Press Alt + R to read the document text or Alt + P to download or print.

No preview available

The URL can be used to link to this page

Home My WebLink AboutWilliams Ave Bridge - Seismic Retrofit and Painting Project Info (rev 9-13-19) PUBLIC WORKS DEPARTMENT M E M O R A N D U M • DATE: September 12, 2019 (revised September 13, 2019) TO: Bob Hanson, Transportation Design Manager FROM: Derek Akesson, Transportation Project Manager SUBJECT: Williams Ave Bridge—Seismic Retrofit and Painting Project Information and Proposed Design Standards Summary: The purpose of this memo is to summarize the existing conditions of the project site and bridge and proposed design standards. Existing Conditions: Exhibit A—Vicinity Map and Area Map of bridge location. Exhibit B—Site Photos from June 2019. Exhibit C— Bridge record drawings (1954). Exhibit D—Seismic retrofit drawings from project in 1995. Exhibit E— Bridge condition inspection report and WSBIS form (2017 inspection). Exhibit F— Bridge Load Rating Summary (2017). Exhibit G— Memo Preliminary Seismic Evaluation (2017). Exhibit H — Memo Scour Assessment (2017). Exhibit I — Paint system information from 1997 Williams Ave Bridge painting project. Exhibit J — Local Agency Agreement and Project Prospectus. Street: • Williams Avenue is a one way street over the bridge. • ADT= 1,528, per traffic count performed in June 2015. • The posted speed limit is 25 mph. Bridge: • Structure ID: 08526300 • Bridge No.: Renton-03 • The bridge is currently posted for weight limits. • There are pedestrian facilities on this bridge. Additionally, the Cedar River Trail passes underneath the north approach span. Bob Hanson Page 2 of 2 September 12,2019 Cedar River: • The Cedar River is documented to have Chinook, Coho and Sockeye Salmon, Steelhead and Cutthroat Trout. • The anticipated fish window for the Cedar River is mid-June to mid-August. • The United States Geological Survey (USGS) maintains a monitoring station at the Bronson Way Bridge. The following is a link to the USGS website with the monitoring station data: https://waterdata.usgs.gov/nwis/uv?site no=12119000. Design References: • Washington State Department of Transportation (WSDOT), Local Agency Guidelines (LAG), dated May 2019. • WSDOT, Bridge Design Manual, dated July 2019. • WSDOT/APWA 2020 Standard Specifications. • American Association of State Highway and Transportation Officials (AASHTO), LRFD Bridge Design Specifications, current edition. • AASHTO, Policy on Geometric Design of Highways and Streets, dated 2011. Bridge Painting: • Given the age of the bridge, it is very likely the original paint system contains lead. • The last time the bridge was painted was in 1997.The original paint system was not removed. • There are areas of rust and potential section loss on the steel girders and deck beams. Refer to Exhibit B site photos and Exhibit E bridge inspection report. • The City anticipates full removal of the existing paint system in order to identify and conduct repairs to steel elements of the bridge