 3.0 17 410 SLAB VERT TIES SET 2 1 22 T E 1 1 9.5 2 1.5 35 j t10 SLAB VERT TIES SEt 3 4 22 56 T E 1 2 2.0 2 9.0 40 �� ^' 49,y 411 PAVEMENT SEAT LONGIT BARS 5 4 50 E 112 0.0 42 0.0 175 I I ��'�, w 00 412 PAVEMENT AT TIE BARS 5 82 91 T E 4 10.0 4 (0.0 413 I I I 1 11 I 4 4,S P/7 ANCHORAGE VERT TIES 4 280 61 T E I 1 0.0 1 6.0 1 6.0 I 3 10.0 717 53 PEDESTRIAN BARRIER ON SLAB 5 166 1651 E I 0 9.0 2 3.0 2.10.6. 198 �q ue S4 PEDESTRIAN BARRIER ON SLAB 4 84 80 I 1 6.0 1 2. 0 3.0 96 2 6.6 143 e[''CISTEP`''��`� TSV0IVAL E 90 % SUBMTTAL EIP IIES 4/It/ STEEL REINFORCING BAR QUANTITIES NOT INCLUDED IN THIS BAR LIST CITY OF RENTON i H g TRAFFIC BARRIER � SIDEWALK (SUPERSTRUCTURE) DEPARTMENT OF Pu9�[c woaKe -IT MAY CREEK BRIDGE BAR LIST D omm BAR cam 10 O'-94 Fa[ AKM 3 JJM E' FELD 1A0Pf. PAC, m uw+ *All .PrwDVco- uA*,Si 0 a. 10 .zzl�g CITY OF RENTON PLANNING/BUILDING PUBLIC WORKS CITY OF MLE-NTONI MEMORANDUM Lngi,neering Dept:. 7h5 DATE: December 22, 1992 TO: Jack Crumley Jim Hanson Kay Shoudy Gregg Zimmerman FROM: qJJMel Wilson STAFF CONTACT: Jae Lee SUBJECT: Lake Washington Blvd. Bridge Replacement a May Creek Attached is the Project Proposal Circulation form and the draft Project Proposal for the subject project. Please review and comment on the draft Project Proposal and return to the project manager along with the circulation form. For those marked with an asterisk (*) please provide (on the returned circulation form) the name of the person you want to serve on the Project Interdisciplinary Team. If you have any questions please contact Jae Lee at x6218. Attachments 11MAI&V-12 l e PROTECT PROPOSAL CTRCULATION Project: Lk. Wash. Blvd. Bridge Replacement @ May Creek Date: Dec. 22, 1992 To: Copies: Dan Clements, Administration Services I * Lee Wheeler, Fire Chief 1 * Alan Wallis, Police Chief * Sam Chastain, Parks Administration 1 * Gregg Zimmerman, Utility Systems 1 * Jack Crumley, Maintenance Services 1 * Jim Hanson, Development Services 1 Kay Shoudy, Planning Technical Services 1 From: Jae Lee Telephone #: 277-6218 Project Manager Please review the attached draft "Project Proposal" and attend the meeting, set for Jan. 7 , 1993 at 11 -00 am in S,rh Flnnr Cn_nfP.renre Rnom to discuss your concerns and provide input. If you or a representative cannot attend this meeting please call and notify me before the meeting. Return comments to project manager by: January 8, 1993 Reviewer, please compete the following: See comments on proposal Reviewed by. Le—See comments attached Approved by: No comment Dept. or Division Head For those departments or divisions marked with an *, please provide below the name of the person You want to serve on the project design team. Interdisciplinary Team Member: �A /'� ��FNIyIN(rS x' 610S) cc: Lynn Gunmann LAKE WASHINGTON BLVD BRIDGE REPLACEMENT @ MAY CREEK DRAFT PROJECT PROPOSAL Planning/Building/Public Works Department Lynn Guttmann, Administrator Prepared by: Transportation Systems Division Mel Wilson, Director Harold Adams, Transportation Eng. Supervisor Jae Lee, Project Manager January 1993 LAKE WASHINGTON BLVD. BRIDGE REPLACEMENT TABLE OF CONTENTS PROJECT OBJECTIVE 1 PROJECT BACKGROUND 1 PROJECT DESCRIPTION A. Existing Conditions 1 B. Scope of Work 1 C. Design Elements 2 D. Special Design Considerations 2 E. Right of Way 2 F. Environmental Documents 2 G. Permits 3 H. Value Engineering 3 I. Preliminary Cost Estimate 3 J. Funding Sources 3 K. Project Schedule 3 INVOLVEMENT/PARTICIPATION A. Community 3 B. Agencies 3 C. Private Utilities 4 STAFFING A. Project Management 4 B. Design 4 C. Reviews 4 D. Interdisciplinary Team 4 MANAGEMENT CONCURRENCE AND COMMITMENT INTERDISCIPLINARY TEAM CONCURRENCE AND COMMITMENT APPENDIX A. Vicinity Map B. Location Map C. Existing Cross-Section D. Proposed Lk Wash Blvd Bike/Ped Improvement Cross-Section LAKE WASHINGTON BLVD. BRIDGE REPLACEMENT PROJECT OBJECTIVE The objectives of this project are: replacement of Lake Washington Boulevard Bridge at May Creek; to improve the bridge geometry and the earthquake loading capacity; and to provide wider structure for pedestrian and biker access. See "Vicinity and Location Maps" in the Appendix. PROJECT BACKGROUND The bridge was evaluated in 1991 as part of the State of Washington Inventory of Bridges and Structures (SWIBS) Program, which determines the structural integrity of bridges. The result of the most current inspection was that the Lake Washington Blvd. bridge is structurally deficient and, therefore, considered eligible for federal bridge replacement funding. After review by the WSDOT and FHWA C3R (closure, repair, rehabilitation, and replacement) team, they recommend and approved replacement of structure. The improvements proposed for this project address the above objectives. PROJECT DESCRIPTION A. Existing Conditions The existing bridge was constructed in 1951 and does not appear to have had any work done on it except to replace the railings, and add more asphalt when the concrete highway was overlaid with ACP. This bridge is a four span treated timber trestle. The overall length of the bridge is 60-feet and the overall width is 30-feet 10-inches which accommodates two lanes without shoulders and a sidewalk on the west side. The laminated timber deck has a six to seven inches thick overlay of asphalt concrete pavement. The substructure is badly deteriorated and was not designed for earthquake loading. See "Existing Cross- Section" in the Appendix. B. Scope of Work Replace the existing structure with a new structure designed for earthquake loading and to a width to accommodate motor vehicles, bikes and pedestrians. A type, size and location (TS&L) study will be done first to determine the type of structure to use, the structure length and width, the structure location within the right of way, and the project cost. After the TS&L Study the City will apply for funds to prepare the plans, specifications and estimate (PS&E) for the project. See "Proposed Lake Washington Boulevard Bike/Ped Improvement Cross-Section" in the Appendix. 1 C. Design Elements General design elements to accomplish the scope of work for this project include the following: 1. Existing bridge structure removals; 2. Type of super and sub-structures; 3. Approaches and alignment; 4. Channel and channel protection (riprap, slope protection, etc..); 5. Abutments or wingwalls (including footings and/or pilings); 6. Utilities adjustment; 7. Sidewalks and bike lanes; 8. Bridge rails and approach guardrails; 9. Load-carrying capacity and seismic adequacy; 10. Size of structure; 11. Wearing surface; and 12. Bridge drainage. D. Special Design Considerations This project will address the following special considerations: 1. Determination of detour routes for both vehicles and pedestrians; 2. Minimizing or avoiding impacts on May Creek. L F�"� ✓�•^ . ''a�""°� hy'4'w"cc C—Al f7 3. Determining adequate and safe pedestrian needs (one or both sides); 4. Determining needs to accommodate the Lake Washington Blvd Bike/Ped project. 5. Determining structure type, size and location; and 6. Determining structure cost. E. Right of Way None required F. Environmental Documents An Environmental Checklist will be prepared for this project and submitted to the Environmental Review Committee for determination of whether an Environmental Impact Statement will be required. 2 G. Permits A Planning/Building/Public Works Construction Permit and a Department of Fisheries Hydraulic Project Approval Permit may be required. Other permit requirements have yet to be identified. Preparation of the Environmental Checklist will offer the opportunity to identity potential permit needs early in the project development. H. Value Engineering Since the contract fee will be under one million dollars, no value engineering is proposed. I. Preliminary Cost Estimate The preliminary cost estimate for this project is estimated at this time to be $506,800 which breaks downs as follows: Pre-construction Engineering and Administration $ 68,900 Contract Fee $401,000 Construction Control and Administration $ 36,900 The TS&L Report will determine a more accurate cost for this structure project. J. Funding Sources The funding will come from the following sources: General Governmental Funds $101,360 Fed. Grants (HBRRP) $405,440 K. Project Schedule The current schedule calls for the following: Pre-construction: From lst Quarter '93 thru 2nd Quarter '94. Construction: 3rd Quarter '94 thru 1st Quarter '95. INVOLVEMENT/PARTICIPATION A. Community There will be one community meeting at the TS&L design phase where the community can ask questions and make input. B. Agencies WSDOT, Metro and Department of Fisheries will be i volved. J_ 4 vim' - 3 C. Private Utilities All affected private utilities, such as: Puget Power, U.S. West, Washington Natural Gas, etc., will be coordinated with during design. STAFFING A. Project Management The Project Manager will be Jae Lee from the Transportation Systems Division of the Planning /Building and Public Works Department. B. Design The design will be done by a consultant. C. Reviews The following formal reviews will be held: 1. TS&L Report. 2. 95% PS&E. D. Interdisciplinary Team Parks Department Fire Department Police Department Maintenance Division Utility Systems Division Development Planning Section Karl Hamilton------------------------- Transportation Operations Section Harold Adams------------------------- Transportation Engineering Section Jae Lee ------------------------- Project Manager 4 MANAGEMENT CONCURRENCE AND COMMITMENT Project: LAKE WASHINGTON BLVD. BRIDGE REPLACEMENT The following concur with the Project Proposal and commit to its accomplishment: /z- Z-/ - y� Proje anager Date Transportation Engineering Supervisor Date ��- 4 �;, 12- '.Z-/ ` y� Transportation Systems Director Date Utility Sy s Di for Date Maintenance Services Director Date Development Services Director Date Planning & Technical Services Director Date Planning/Building/Public Works Administrator Date bmIIcW Ippa�w INTERDISCIPLINARY TEAM CONCURRENCE AND COMMITMENT Project: LAKE WASHINGTON BLVD. BRIDGE REPLACEMENT The following concur with the Project Proposal and commit to its accomplishment: Project Manager Date Transportation Design Date Transportation Operations Date Development Planning Date Utility Systems Date Maintenance Services Date Planning & Technical Services Date Parks Date Fire Date Police Date hnu/cW—Mtooncvr * Interdisciplinary Team Members for this project APPENDIX CITY OF RENTON .a TRANSPORTATION SYSTEMS DIVISION BELLEVUE PROJECT LOCATION p w HAaE*000 PARK OLAKS BORSN ARK J �O np �F f EATTLE Y 9fyl ® w LASE TASHINCTON a Z �, PR GENE COULON BEACH PARK w 0 hJ i • r < y J 9(YYAY ib �9 PARK 0 j j NE 4TH ST kq y S tt CEDAR i P RRfR PARR City HaU UAPLEM COURSE TUKWILA 0 TIFFANY AARK PARK 1 �PF dab N RO o LEVARD r G LANE a W PARK W LK WASH BRIDGE REPLACEMENT VICINITY MAP DATE 12/92 APPENDIX A A CITY OF RENTON .a TRANSPORTATION SYSTEMS DIVISION r r r r r r r r r r a. SE 76th P L SE 77th PL PROJECT LOCATION r SE 791h ST Z � > N 40th ST > SE N 38th ST W SE 86th � 3 N 37th S N 36th ST NE 3 36th ST SE 88th d N 35th ST SE 89th N 34th ST-7 N 34th ST L v gpth n _ N 33rd PL NE 33rd ST SE 91st ST 33rd N 33rd ST 92n d 32nd N 32nd ST N 32nd \J NE 31st ST N 31st ST NAY CREDO N 30th N 30th ST N 30th S N 29th ST MAY CREEK PARK F N 28th PL N 28th ST N 28th S NE 27th ST 26th ` NE =L 24th ST NE 24th Si t 23rd PL NE 23rd 22nd NE 23rd ST LAKEWASOGTON r r NE 20th ST NE 20th C- Z > Z O W < m NE 16th ST rF � � s [14]th z � � GENE COULON < _ BEACH PARK NE 12th IST U TASOM I �drl um LK WASH BRIDGE REPLACEMENT LOCATION MAP DATE 12/92 