as necessary. Seismic Retrofit: • Refer to Exhibit G for a preliminary seismic evaluation. • Refer to Exhibit D for plans of a seismic retrofit performed in 1995. h:\file sys\ted-transp engr design\ted 40-projects\04022 williams ave bridge\2000 prelim engr\2200 studies\project info memo\working files\memo-williams ave bridge-seismic retrofit and painting project info.docx EXHIBIT A Williams Ave. Bridge — Seismic Retrofit and Painting VICINITY MAP Lake N E W C A S T L F Was hang t-on LO 0) Q LL- Pi 07 NE nth St SL 1. Q9-02; RE N-T-D N CO (u Otto L'#SkY Rd 7 --SP'T92nd St Lake Williams Ave. Bridge — Seismic Retrofit and Painting AREA MAP 0 I N 3rd St z m _ son E Perimeter Rd m � � ssr� N?n d St Cedar Rives" Trad Exten ra a D0 2M8'7rarr High -of a m y Jones Park V LO cn c Sic 2 Liberty Park Cedar br NE 4a E a y River Park m m w Z rn m $E© U3 0 3 J a �j Prazza Park m N°v�$E EXHIBIT B Williams Ave Bridge — Site Photos (June 2019) Looking east(upstream) at bridge Looking west (downstream) at bridge TT Looking south at southern pier Looking north at northern pier Williams Ave Bridge — Site Photos (June 2019) x Y 1. t NAM � A.��• Looking west at northern pier (NE rocker bearing) Looking west at NE corner of main span t Looking east at northern pier (NW rocker bearing) Looking east at NW corner of main span Williams Ave Bridge — Site Photos (June 2019) Looking west under north approach span Looking south at easternmost spindle, north approach span all Looking east under north approach span Looking west under north approach span Williams Ave Bridge — Site Photos (June 2019) a s Looking north over bridge deck from south end Looking west at northern expansion joint 3 �L. Looking west at NW corner of main span Looking east at NE corner of main span EXHIBIT C � RSE,W.M- ;r[n �, ca W x iLLI /w,u.AMr ,A,�c nr. a r9 �' ,,�'� �,oe rag�'v�, ,�• � � .� � ��., �� PLAN a x� 9m9.,rai� 1,o,g,r, i OA UM Prrorre vb,�-Y—rer D£SIGIV NOTE$ GENERAL NOTES _-_ - -- --- - --------- --- --------- - - - - - GoodlrgN s si2-ram A-s.r 'Fa rs srnn be 2n,Deporrmenr afH hwvys,Sor+- ek«rsroF ..ur arcJstam aa,�mw,ta_ - wy do ds>a,r,�arerr>ra,�d¢mure- �s � l" cor f¢ .ru art naDr rvo�a NOTES m con>r�rcron,e red APr://sera a �i _ � , amended ro Decamber i 39. 10 A M'! / _ - n�L dL F helve 9 Se Sh 4 .e�.iv-Ax sa rha G lw'Pe n96�o�r oxe�o%ne feP a,/ '� �-e.,xnry Q»orvo s/i s orforz,s>irown a•e,.fha<,�c� otcflan as appmable ra the c - aer+° - , °„":ELf IfAT/ON Afp ch e'o`+e fbreyroinq Sfo dated u Prea Na 2 Scar '=10=0 a Na-3 Sp iPlcorio NOTE rdaa,�a mo �a��q uror,d>&ud APPAoX/MA7E QUAN7ITIeS ie einfor:nq del rb�fwrings and APPROACHES 8R/DOE Gws» .on.�mR.eaa• s-cc.A,c fdwl fsrirq ebvarivrz>have been r g Aoa I U. , ha D gr54' der,-se>or'ct.-,cr»e orc srmwn Y 4 1 5'" s!where m'Jiesa dro,.-rvgs. t' f -- > Y M,x - Af15Yucturo/St>e:C>rir>� au - �: g� ""'" 1415 CITY OF RENTON 1 19 WILLIAMS STREET BRIDGE I — - --- e� a AND APPROACHES FomuJae Bl and a serond fia/d � n'^r""=< or,w, ---- ---. 1 L<u.ms.y eza co c e a,aor Croce.-_ eaar e F c� e n no -- LRN (sera sos ca/z� .s,, Sae 5 r:at,dip erns Fvr 9 d -. .Szr. - N P TE PS E _ rlcu/err R iremenfs -. - f, 5 I I off F ss 2 I, eco roca- va� ,,,error 'n. iso '....33 ope Drains,npJare -. g n .e - y -_ u F aAx a 8'+ 4 rov" rBa-ko-fOf ' vc e.He< rr u� aZAITZIEZ r) II [e MAA YB NU racmaunca ROLL iSO FR 212 z c 1z'6 rig * Q F 1-4 t--{-�— Y .T z>-. m e s by=t .� - cea - G � r—�I-• _rtI—f,l i r' T T z rT 1 l T ( r V] � C-a�Jo. 2 c zoo 8 _ SECTION A 4, ,7�� -- L v. 'f , r x - � SECTION C C APPROACH e r 10ry a e , �t7 < TYOFREIvTON IDGE ..�, r-.-u T _�.- # ° WILLiL,atD STREET Bi AND APPROACHES NORTH ,.per -. e - ,3 P APPROACHSPAN ET a v D-1 SCALE i r �t�nora o- s SECTION D E-E TEO-4o-14/S - _ or o. r ROLL 180 FR 21 v y� e `- T , t / � B 1 F E J , h _ G SEJZ"N.Tj �z. - ��t� i I 'n IT^ H-8kE Tap 8dt _ n { 'T SECTION F-F I 1 T'�_�,.;�-. Fo.. U 9 •,5;�4��, m. 5 ♦ i 7 C fI }fi -- SHT.3 N +J< f t��r� J� Kai a1L i 4 ,I r - -' j �� i � 4DSHT 2 v Y a 1 z - 8 _ =- - Z s-1 Ck Ba C 5bb f 4 N —� V - Fbs iy nYS .I a -LEAN vj - souTH aPPRoncH s a �` J,- K� a�L VE`� c1 oEnr - i u suave ,--_- J._J K-K x i 1-_ �� CTY U4 REMTON JL TSIPF ELFV TI(DN OF RAILING -- v y �— �--.-_ �� WILLIAMS STREET 2RIDGE AND APPROACHES — a rt ' ., SOUTH APPRO4.CH-SPAN T J ors a - / �. 1, 'I C L SC �L DE L OL inl ............. .a.a. r— �{ _e .P /ice sWrvrvm 2B z6N ELEVATION L-L ROLL 180 FR 215 , _ d If N v sErr� al y G} o tis � r r'i 1 i�Tbd'!7✓� I g'�a,xi_=r�� - C/L� �i_i� e�.ke Pe.aM-nrez 3 ev.z.zv. � 6...• "tAdales E,,e 1-4 1 A i a s,z �. m ., �.„ Fsb o - �kv.95 Sete 4°-�'0' `t° z� - i ' A r ' V5 _ 1 - TTY-RENTON -._._....._.� ji/ i - WILLIAPAS STREET BRIDGE ixt-11Araue of sa.,tr �' J'l d rw rA�(�,l AND APPROACHES 4 '�f I f !�� swnneowaeaeeo� PIERS 2�3 1 D TE oT� i r �I r'PD-do-ld - rt. ROLL 180 FR 2't6 ypu� 4 1 �. 3 --. �n= .00££LEVAPDN a ana�: SmE)FIEYAT/O+'K �I n. .:om. 8a./ .,36 Y Web,@_ Y 6 t !. T. ns.}_54= LPN 'Yo � h y 6 DL11, d4Y£SLAB —c.arvJ � .' y a-�CK� 'o-, � s YFz - L R 1DWE2 S✓+�-'' PXF�a/CNO LOW£.2 S OG FIXED END — _� 141306 r`eaee a&ae ues 4. )) '--ems+ 7 a� sr rxsa"s'r'd CITY OP RENTON g i WILL MS STREET BRIDGE �v xs L6m yr H dr. AN6'APPR OACHES MAIN GIRDER FRG DING h _ ----_•, K tx�`Joi .m,('�TL✓ai.t !fib-1}l" __ v a> _ o av scrnrvEOM4928 c c'n "" ROLL 180 FR 217 _k TOP FLANGE OF EAST GIRDER WEST GIRDER SIMILAR -U " ic —— — .f s S".rb'� x56 ,.dc't INSIDE VIEW OF EAST GIRDER_ WEST GIRDER SIMILAR � f ¢`x A I 9'e L L — a — -- °�. S / ; \ I' � 'h b \�� '�+„ 5 oP�-,rzf Fprrr✓ias A-/. � r\c 1 f � �i i "`FU a�`',� I V"'+ r4c°•, I 1 r �..� R-MV7 Ci If flENTO VI STREET BI, ti ' 0 PART PL J- RQGh' SYSTEM ND APPROACHES MAIN CDR SPAN ETAIL5 o` } ENTER LATERAL oa o , SC LE A N 0 CONNECTION__ ° 5 GTIQN A A • - i r n c ROLL 180 FR 2`1 a _.. < ..: 4 ra,. _..�.__._.._ ! Ca✓ /b ,B:x__F ?• __- __._- __---.is9z(� if 3 fr-�3 f _ ,, _ s_ Fzw� z o x-V- TOP FLANGE OF EAST GIRDER -,�- .�Qcx. .ase P,r�b "M/a-s"ex<c�t c3_saow� I WEST GIRDER SIMILAR a- @r 5 &d E ♦ } i Bc x,�.-57"6"Wei f F Z. s - .._ —2]•, t i a's t t i BxB x� o.v a • 5'r s` 3 � eg� h h � 3 r�<non 4 Z Wb �5v5g >I' B 8 awn>s'Z'NS .