APPENDIX B A CITY OF RENTON TRANSPORTATION SYSTEMS DIVISION 3 0 ' - 1 0" 8" 1 6" i 2.25' SIDE`NALK SOUTHEOUND NOR T HEOUND LANE LANE LJ EDGE LINE LOOKING NORTH LK WASH BRIDGE REPLACEMENT - EXISTING CROSS-SECTION DATE IL APPENDIX A CITY OF RENTON y+ TRANSPORTATION SYSTEMS DIVISION SELECTED ALTERNATIVE CROSS-SECTION T� i PO. SIKE RE-1A0UTATE7 R0A0WAY BIKE iANE L.1NE �r i I PED. i i i ZC' I 1 EC5-7NC RCACWAY - WALL t t � 1 CLASS III BIKE LANES & ASPHALT WALK (per Clty of Renton Trails Muter Plan) LOOKING NORTH PROPOSED LK WASH BLVD BIKE/PED IMPROVEMENT CROSS-SECTION DATE 12/92 APPENDIX D CITY OF RENTON MEMORANDUM DATE: December 9, 1993 TO: Mel Wilson FROM: Gregg Zimmerman �- STAFF CONTACT: Dave Jennings T SUBJECT: LAKE WASHINGTON BLVD. BRIDGE REPLACEMENT AT MAY CREEK CONCEPTUAL DESIGN Thank you for the opportunity to comment on the above-mentioned project. My comments are noted below. Comments from the Storm, Sewer, and Water Utilities are attached. H:DOCS:93-1 174:DEJ:ps Attachments CITY OF RENTON MEMORANDUM DATE: December 16, 1993 TO: Gregg Zimmerman C VIA: Ron Straka FROM: Dave Jennings SUBJECT: LAKE WASHINGTON BLVD. BRIDGE REPLACEMENT AT MAY CREEK - CONCEPTUAL DESIGN Per your request, I have reviewed the Transportation Department's conceptual design for replacement of the Lake Washington Boulevard Bridge across May Creek. I have also coordinated review from other Utility Sections in the Department. SURFACE WATER UTILITY COMMENTS: The current FEMA-predicted 100-yr flood elevation at the bridge is 25.90 feet. The future-conditions 100-year flood elevation at the site will be approximately 27.87 feet (May Creek Basin Draft Conditions Report). Relevant flow and water surface information is presented in the Table 6-1 (attached). Related to this information, please note the following: • The predicted future conditions 100-yr floodplain elevation is 1 .97 feet higher than the current FEMA value. • Flows corresponding to these flood elevations are 870 cfs (current) and 1,059 cfs (future). • The elevation of the roadway at the bridge is currently listed in the Conditions Report as 28.92 feet. (The plans show roadway elevations of 31 .3 feet and 32.1 feet, respectively, at the north and south ends of the proposed bridge slab. This discrepancy needs to be worked out.) • None of the current conceptual design alternatives meet the requirements of City regulations or the King County Surface Water Design Manual (KCSWDM) for clearance above the FEMA 100-yr floodplain. By the City-adopted KCSWDM, a minimum of 6 feet of clearance is required between the FEMA regulated floodplain and the bottom of any bridge structure. Note: Plan sheets for the alternatives incorrectly note 100-year floodplain elevation of 25.8 feet. The correct 100-yr floodplain elevation for this location from FEMA is 25.90 feet. The following table summarizes bridge elevation data taken from the plans for the conceptual alternatives: • ,Gregg Zimmerman Review of Bridge Replacement Alternatives Page 2 Table 1 ALTERNATIVE Max./Min. Maximum NOTES elevation of Location of clearance, ft., bottom chord, maximum above FEMA ft. (approx.) clearance 100-yr floodplain #1 29.07/28.67 South < 3 Pier at mid-span abutment #2 29.77/28.57 Mid-span < 3 - 4 Arched bottom chord provides maximum clearance at center. #3 29.77/29.07 South G' 4 abutment #4 28.47/27.97 South < 3 Nearly zero clearance at abutment south end • Hydraulic modeling information for May Creek, developed as part of the May Creek Basin Plan, indicates that the future 100-yr floodplain will be higher than the current 100-yr floodplain regulated by FEMA. The increase in the floodplain elevation for the 100-yr event is a prediction based on increases in May Creek flows that are likely to occur as a result of future development in the May Creek Basin. Note that this future flow information is for the future-mitigated condition (future flows with KCSWDM-imposed mitigation standards in-place) described in the MCBP Conditions Report. Backwater elevation data for the future-unmitigated condition is not currently available, however, future-mitigated flows are expected to be very close to future-unmitigated flows, and therefore such data should be sufficient for the review of conceptual alternatives. Future unmitigated flood elevation data will be provided to Transportation when received. Table 2 Max. clearance above future- ALTERNATIVE mitigated 100-yr floodplain, ft. #1 < 1 #2 < 1 - 2 #3 1 #4 < 1 • The proposed pier at mid-span of Alternative No. 1 is clearly unacceptable. Debris could hang up on the pier causing damage to the bridge and adjacent creek banks and more severe flooding upstream. However, it should be noted that each of the alternatives are an improvement over the existing bridge. The 12 wooden piles (3 rows of 4) supporting the existing bridge offer significant resistance to flow and an opportunity for debris dams to occur. These pilings should be removed when the Gregg Zimmerman _ Review of Bridge Replacement Alternatives Page 3 new bridge is constructed. Removal of the piling through reconstruction of the bridge will significantly lessen the chance for damage to the bridge, roadway and utilities, and adjacent properties due to debris collection and flooding. RECOMMENDATION None of the current alternatives satisfy the City's design requirements, the most important of which is the 6 foot clearance requirement above FEMA 100-yr floodplains. However, the Surface Water Utility is aware of the significant constraints that exist on funding and alternatives for design. A code modification/alteration request would be acceptable for this project if it can be shown that the new bridge will perform hydraulically better than the old bridge. On this basis, of the four alternatives presented, #2 appears to provide the