-k - Fimah a.de Qe INSIDE VIEW OF EAST GIRDER / .. ;..... WEST GIRDER SIMILAR r/P 8.r p x4G 8 N B Splce .� 4/•/off Sc�a Or'.%/a Q.Is.p rned.moo/t /:.—i1 3z �' - a'SG di=33x /Gb✓r..�18 �p_r 39_¢" � !-Gove�fP .8 x xQi x 52=0" i ,.�— 'G,e _ w t•t t t•.t •t T"7 ah�-# _------- _ V 8� % $ :•g a S '0. 4 g I� 3 l WILLIAMS STRE T R z� re. t+ 1 f� ✓<r �A LU -I GE T_. ',. 2�p �,,,r moo.,�,u vim..a/. AND APPROACHES MAIN GDR, SPAN DETAILS.- BCN+nco pPfl Y 6 2Y4+ FART .PLAN OF FLOOR SYSTEM_ ,. / END E DOR BEAM AT BRIDGE o re,_ - ` P5 7 ROLL 180 FR 219 fA hwx�Yr n. ' t t f cu o yin V _ 17 _�7 7/f r it} o ,.c , i �, i _• F � T 7" kE - Jj MH f — 7 ,, F A7 4 - 71 1 � { ury of eE=mr y'yp —•— '�' WILLIAMS STREET BR DC-E I� AND APPROACHES f �- i I � y �'_ } vax� scwmo�azam ROADWAY DETAILS rC - i MAlXi E DE2 LA3�C¢CltfY. n ROLL 180 FR 220 'a.Mxa G6>fe BAR 15T litN ❑r - Q \'S - "- _ .h I i 9 5 1 25 e`T T 1 g r ��i � Ji"�4 S ••16 - Oi/fiom 9"��=t'vf',� � (�' aarn.,��r wail� m _ I, zi �z8"Y`✓RTERMA/N Qql f,z=�r�,2;7ACH 5P9N T I-✓ -- �. -Y' P2.f ✓dS[:Z�moo' y , ' I— s ® £ COPJCh'ETf TH4'P5TBLOCK FOR ze%a'BEND 9- El, 3 - I f1 EYATION elARJNG FACE c �oT L 16 Gl - z e 9 .a E +:-A s ^T ®ok -a O S STREE o��ti ( � - .SILL IAM rT ARICGc N `�APPRSPAIN BAR LIST _ W ATERMAIN DETAILS v �1ar m �rv' o. �d urx+EnanRzem,. E. ROLL 180 FR 221 I j �s� n-~zr r-rr a 6 @ 1 J� 64 yL0 -� - el {. "__Z cb,.1 to f �24 ke y I P tied ° / a 't_#— �.re �t �c Q, GKi"c tte Gv.6 �y�I ?T.34 ��r4 4.:09`93" "" E)a¢ 2725 � rb R,•2a` E < qq _ y- n�Z✓9K '/G 5 <r c >.vo ,G--r � M }8o m]a '�26,S ~'� 2 '15 ^..xistin9 �P Po!s ro he tl j 9 C ' t — I� f � "'m � _/ Y Movea day ornery -r-n ,ea J-c �'rr e Gter ?A...B 27C 0l z9. o Z 9 � tl ,q 8 C Pga fYt t?_ sue.. r m 2�.H tD.L {bt Fc � 2B 03 "SSkk O Z Shf 9 O for/s F A Fors s tee..-fc - p'� _ � u' ry yy Er nd�e vro ILLIAMS STREET NORTH / ? £7 2 ; 30 a{ � C.S Pipe r0 D erer �13C 1 �161 C. Conc. ' s \�6.75 FAQ kE WEST D N L NE �-�. z a � one, Q m� �zc>s �P�erd � z'�✓ef�f A,. � >k ee (ay o'ee) x.,6=�.Fr.,. ,o e ' p,7^--Cued-?Y5 l F 5 � R4 LO' -�-c",e.", JJ�0lb, — tk 24 59' O .r y cru _ 1f O �A R kc c 2a' 49l bAjO \`4� n.. >. _p y T VJILLIAMS STREET DRID6E - Jar AND APPROACHES fi 6nle� y'�' C-b C GNVcr NORTH APPROACH RDW'Y tay o eea� ' l ._- hecf_ h) a,j u„ PLAN I k ROADWAY SECTION .. 6..- b0 L � NOR.TN s_ ..c.o scamco mean won _ iao e.w cs _�mti ROLL 180 FR 22 c. 390 r11LX�--`4 `�-�l ..�u15¢, 3 � � God<.V✓ "Y•F, Ct�/ i+, {' Ewa F S8 £e E L � h 1, e i T r K�T ' �o / C°e a v G V� 2r p gst ,�y 5 � €.n9 ✓Anr�`ro c l 1 as so'E, ✓ l t r � I � Ar 2fA° r p .