most clearance, and hence the most hydraulic capacity, and would be the most acceptable bridge design. At a minimum, a hydraulic model should be used to show that a design for the new bridge will be hydraulically superior to the old bridge. HEC-2, a standard-step backwater model developed by the Corps of Engineers, is the standard model used for a majority applications of this type. A HEC-2 model of May Creek has been developed for this location for the May Creek Basin Plan, and will be made available to the consultants working on this project. The hydraulic model should be used to show that the bridge design can safely handle both current- and future-conditions predicted 100-yr flows and that flooding will not be made worse for upstream or downstream property owners by the proposed design. In addition, because the bridge cannot be raised to an elevation that would satisfy the requirements of the KCSWDM, at a minimum, the bridge and abutments should be sufficiently reinforced to withstand the magnitude of forces that could be generated during a 100-year flood event with debris-loaded conditions. Under such conditions, backwaters will surge along and try to overtop the roadway. Consequently, likely flow paths for backwater should also be modeled. OTHER UTILITY COMMENTS: Sewer: No comments. No planned utility crossings. Water: See attached memo from Abdoul Gafour for design and water utility crossing information. EXISTING/PLANNED UTILITY INFORMATION: Existing utilities hung from the bridge include a 6" water main and a 12" gas main. Both utilities run along the west (downstream) side of the bridge. The Water Utility requests that the design of the new bridge include a 12" water line to replace the existing 6" water line. See attached memo from Abdoul Gafour. Sewer has no plans for a utility crossing on the bridge. H:DOCS:93-1 175:DEJ:ps Attachments Table 6-1. Lower Basin Comparison of FEMA and Current Study Results using HEC-2. 4-ev FEMA" Existing Futur Mitigated Section Flow Surface Water Flow Surface Water Flow Surface Water Number Location (cfs) Elevation (cfs) Elevation (cfs) Elevation 1195.00 Lake Washington 870.00 25.90 835.00 27.19 1059.00 27.87 Blvd. 6703.00 NE 31 st St. 870.00 96.00 835.00 97.60 1059.00 98.10 (downstream) 7429.00 NE 31 st St. 870.00 107.80 835.00 109.54 1059.00 116.63 (upstream) 1/ Source: Federal Emergency Management Agency, 1989. rn CD Table 6-2. May Creek Roadway and 100-Year Flood Elevations Based on HEC-2 Results in the Lower Basin. Section Elevation Number Location Roadway Current Flood Future Mitigated Flood Change 1195 Lake Washington Blvd. (-�28.92 27.19 27.87 0.68 6703 NE 31 st St. (downstream) 101.08 97.60 98.10 0.50 7429 NE 31 st St. (upstream) 113.50 109.54 116.63 7.09 Chapter 6: Flooding G:\WP16\KCTY\05359T • 11-3-93 CITY OF RENTON MEMORANDUM DATE: December 1, 1993 TO: Dave Jennings FROM: Abdoul Gafour f SUBJECT: Proposed Proposed May Creek Bridge at Lake Washington Blvd. N. Thank you for giving us the opportunity to review the conceptual design alternatives for the new bridge at May Creek. According to the Water System Comprehensive Plan, a new 12 inch water line will be budgeted for construction in the year 2000, along Lake Washington Blvd. N. from Eastport Shore Condominiums (about 550 feet north of N.40th Street)to North 44th Street. The design of the new bridge should include a portion of the proposed 12 inch water line. The water line should be installed along the west side of the bridge (i.e: downstream side of May Creek). The water line should be designed at an elevation to prevent it from being damaged by debris during flooding conditions. The existing 6 inch steel water line under the existing bridge has been abandoned south of NE 44th Street. Please keep me informed about the progress of the design for this project Thank you. H:UTII/WATER/93-158AG N --- ----------------- •;:_ �_ -- -1—N---44TH-- ,T =,_•— —44aTF it WV�Ivl 6:oV t. Lot J./v , I 4 2.90 Acres I I 0 � • r 2 3 1 ' I WAIL'R � 7lYyF.R I ! ! AS rAR� a• T��jW vy O I � c31Zlh 6fr i i''e 2eo' Borbce Mill Go iln ! T e ' v Pan Abode Inc. Q >250 O p Most" `1L LTo Kt IM11RuEft i0 �� •.' ill Clarissa Fawcett 4082 713 C. A I$T AMEND 9 49 J ; E S T P O Ro RE r -L-'A COIN D. `' �' •• % .••3 �.� s 2 U IT o� � I .• ,- w �90 ,� ®/ Rube. 0.52Ac TJOBa a- 'F 250 ' " a 75 Ac. h .62 yo "� ��� 57A '� hJ/ aoa�. E. Fred % ........ ' 36 y� Of Schaeffer ! 38 LLD -- Z 1- •• Q 1. 4G9.b SO .... .... OQ I `° � � •;' .o 89 �T; o`, I i rr I �IlO�rr I 7 4931 IQ Y l 11 150.01. I 0 ---- Qom\ �•� U 198 I I (2) $ (3) (4) -- _— U742 S.P.0561-_ - r t �/ 2991 811 _ l 17. 00. I ti 40 -I- �4 r � �� V I 289.1 � •H I\' 1 I • v � 50 (ti�1�4 ��G �+� �� Q��, ,j /^, ��a u��rah •�./J�, °� ��C.1a �jr'ta j Si$ �`�'S '� ���� �,1-b'1 )?ir//►� '� vq �, � Abdoul Gafour From: David E. Jennings To: David Christensen; Ronald L. Olsen Cc: Abdoul Gafour; Gregg A. Zimmerman; Ronald J. Straka Subject: Lake Washington Blvd. Bridge @ May Creek Date: Wednesday, December 01, 1993 9:40AM Transportation has generated conceptual design alternatives for the replacement of the existing Lake Washington Boulevard bridge across May Creek. Gregg has asked the Surface Water Utility to coordinate Utility Division's review of these alternatives. The new bridge will be constructed in the same location as the existring bridge (ie., same alignment.) Construction will probably not make any significant changes to either of the bridge approaches. Surface Water's primary concern, at this level of review, will be how each of the alternatives affects the existing and future conditions 100-yr floodplain. Please forward any comments or concerns you may have about this project to Dave Jennings. Dave has drawings of each alternative to assist your review. Please also identify the existence and size