� 9 l�i• j II F E P 9 mcn T' ell 2 f� / /S o� naa a_ El, e vm sy 2c,& hjZD 4 ZB PHDFILE FEAST DRAIN LINEf 0 9+'R ` � �� _, �� fey �'�3 /�.F �/ D A k t n .o _9`G shed St 3u . ( �i Igi- W� IV, FR L ,a Ak G "- " / �� tWd •\�z �/ Via, ..ob4G�fh� �6: �E lef m.., o� so,9w v € t ROADWAY SECTION R 91� ,a 3g'b 2+75 boon D �NDPTN Y NOTES sCALE:I' A„ v e ¢suy .,< - o CITY OF FENTON WILLIAMS STREET.BRIDCE AND APPROACHES SOUTH APPROACH(,1 ROADWA°- P L A N &i fa ob. 4APNP DATE: .. �� ro y0 c (na� 54< a W.YxFDIIIP E!mp3 a a ni - � __ ROLL 180 FR 223 EXHIBIT D INDEX ,5HT, N0. TITLE SCHEDULE A: HOUSER WAY BRIDGE, FEDERAL PROJECT NUMBER BRM—1169(010) SCHEDULE 8, WILLIAMS AVE. BRIDGE, FEDERAL PROJECT NUMBER BRM—1155(00 1) DErars GENERAL NOTES I ALL�lLlLL,kL AND WORXMANSHZP SHALL IAL IN A-11-171 HE I OF.1___ LEGEND 0—rssa NDI-Y(L' —ATISSS 5tilLFS—AL LI'll—A tf— I —,1111 OF—._1—1 ILL.—1DESFCNED Ll sy A--—AS, "Lil—AS-—A—_____y_ 'AFLf"i 1112 TAKEM OR SOWN ON 5YI ET A SIAtuDAAO — 11.All BEEN"l, A,ACCELERATIONl S .1 I " WtffRE SECTION.V%EW ORA —5 SHOWN ON THE IIA11 All.—OI.�DFIGWAL DET-SIS 7�KAN IS 1- Ly THE G'i'YCFR64TON SA. LEE M.aN�p.G/ fiiH-,cx 'pERgprytyv/. DIMENSIONS All —It HE—1 ERRED Br llE CON?;CYOR All—RAIT L—A FlAttittlLf7i FlAl—PRO.LET 3fALL BE _UC ILL SAL—1- All—IL CONFORM 1 11 I ALL—71—11 11 1— VICINITY MAP THE CONSAACSOR SHALL—ALL NEW—C—C—Al AALL 11——Ir At —11,SlAAS—AS A —T_--I—W4SRX LI—11.WIIS — -. ....I�Al LPAT'—--l— 1 A 1 —ll—GI 0, ",—At" 11"—AND ittIlO fAINLWG SlIALLT IFONE— 0 ANO CfE iliS(Sl COAT LILLIS LLS EFA 11—A A-1-11 l—F,,AAW'c-,-" AL7—CbAr—li`,LlLDDE A—Ol'TITANIUM LI)ASi[I AND T l't'N'='R.X=_—M—M Z SUCH _11AII—CLAT.AIII—T T,7 S STAllAA`l�ff�11 A A—AFANCft0.4 ft0D5SLLALL Ill I—Af—A-77Ai IT ND n/^ AC 3U'-FY9EIJC43tCEANCIHM TEN—G A- -1 A.—I f PIA11'I'AS.—WIL OR A--ISSIA, —1 1 CISSWLTE—1 AND 11,1 1— 1 GE N —SUFA—5 ILL——,[S EIIAL iiO 11 lIfASANCHOn NW IAI 11— JrCITY 0: RENTON -221S "-6 9, COVER SHEET I's 7AIC 4".121151 ............. I "1 -1 Al I I-A-1—A I_f -T— T-- I- 19 18 17 18 15 14 13 12 11 10 9 8 7 6 RfU'ox J,0378 6 7 8 9 10 11 12 13 14 15 16 17 18 SEC. 17, T23N, R.5E., W.M. CITY OF RENTON PLEB 1 BRIDGE PLAN BAN BEARING BAR 2XZX) 6"-� B I'f A-1 A A--A-11 �11 UPPER PLATE CAP .1 Al 1-1- D ll�11TE 6-S �A I(-I -ER T A- i J 3 E 'A IA BUtT sl � Ll PLAN VIE TYPICAL RETROFIT OF MAIN SPAN EF-ARIN 1T F"SZI;ll C_IT A IT -Pll.1 A DETAIL 7-221T _�Ty 11 RENTO PIER PIER __� _ Z.w. _ i EA LAYOUT PLAN GENERAL PLAN&DETAILS 20 19 18 17 15 1r5 14 13 12 11 10 9 8 6 14 15 16 17 18 RAR 1)x V379 ' 6 7 8 9 10 1 12 13 1 SEC. 17, T23N., R.5E., W.M. CITY OF RENTON SPAN l o AN BRIDGE PLAN -Al —11—1 A OWCN IA T-2215 CITY OF R�F,NTON PIER PIER GENERAL PLAN LAYOUT PLAN RE"'i [A I f I F if At F. IA I I 19 18 17 16 15 14 13 12 11 10 9 8 7 6 ox 8 ' 10 11 12 13 14 15 16 17 18 RA�� 38 A% 7 17 BEARING "F HEARING R£MOYE EXISTING XEEFER BAR T REGION N0. STA�� FEDERAL PROJECT NO. f UPPER P A—SPAN A, 'AN EWD A"'A 'I IA El UPPER PLATE MODIFICA 770N I—E I,Nl L ATF 1A 7E PEDESTAL TOP O<Pi ER 2 OR j LPLA7 ExIsTimo NEW EXTENSION R ANCHOR ELE VA TI PLA All.1-1 -IF �W6 Mill PATE fG NEW dCAffNQ P LOWER PLA 7F MODIFICATION I -1l— H Ft- TYPICAL APPROACH SPAN BEARING RETROFIT6AI p1l DETAIL_rA_ TLI-2- 'A"MI""I, A-ANCHOR ROD 1EQ11AA BEARING) _ 0 LONER 1b, V ELEVATION END VIE TYPICAL MAIN SPAN EXPANSION BEARING RETROFIT PLAN T PLATE DETAILff) < 7 T-2215 F_ crry OF RENTON .I u>�waava+r or reeve wossa ELEVA 71 11—T-- A-A W TYPICAL MAIN SPAN FIXED BEARING RETROFIT j DETAILS DETAIL ..0 9:ct Mo-41-2216' _4 I A' I I f A I A I A I I I A I I I IA I I 19 18 17 16 15 14 13 12 11 10 9 8 7 6 f4iV)x 6 7 8 9 10 11 12 13 14 15 16 17 18 R _ J03 8 1 EXHIBIT E BRIDGE INSPECTION REPORT Page I of 5 Status:Released Printed On: 1116/2017 Agency: RENTON CD Guid:e4690c25-5b2l426c-b34d-aecbe33e431f CD Date:8/30/2017 Program Mgr: Roman G.Peralta Br. No. RENTON-03 SID 08526300 Br. Name WILLIAMS AVENUE BRIDGE C n WILLIAMS AVE Route On 52510 Mile Post 10.00 nter g CED R Route Under Mile Post Inspector C rt# G1103 Cert Exp Date 5/12/2021 Co-Gspector's SignatGre BLR F— Inspections Performed: 9 Operating Tons (1552) 4 No Utilities (2675)4 Structural Eval (1657) 33 2 Freq Hrs Date Rep Type 2 —Deck Geometry (1658) 0.82 Op RF (1553) 0 Bridge Rails (1684) 24 1.5 6/2712017 Routine 9 —Underclearance(1659) 19 17 elnventor�y Tons (1555) 0 Transition (1685) 24 4.0 6/27/2017 Fract Crit 8 —Alignment (1661) 0.49]Inv RF (1556) 0 Guardrails (1686) UW 6 Deck Overall (1663) 5 1 Operating Level (1660) 0 Terminals (1687) — Special 5 Superstructure (1671) A B Open/Closed (1293) 0.00 Asphalt Depth (2610) — Interim 6 —Substructure (1676) 8 —Waterway (1662) 10.0 Design Curb Ht(2611) UW] 9 —Culvert (1678) 5 —Scour (1680) 32.0 Bridge Rail Ht (2612) Damage 7 Chan/Protection (1677) Soundings Flag (2693) 1954 Year Built (1332) — — Safety N Pier/Abut/Prot (1679) N —Revise Rating (2688) 0 Year Rebuilt (1336) Short Span 5 Drain Cond (7664) —Photos Flag (2691) Y Subj to NBIS (2614) In Depth 1 Drain Status (7665) Measure CImc (2694) — Alpha Span Type: Geometric M Deck Scaling (7666) 6 —Sdwk Cond (7673) SG 5 Scaling Pct (7667) 4 Paint Cond (7674) 7 Deck Rutting (7669) 6 Approach Cond (7681) 7 Exposed Rebar (7670) 7 Retaining Wall (7682) Sufficiency Rating 45.80 FO 7 Curb Cond (7672) 9 Pier Prot (7683) High Risk BMS Elements Element Element Description Total Units State 1 State 2 State 3 State 4 12 Concrete Deck 3,720 SF 3,705 0 15 0 107 Steel Open Girder 220 LF 218 0 2 0 110 Concrete Girder 252 LF1 0 0 252 0 133 Truss Gusset Plates 41 EA 36 1 4 0 152 Steel Floor Beam 491 LF 311 5 175 0 205 Concrete Pile/Column 6 EA 6 0 0 0 212 Concrete Submerged Pier Wall 80 LF 80 0 0 0 215 Concrete Abutment 94 LF 94 0 0 0 234 Concrete Pier Cap/Crossbeam 80 LF 80 0 0 0 266 Concrete Sidewalk&Supports 1,490 SF 1,488 0 2 0 311 Moveable Bearing(roller,sliding,etc) 8 EA 0 0 8 0 313 Fixed Bearing 2 EA 2 0 0 0 331 Concrete Bridge Railing 90 LF 901 0 1 01 0 3571 Pack Rust 9 EA 01 1 1 81 0 BRIDGE INSPECTION REPORT Page 2 of 5 Status:Released Printed On: 111612017 Agency: RENTON CID Guid: e4690c25-5b2l-426c-b34d-aecbe33e431 f CD Date: 8/3012017 Program Mgr: Roman G.Peralta Br. No. RENTON-03 SID 08526300 Br. Name WILLIAMS AVENUE BRIDGE Carrying WILLIAMS AVE Route On 52510 Mile Post 10.00 Intersecting CEDAR RIVER Route Under Mile Post BMS Elements (Continued) Element Element Description Total Units State 1 State 2 State 3 State 4 361 Scour 2 EA 2 0 0 0 408 Steel Sliding Plate 53 LF 53 0 0 0 903 Inorganic Zinc/Urethane Paint System 9,100 SF 2,460 900 5,100 1 640 9060 (Discontinued)60'UBIT 1 1 FLI 1 1 01 01 0.