of any existing or planned utilities that could be affected by the project (ie;, are/will be hung on the bridge or are in or near the R.O.W). Please forward this information to David Jennings @ x-6205 by Monday 12/6. Jae Lee is the Transportation Project Manager and can be reached for additional information @ x-6218. Thank you for your assistance. Page 1 e CITY OF RENTON PLANNING/BUILDING PUBLIC WORKS MEMORANDUM DATE: April23, 1993 TTIT � TO: Jack Crumley Gregg Zimmerman Sam Chastain ca�� 3 0 1993 FROM: x el Wilson ° Gf �`�ENI "011 n ,i��ett►�g P STAFF CONTACT: Jae Lee, Project Manager E SUBJECT: Lake Washington Boulevard Bridge Replacement 0 May Creek Conceptual Design Attached are the four drawings of conceptual alternates for the subject project. Please review and comment on the alternates and return to the project manager by December 9, 1993. If you have any questions please contact Jae Lee at x6218. Attachments A N D E R Se E N B J O R N S T A D K A N E JACOBS I NC November 24, 1993 Harold Adams, Supervisor City of Renton, Transportation Engineering 200 Mill Avenue South Renton, Washington 98055 RE: Lake Washington Boulevard Bridge Replacement @ May Creek Conceptual Design Submittal & Monthly Progress Report Dear Mr. Adams: We have completed the conceptual study of bridge structures for the Lake Washington Boulevard Bridge Replacement at May Creek. Four alternates have been investigated at the conceptual level: 1. Cast-in-place reinforced concrete T-beam; two continuous spans 2. Cast-in-place concrete rigid frame; haunched flat slab, either reinforced or post- tensioned 3. Precast prestressed hollow core slab; one simple span, ACP overlay 4. Composite steel girder; one simple span The alternates share the following similarities: 220 W. HARRISON SEATTLE, WASHINGTON Horizontal alignment: current centerline of Lake Washington Boulevard, bridge 98119-4108 , coincident with roadway C. TEL: 206.265.1 185 FAX: 206.285.8204 • Bridge cross section: two 5 ft raised sidewalks, two 5 ft bicycle lanes, and two 11 ft traffic lanes. 1400 W. BENSON BLVD. SUITE 500 ANCHORAGE. ALASKA Abutments/(piers) are founded on concrete piles 99503-3690 TEL: 907.274.3660 Structure length: 62 ft back to back of pavement seats. FAX: 907.276.7073 Hydraulic profile: greater than existing, all bridges have a structure depth equal to or less than 3 ft 0 inches. For each alternate we are submitting a drawing that contains the bridge plan, elevation, and cross section, a cost estimate, and a priority evaluation in a matrix format. Harold Adams November 24, 1993 Page 2 Other tasks that have been completed in the month of November include: • Request that the subconsultant for mapping (HDA) establish project stationing and verify the location of the ROW with respect to the roadway centerline. To date we have not received this information. = ,, • Completion of the geotechnical report (HongWest). A copy of this report has been delivered to your office. We trust that this information will allow you to make an informed choice as to which alternate to select to carry forward into the preliminary design. We are prepared to meet with you to discuss the concepts in greater detail and anticipate that this information will eventually be presented at a community meeting. Please do not hesitate to call if you have any questions. Sincerely, ANDERSEN BJORNSTAD KANE JACOBS, INC. � I JI4 c Robert J. Shulock Project Engineer 90309-02.406 Lake Washington Boulevard Replacement Bridge Alternate Conceptual Designs November 23, 1993 Priority Matrix Rate Value Item Item Cast-in Place Cast-inPlace Prestresssed Composite Weight Conc T-beam Conc Frame Hollow Core Steel Girder Initial Cost 7 3 2 4 1 Construction Time 6 3 3 4 4 Maintenance 5 3 4 2 1 Past Performance 4 3 4 1 2 Life Span 4 3 4 1 2 Environmental Impact 3 1 4 3 2 Aesthetics 2 1 4 2 3 Design Complexity 1 4 1 3 2 Total : Sum(Rate Value X Wt) 83 105 87 66 Notes: 1. Rate value is from 1 to 4 with 1= least favorable 2. Item weight is from 1 to 7 with 1= least importance Lake Washington Boulevard Bridge Replacement Alternate Conceptual Designs November, 23, 1993 Comparative Cost Estimates Alternate Structure Type Estimated Estimated WSDOT Number Cost Cost/sq ft CosUsq ft 1 Cast-in Place $275,000 $100.75 $60-70 Concrete T-Beam 2 Cast-in-Place $300,000 $110.00 $70 Concrete Rigid Frame 3 Precast Prestressed $255,000 $93.40 $45-90 Hollow Core Slab 4 Composite Steel $320,000 $117.25 $90-140 Girder Notes: 1. Cost estimates are for comparitive purposes only. Estimates will be refined in later stages of design. 2. ABKJ estimate is based on costs of similar stuctures modified by particular site conditions. 3. WSDOT Cost/sq ft is based soley on costs of similar structure types. WSDOT cost for alternate 2 is based on limited data. David E. Jennings To: Ronald L. Olsen; David Christensen Cc: Abdoul Gafour; Gregg A. Zimmerman; Ronald J. Straka Subject: Lake Washington Blvd. Bridge @ May Creek Transportation has generated conceptual design alternatives for the replacement of the existing Lake Washington Boulevard bridge across May Creek. Gregg has asked the Surface Water Utility to coordinate Utility Division's review of these alternatives. The new bridge will be constructed in the same location as the existring bridge (ie., same alignment.) Construction will probably not make any changes to either of the bridge approaches. Surface Water's primary concern, at this level of review, will be how each of the alternatives affects the existing and future conditions 100-yr floodplain. Please forward any comments or concerns you may have about this project to Dave Jennings. Dave has drawings of each alternative to assist your review. Please also identify the existence and size of any existing or planned utilities that could be affected by