� Notes 0 ORIENTATION The bridge is orientated south to north,Abut.I is south. River flows from east to west. Roadway traffic is southbound only. Pedestrian walkway under Span 3.Fencing in place around span 1.Accessible with UBIT at top of pier 2. 1 FRACTURE CRITICAL Procedure; FC Inspection-top and bottom flange of both plate girders;inspect welds and missing rivets in bottom flange.Site top flange for trueness. 3 MONITOR: Pack rust in gusset plate at floor beams. 11 LOAD RATING Sargent Engineers, Inc.load rated this structure in 2017 and included the single unit trucks and emergency vehicles.With the exception of the Type 3,load postings are recommended for all legal,permit,and emergency vehicles. 12 CONCRETE DECK: SURFACE:Scattered mud-ball voids throughout,wom to aggregate in the wheel lines.Some transverse cracking near mid-span.. Span 3-longitudinal hailine cracks east lane,small exposed rebar in wheel line,west lane. SOFFIT: Span 1-longitudinal and transverse cracks common between girders 1 B/C and 1 C/D.Between girders I E/F;2 spalls-10"diameter x 1-1/2"deep. Span 2-hairline pattern cracks not leaching-most concentrated between FB-4 and FB-6.One longitudinal leaching crack between F134/5. Span 3-hairline longitudinal cracks between girders 313-E.Soffit edges have longitudinal hairline and minor cracks at the horizontal construction joints. 107 STEEL OPEN GIRDER Both girders have speckled rust throughout.The exterior face of both girders have utility brackets attached to webs with fatigue prone Category D welds. 2A;at FB 4;gusset has 4 unseated rivet heads, not loose.Bottom flange at Pier 3 is bent 1/4"over 6". 213;bottom flange at FB 2-1 gusset section loss less than 5%due to laminar rust. Sixth inside vertical stiffener south of Pier 3 is bent 4";24"toward the south. 110 CONCRETE GIRDER Spans 1 and 3;six lines cast in place girders each span. Span 1,no defects noted. 3A @ P3:longitudinal crack along deck/girder interface. 3A and 3E;minor vertical hairline flexure cracks mid-span. 3B-3D;concentrated vertical hairline to narrow flexure cracks mid-span. 3E/3F @ P3: 3"x 1"spall in diaphragm at utility line. 133 GUSSET PLATE FB 1 at girder 2B bot plate has 3/4"thick pack rust-some section loss in plate. FB 2 at 2B gusset plate has been heat straightened. FB 4 plug welds at center gusset plate. FB 5 3/8"pack rust at 2B bot plate. FB 7 3/8"pack ryst at 2B bot plate. FB 8 center gusset-damaged rivet head. FB 8 bottom gusset at 2B is bent upward 1/2"over 2". FB 9 gusset-1/8"section loss at 2B,plate is deflecting near girder 1/2". FB 9 plate has 4 of 6 rivets not fully seated;connection does not appear loose. BRIDGE INSPECTION REPORT Page 3 of 5 Status:Released Printed On: 11/6/2017 Agency: RENTON CD Guid:e4690c25-5b21-426c-b34d-aecbe33e431 f CD Date: 8/30/2017 Program Mgr: Roman G.Peralta Br. No. RENTON-03 SID 08526300 Br. Name WILLIAMS AVENUE BRIDGE Carrying WILLIAMS AVE Route On 52510 Mile Post 10.00 