the project (ie;, are/will be hung on the bridge or are in or near the R.O.W). Please forward this information to David Jennings @ x-6205 by Monday 12/6. Jae Lee is the Transportation Project Manager and can be reached for additional information @ x-6218. Thank you for your assistance. Page 1 S.4-p c>-% C t c, f.J i 1 G ��`� �S �l�l �'r �'►iOrtil rx[57" t�c�ST Table 6-1. Lower Basin Compari on of FEMA and Current Study Results using HEC-2. , FEMA Existing Future Mitigated Section Flow Surface Water Flow Surface Water Flow Surface Water Number Location (cfs) Elevation (cfs) Elevation (cfs) Elevation 1195.00 Lake Washington;; 870.00 25.90 835.00 27.19 1059.00 27.87 Blvd 6703.00 NE 31 st St. 870.00 96.00 835.00 97.60 1059.00 98.10 (downstream) 7429.00 NE 31 st St. 870.00 107.80 835.00 109.54 1059.00 116.63 (upstream) 1/ Source: Federal Emergence Management Agency, 1989. Table 6-2. May Creek Roadway and 100-Year Flood Elevations Based on HEC-2 Results in the Lower Basin. Section Elevation Number Location Roadway Current Flood Future Mitigated Flood Change 1 195 Lake Washington Blvd. 28.92 27.19 27.87 0.68 6703 NE 31 st St. (downstream) 101 .08 97.60 98.10 0.50 7429 NE 31 st St. (upstream) 113.50 109.54 116.63 7.09 Chapter 6: Flooding G:\WP16\KCTY\05359T • 11-3-93 CITY OF RENTON MEMORANDUM DATE: December 1, 1993 TO: Dave Jennings FROM: Abdoul Gafour adoid SUBJECT: Proposed May Creek Bridge at Lake Washington Blvd. N. Thank you for giving us the opportunity to review the conceptual design alternatives for the new bridge at May Creek. According to the Water System Comprehensive Plan, a new 12 inch water line will be budgeted for construction in the year 2000, along Lake Washington Blvd. N. from Eastport Shore Condominiums (about 550 feet north of N.40th Street)to North 44th Street. The design of the new bridge should include a portion of the proposed 12 inch water line. The water line should be installed along the west side of the bridge (i.e: downstream side of May Creek). The water line should be designed at an elevation to prevent it from being damaged by debris during flooding conditions. The existing 6 inch steel water line under the existing bridge has been abandoned south of NE 44th Street. Please keep me informed about the progress of the design for this project Thank you. H:UTI I/W ATER/93-15 8 AG -------------------_-__ :._ --_ �' �!-•-44TH-• ,_ - E- -44TH - i Gov t. Lot 42.90 Acres 0 / � °' i i>rzSi t1UL. '()'li►5 9a2n�'1J F� o wA,cH i RY 1�A0.t d>F Na,U) WI i r3fLlq bf h 6arE,ce Mill Cc IIn;C Pan Abode Inc. Q 250 e / V �C 12"lA1 A i�iL ll1J C � v �' L(11 RE Ce1�SS QUCtti1D 1 4 UK som I _I Clarissa Fawcett In Cl �f E 713Ac. I i d q I$T AMEND-_ aosz �� 49 E ,'S T P 0 RpT 96 12 HH—a R E a , 'A COND. oi• p6 1 I � Q' -�, c �� 2 U IT Robert gyp, / }r - / QPY /g° �� 052Ac �41, `O 7 Faweel 50 - 25 N / a i96 75OAc n D 62Ac pD/ bpb Fred f-- 57'4 4 �/ 3oa� Schaeffer i ti Q. 16NE, 58 - N 40THe= to . got 2 _--=. -- - _ mi ► � 4931 i i�� o t5 i- 2.5� 105 _ Q7 — Acre 246 20001 150.0i 150 -'�___- 1 S pp ` A --S V\� - .7� 39 0 (2) I (3) (4) 109 I` j o u742 S.P.056t-77 150 rlILU0_ 317.5 I 30D.01 ti 90 ¢1 �9-�9 50 • • , J I / No =87 s's 7 0 3gp Z - 110 PROJECT REQUEST FORM PLANNING/BUILDING/PUBLIC WORKS (SOME SECTIONS APPLY TO CIP AND SOME APPLY TO DEVELOPER PROJECTS) DATE: 1/17 CONTACT: TERI WO# FILE STATUS EXISTING OR ® NEW FILE CODE(SWP-27??-2770, COPIES FROM TED-40-2770) LOCATION ❑ My Work Space: ® File Bay Shelf#: 1/21 1 ❑ Other: PROJECT NAME:(TERTIARY) MAY CREEK BRIDGE REPLACEMENT (label line one) (250 characters max) Allowable Folder Title: (SECONDAY): `- MAY CREEK/LK WA BLVD BRIDGE REPLACEMENT (label line two) (WORKING FILE) Go to Utilities Pick List(Second Page) DESCRIPTION OF PROJECT: ADDRESS/STREET NAME(S): DEV/CNTR/OWN/CNSLT: OTHER ALIASES: 90%REVIEW FILE; DRAWINGS ALTERNATE 1-4; TOPOGRAPHY(COPIES); MAY CREEK/LK WA BLVD BRIDGE REPLACEMENT Size of Waterline: N/A New & N/A New Size of Sewerline: N/A New & N/A New Size of Stormline: N/A New & N/A New CHECK EACH DISCIPLINE INVOLVED IN PROJECT Ltr' Drwg #of sheets ❑ TED (roadway/drainage) ❑ (off site improvements) (include TESC) ❑ TRO (Signalization, Channelization, Lighting) El ❑ ❑ WWP (wastewater) El ❑ (sanitary sewer main) ❑ WTR(water) (Mains,Valves, Hydrants) El ❑ (inc.composite&HorizontalCtrl) SWP (surface water imp.) El ❑ (CIP only)(include basin name) PLR(plan review) (Neccessary for developer files) (letter only) PLEASE CHECK THE DISCIPLINES''WHICH NEED'TO SIGN MYLARS: WATER 0"WASTEWATER SURFACE WATER ❑ TRANSPORTATION FIRE FOR FILE MAINTAINANCE USE ONLY File Codes: Date Entered and Labels Made: swp272770.doc �9" WOOD CURB _31_73 ASPHALT 30.76 WOOD DECKING WOOD STRINGER _29_46 __ GRAPHIC SCALE 28.39 PILE CAP BEAM 10 0 S 10 20 40 ------ Z ( IN FEET ) + �o, a 1 inch = 10 ft MERIDIAN: ASSUMED (DUE NORTH, EAST SIDE OF BRIDGE) VERTICAL DATUM: NGVD 1929 N / +�� `y�h ti IL +IC -�,h 22.9f CONTROL BENCHMARK � � + wqp" DATUM USGS GAGING STATION �/ / °' REFERENCE MARK / '�� / �� 4"0 BRASS DISK IN CONC. APRON BELOW THE SOUTHWEST CORNER SECTION A— A/ +ti�� / �o�' ti� / �o OF MAY CREEK BRIDGE / 2e NOT TO SCALE ELEV = 25.328 �C� ti°` / ( ) >3 ti1b 2 / G 6' CHAIN LINK FENCE ~� �__ + CD �o °co ' e° \ 24 DITCH POLE CE 27 /( ---WIR �� �- - - - DITCH t INV = 3 Q c,+ -��� -- 28 _ _- - I N I `� — - - L 23 --- - - - - _ - - - - ---- ---- - - - - 25 30 - _ + °' 31 ----- 27 -- — 28 -- _� A rc� �`' -�- �1---- 28 --' 29 -J �L°'�' �i� h + - - 32"1-5 - — — 6 �� 30 I c' 29 _ _ - 32 '1 5 +,Lo,• . �• .5 - Q( \ 9 T1M ER CURB --- - - -"-�1'� A EDGE PVM'T �1�� ` N l EDGE PVM'T p I fl I y ? WOODEN BRIDGE PSTRAVING RE 1Q�` � tip^ LAKE WASHING TON BLVD.VD. N 6p ASPHALT Z ASPHALT W ASPH LT PAVING _ `. N + - - - - - } r• a � o - N. + ASPHALT 0 ��. ON DEC p tirO - q - - - - - - - - - - + i WOOD PIER EDGE PVM'T 'L°' \ +� -- - h -0 TYp 0 1 •5`y 31' .5l �. + A �. ( ) ti h _ EDGE PVM'T TIMBER CURB E� \ 6'WATI:R W ` W W 1 ' 41 4 32 -- \ °• `. 1 W _ W 6'WATER h, \ + SIDEWALK �y \ �ry� S'`� GRAE SHOULDER 'rot p GRAVEL SHOULDER ' 12"GAS MAIN ` \ __- y. ° 12"GAS MAIN -0 G G .� G G G� G G —�:. — 4�- G --- 'J - __ 12' GAS LINE HUNG FROM '� TWIN BRIDGE 12'D C. GRAVEL 4'GA5 MAIN \ 0 3p \• � � �� - - -- _ ' G G GRAVEL �• !! 6""STEEL PIPE + - -- - \ \ MH 36' SAN. SEWER y`1 /ABANDONDER E 31 � 3\ P \\` -� GRAB STAN IPE 30 - .�1 29.66 GAS A BOTTOM °� _ -- — ---- ------ -- �p ell, L. —--- — —.- � `yam �L i G U REGU TOR h - + 29 --_ _-_-- - `y ty0 CONC. + TIDE CONC. --- _ ��' SLAB to GAGE C C. VAULT 28 t 84•RCP SAN. SEWER UTILITY �' r, S B - 134_RCP SAN. SEWER SSMH VAULT WA o�0 - 27 METRO INTER TOR _ \ GAS RISER I I �� 61 ---- --- -- -_ (NOT FOUND) I I + ` a GAGING HMARK II � + I �� ! �c1' STATISON USGS GAGING STATION 2E 30 -- -� N CONC. REFERENCE MARK - - -- - ---- ----- - -- _ _ - ---- -- 25 _ - --- -- I I N co I SLAB �ry BRASS DISK I I N N IN CORC'-APRON-- l- -- — - - c�Ov p ELEV — •25.328 9 � I ob 30 31 31 +�� �� -oil i + ZI I + I INV = 20.87 31 -- - - ----- -- _ 2 ` ---- -- B-ALLA►ST ---- 32 SAGE 3 ,_- - _ 1 - - EDGE BALLAST _ ` N � \ --- ----- 6ALLAST I I �� __ _ _ BALLAST ---- 33 - -- ROCK -- --- --- - - --- - -� -- - ---- -BALLAST - 33 - `- - �� WO EN WALKWAY \ ROCK - 33 ---- -- -- ----- - - II ROCK u� `L - .L'h 34 - - ---- '- - - - ---- --- '- ---- - -- -_ ��`� rl RAIL AD CKS I, RAIL AD CKS i Lj1 -j Lj BURLINGTON NORTHERN RAILROAD -- RAILROAD o N N N N BRIDGE N N � � LEGEND (WOOD STRUCTURE) 1 32 � ,y \ ' o � II � POWER POLE ��: I��• fy� +`y`� p SIGN POST NOTE : +/"� 1� + + + � ��� UTILITY VAULT UTIUTY INFORMATION SHOWN ON THIS + `y DRAWING IS A COMPILATION OF DATA + SSMH 0 SANITARY SEWER MANHOLE GATHERED FROM AYAILABIF U11UTY � DECIDUOUS TREE [� RECORDS AND ASSOCIATES EVIDENCE HORTOGUARANTEE — SD — STORM DRAIN LINE RECEIVED DENNIS Jk ASSOgATES CANNOT GUARANIES THE ACCURACY OF UTIUTY RECORDS. — G — GAS LINE SEP 2 /, 1993 - W - WATER LINE TrareponaWn 8ygW, ACAD FILE.- 228-92T.DWG DESIGNED Horton Dennis & Associates, DATE 09/03/93 Inc. MAY CREEK BRIDGE JOB NO. DRAWN ALJ Consulting Engineers, Planners, and Surveyors 1ANDERSON BJORNSTAD KANE JACOBS, INC. SCALE 1' - 10' 9302.00 CHECKED PRC sYMBo RED/ I S I ON By APPROVED DATE H D KIRKLAND, WASHINGTON • 822-2525 TOPOGRAPHIC SURVEY SHEET NO. APPROVED FB NO. L.L. OF 2 �`r f ff 4. <F _......x.. ._. 4 BASK TO BACK EMEN SEATS t « 2 ;t� .-..............�_ � �;Y.. . � f Y: K OF PAV T : . ....... _ _ .� 2 s -p" RETAINING WALL OR CRIB WALL OR r SHEET PILE WALL (TYP) 321-011 l - - :. - - - - - - - - - - - - --1 I-- �.. _ - - - - - - - - - - - - i - - 51 .�. II�_pll 1—pll 1— pll —p� pll p' 5 55 II --- _........................................................................ .............................._........................................................................................_.._......_.......; I J. _ _...._....._...._....._... — _...._..._...._..._1. ,.._......_....._...._....._....._ ....._...... ......�...._.. SIDEWALK BICYCLE TRAFFIC LANE TRAFFIC LANE BICYCLE SIDEWALK LANELANE ^rt .............. _ .................................... _._........ PROFILE r`R GRADE - 0 CROWN - - - - - - :- - - - - — — — — --- — — — — — — I METAL RAILING I TYPE BP } — .- - - - - - - i L'1 i i LAKE WASH I NGTON BLVD. N. PROFILE GRADE CROWN I (EXIST I — PEDESTRI AN _ _ _ _ _ _ _ BARRIER— - - - - - - - - - - - - - - - - - - — — — — — — — — — — o _............... _ I� 2� SLOPE 2� SLOPE hills.— ... I a a' ..............._._._._. WL o - - - '• ;........n..nnw::....nwr......,.awn...w�nn...,.�nw.....,.w«w.....w..w...n..wr......w.nn...rr+.nw...n+nnr....nn-r.. ......+.nee...nnnw._.......-...,_,;..._..r.�`.'.'L ...... ... .... ...... .... 4 ...................... .. _ ...........................»:.:.............;............................................... ......:..............__....... .x6 •';� r V V v v � _... �.., - ................. , - r — — ....._. :w 2 i� •\.,. � Luc sf � � i .........._.........................................•,.., r1r .............._ ....................._..—_ 3—6%�' 5 EQ SPA @ 7-It = 36 8 I 3 G!� CONT CONT PLAN SECTION A %4" = I ' -oil I — 10 Q Q N I � I � c~n +I `n +I lL `�' +I BACK OF PAVEMENT SEAT O _ cam N O �N v � `� Cif Q w J APPROACH SLAB OPTIONAL m a w a w m a w RESTRAINER I BLOCK --- BUTYL RUBBER SHEET IF APPROACH SLAB IS 2� �'1 -�,� yvt��• NOT INSTALLED 100 YR FLOOD I I EXISTING PILING BEARING GROUND LINE @ 35 TON CAP v o 0 EL 25� I REFERENCE V�SEAL EL 17.0' ELEVATION 10.0' i COFFER DAM (MAY BE REQUIRED) ELEVATION � �'`� SEC ION (op 4 _ B I 10 � s � 1 � 1 � � _ � �� xvzxz maoo gym- o M—<W Z W Y 7 �� 'tea VERTICAL DATUM: NGVO 929 3a W!- To0Ld Y Z Z= yVf V¢ �- S?V O O ATUM ¢CCZ O UI O-W W W H Yu U N W U Z JSrrSS c\i z CAST- IN- PLACE CONCRETE T- BEAM � � > HS 20- 44 LOADING O i O m u z N SYMBOL RED/ 7 S I ON E3Y APPROVED DATE A N O E R S E N B J O R N S TA D K A N E J A C O B S • I N C -- MAY CREEK BRIDGE S- 1 Jim M � ''�' DESIONEO _ B CITY OF RENT ON DATE CONSULTING ENGINEERS Z „f DRAWNCALE AS S",1NN SHEET N0. LL oB 220 W. HARRISONHARR I ON K APPROVE: -a NO. ALTERNATE NO. 1 I of q CHECKED _ YPB SEATTLE , WASH I NGTON o O o ¢ a � R E.1 A .....,.... S•,/\� �6 N •� s'.' "1 11: 3 E � '\. \\� .............. •. •: RETAPNING, t` r. BACK TO BACK bF PAVEMENT .SEATS � '• ,� �a RETAINING/� .......... i WALL �' s' f 1��,.1 , ,, �� ,WALL t w I ..-......�..._.........__..._ .._.... - ROADWAY WID'y = 321-p11 - T:,..,-.._77 _ J t I 1I II III 5'-0° S'-0" II II " 5'-ON 5'-0" -0 -0 .............. y ._.......................:........................................................... .... _......- _......�.......- SIDEWALK BICYCLE TRAFFIC LANE TRAFFIC LANE BICYCLE SIDEWAL K ............ LANE LANE i PROFILE GRADE CROWN METAL RAILING ,p '. Q I I I I I I PROFILE GRADE CROWN N TYPE BP LAKE WASH I NGT_0N BLVD. N. EXIST o c PEDESTRIAN o i _ BARRIER N I I I I I Icr \ _ � �2� SLOPE 2� SLOPE;... ............... ....... TYP r � v WL v v v I t _ _ ..................................................................................................................�e................................... a - - - - - s J yy ... �s a ` ♦ '� i l � ee V v' V D � D �c ,, _..,..... ..........................................................................................._.._._ ,, _._...... . ...... ... 4 II , ' � r — — — — — t tL Tt PLAN SECTION IllZiolA V411 1 , -oil - � BACK OF PAVEMENT SEAT 11 , � � ' APPROACH SLAB OPTIONAL l.t_ +I It cA +I W LLI �� 1 " — — — — —� v o \ — --- - - -- - - - - - - - - j } e EL 19.0' 100 YR FLOOD LEXISTING EL 19.0' EL 2-5.5 GROUND LINE @PILING REFERENCE 35 TON CAP ELEVATION 10.0 v - s I --1 ELEVATION SEC I ION I = 10 B %4 n i W ^+J VI Q•-'J ozxz mQoo gym- to t-z 2w-o- r >Sotn ^ aw zw o ^ Ld W-- W^Y Y 2 Q� VERTICAL DATUM: NGVD 1929 zzx vc�a r wzxo S-UFO - -_ Vacs r uM atrzoo o-ww w rec OZ V N LL V Z J 2 C3 S d h-000 , . o � CAST- IN- PLACE CONCRETE o N RIGID FRAME 1 a HS 2 0- 44 LOADING Y7 SYW_-1OL REVISION BY jAPPROVED CATE ANDERSEN BJORNSTAD KANE JACOBS • INC N DESIONED ujm a DATE MAY CREEK BRIDGE S- 2 GB CONSULTING ENGINEERS ' B CITY OF RENT ON SHEET NO. U. w oRAwry J 220 W. HARRISON �( SCALE AS SHOWN 0 o CHECKED Y._ S E A T T L E, WA S H I N G T O N '\ — APPROVE- FB NO. ALTERNATE NO. 2 2 OF 4 Q J a /} —on . �C74 .s -R• N' " �r ._,G.: .. -••-•�-•�--��••• �: ;,, �'�::y..�; � BACK TO BACK OF PAVEMENT ;SEATu RETAINING WALL OR CRIB WALL OR SHEET PILE WALL (TYP) ROADWAY " "• ~' r. .. • ._ WIDTH — — — — — — - . ... - - - - - - - - - - - - i - - - - - - - - - - - - - - - - - - - - - - - - SIDEWALK 51-011 III_Ol 111_On SI_On 51_On " ._._._......._ _ w"•-"-'" SIDEWALK BICYLE TRAFFIC LANE TRAFFIC LANE BICYLE SIDEWALK ...__.. ?.......................... LANE - - - - - - - - - — - - - - - - _.................. . __.................. ` t �. . �.,�..-..-.__........... LAN t o PROFILE GRADE - - - - - - - - - - - - - - - - - - - - - — — — CROWN 1 � € I METAL RAILING s _ _ _ _ _ _ _ _ _ _ _ _ _ 3y' ? BP - - - - - - - - - <: LAKE WASH I NGT_0_N BLVD. N __ _ PROFILE_ __GRADE CROWN TYPE _ _ _ _ _ _ _ _ _ _ — 2° MIN ASPHALTIC PEDESTRIAN i ,n , ¢ --- - -- -- ---- -- -- EX15T�� � - - - - - - - - - - - - � WEARING SURFACE O — a = P BARRIER — — — — — — — — — — — — — — N — — — — — — — — — I 1 N 2°6 c9 ` I% o I 2% SLOPE ; SLOPE - ___-^ 0OLC0 30- _ - _ - _ - 000 N _.4._ ........... ........ .... } ....................�............. ...............0. ... _. _ — — — — — — — — — — — — — — — — — — — — — 1 1 - All -I`ll TYP .r , . .� .�. �:�..'H:.I:!� ,��y:$e1 '``i,•Y>~•`` � ``i !,�( ,1�•!,! fi'•ti ��.. `: , ,� `� ! �• #� 44 •2/`} _ % ., ,` t` l �:>f t,i i s \ :\'�,✓J I �...a"A 1:�+!'l(E _ I -PRECAST PRESTR _ D SECT I ONS 4 PLAN A SECTION 11 Q � I%411 DOWELS EA SLAB SECTION Q n- ASPHALT OVERLAY N +1 u- +1 BACK OF PAVEMENT SEAT O m O ' NN ¢ w Q — m APPROACH SLAB OPTIONAL CDa. w cn0- w - Q J N CA 1 N (L \ — — — — — — — — — — — — — — - — — — — — — — — — — — — — — — — — — — — — — —— 11 L— — — — — — — — — — — — — — — — — PROVIDE BACKWALL IF APPROACH SLAB IS NOT 100 YR FLOOD EXISTING PILING INSTALLED EL 25.5 GROUND LINE @ 35 TON CAP a BEARING REFERENCE ELEVATION 10.0' ELEVATION SECTION 111 = 10' (:B �4 I . -O if LLJ V1 Q^J O Z X Z m 2. gym- . N �Z - r>xotn -.raw zw a ^U W W Y� Q� a���� VERT I CAL DATUM: NGVD 1929 Mawr z z S Y � U C'1 6 H W ZSO p ;c oo �ATUM ao QC3 wLJ a-ww W h-Y(� a-awa J=KS2 6.V-OOU O z M PRECAST PRESTRESSED CONCRETE HOLLOW CORE SLABS rnun > HS 2 0— 44 LOADING o 1 O � z N I SYMBOL REVISION BY APPROVED ' DATE A N D E R S E N B J O R N S TA D K A N E .J A C O B S I N C DESIGNED MAY CREEK BRIDGE S- 3 CONSULTING ENGINEERS y �M B I DATE o —�B � CITY 1 OF RENT ON � I SCALE as SHOWN SHEET NO. z DRAWN w '!�B SEAOTWLEHAWASHOI NGTON LKB � RAPa� ,.Eo FB NO. ALTERNATE NO. 3 of 4 o - CHECKED -'_ 0 0 0 a U a "y ♦ � 1 A. !8�—O� Ov 02 —O ' � '`� BACK TO BACK OF PAVEMENT BATS WING WALL •^ ti.4'ti `O / �� —� ..........r..............+..».... ...w................ ...{ un - =°-- :. I _.••••••�._.._,_ ROADWAY WIDTH = 321 -0d . t . ... . _._ _......�. ......_.... ...•.•--.. Si_On 5i_On _ I li_O,i 5I_O„ 5i_On On III r SIDEWALK BICYCLE TRAFFIC LANE TRAFFIC LANE BICYCLE SIDEWALK .....................................� _.... i .—..— --- LANE LANE } m PROFILE LE GRADE CROWN � METAL RAILING TYPE BP LAKE WASH I NGTON BLVD. N. F _ PROFILE GRADE CROWN EXIST PEDESTRIAN BARRIER N +I o ...................................,......... _ m ' ...............,._.. ................... ...... ...._. _ s bib.I� c9 E / r v _ IT �— _ _ 10%" , _ _�.._._.. .._. TYP _......... _ W 7 BEAM N 2 -4%� 6 EQ SPA @ E�_6ii _ 39'-0" 2'-4/�'i , TANO� PLAN SEC.,] ION A Von w w to U) f— 1 i— ii j ii C Q a- w cn � +� f— ~ BACK OF PAVEMENT SEAT o o `n • N N cr Q w -j Q JOINT CD Q- w co a. w APPROACH SLAB OPTIONAL i — e i v 2 I - - r-z'c2c'c:'(E�YJ '�!� EL 21.0' EL 21.0' BEARING ° EXISTING 100 YR FLOOD GROUND LINE _ - EL 25.8' PILING ° - REFERENCE 35 TON CAP ELEVATION 10.0' �1 ELEVATION SECTION B w ^JVI wn Q—J ozxz macro n rz 2W-ln 9 --[�^ H>=O N ^rQw Z w o W^x D Y L Q cn < M<w- VERT I CAL DATUM: NGVD 1929 =.a x -'c / W r z_TO U00 U� - .,Z<a �.ATUM o_Ww w r'tD U V1 W U 2 4^Q W Q fl CV Z t� d COMPOSITE STEEL GIRDER HS 20- 44 LOADING ova rn U Z SYMBOL REVISION BY APPROVED DATE M ANDERSEN BJORNSTAD KANE �.JACOBS • INC o N MAY CREEK BRI DGE S— 4 DESIGNED DATE JJM CONSULTING ENGINEERS z w DRAWN; GB B CITY OF RENT ON ;�R SHEET NO. 220 W. HARRISON �/ SCALE as sHowry W o CHECKED _ \!PB S E A T T L E , WA S H I N G T O N K ALTERNATE NO. 4 4 of q Q��a0VE0 FB N0. o a a a a J -- d U d