Intersecting CEDAR RIVER Route Under Mile Post Notes (Continued) 152 STEEL FLOORBEAM Span 2-floorbeams are numbered from P2 as follows: FB 0 is the first full width beam. FB 0.5 is the partial width beam from FB 0 midpoint to girder 2B. FB 1 through 11 are full width beams skew to the piers. FB 11.5 is the half width beam on the north end of span 2 and FB 12(above P3). CONDITION:All floorbeams have chipped paint with speckled rust throughout, most pronounced on the north side webs. Lateral braces have some surface rust.Rocks found on most lower flanges,(north face). Pack rust at most gusset plate connections. FB 2,4,6,8 and 10-have center cross brace gusset plate connections,with category D welds. FB's 3,5,6,7, 8,9 and 10 pack rust from 1/4"to Y4"thick,east and west gusset plates. FB I &2 pitting at web ends near each girder up to 30%deep near connections. FB 3 west web-4"dia.area heavy pitting with open pin hole near bottom flange at plate.East-diagonal bracing has been replaced. F13 5 Pack rust 3/8"between bot flange and plate at girder B FB 7 Pack rust 3/8"between bot flange and plate at girder B FB 11 rust along top flange east end. 205 CONCRETE COLUMN 6 concrete plinths-three each on top of intermediate piers 2 and 3. 3-1 C spall 15"x 12"north face with exposed rebar. 212 CONCRETE SUBMERGED PIER WALL Pier walls water abraded to approx.5 ft.below pier cap.Few hairline vertical cracks and some small spalls along the top of cap. P2-has 12'x24"spall at waterline-north face. 215 CONCRETE ABUTMENT The concrete abutment quantity includes the wingwall lengths. Few hairline vertical cracks,concentrated at utility cut out locations.Abutment 1 diagonal leaching crack at west corner.Chainlink security fence around span 1.Access from OBIT bucket at pier 2. 234 CONCRETE PIER CAP P3 south face-some hairline vertical and longitudinal cracks. 266 CONCRETE SIDEWALK SURFACE-Transverse cracks both sidewalks. NW and NE joints at approach have been ground to level from previous settlement. See Note 1672 for curb details. NE spall on approach side of joint. SOFFIT-All spans east side above suspended utility; spalls centered between floorbeams directly above utility line,many with exposed rebar. 311 MOVEABLE BEARING SLIDE BEARINGS: Piers 2 and 3 concrete girder end diaphragm;three sliding plate bearings,each mounted on concrete plinths.Bearing bottom plates have minor surface rust.Bearings appear to be frozen at all plinths.Slide bearings are numbered 2A through 2C, at pier 3, 3-1A through 3-11C. ROCKER BEARINGS: At Pier 3. No change in rocker bearings, Both bearings appear to be frozen. No cracking in paint at pins or rocker foot to indicate movement.Last coat of paint applied in 1997. 2008 P-3 tipped 8*N @ 70'F. 2011 P-3 tipped 8'N @ 52'F. 2013 P-3 tipped 8'N @ 65'F 2015 P-3 tipped 8'N @ 67°F 313 FIXED BEARING Bearing 2A(north side base plate anchor bolts)and 2B(all)base plate anchor bolts are bent approximately 1/2"over 2". 331 CONCRETE BRIDGE RAILING Spans 1 and 3 have concrete baluster bridge rails.Span 1 -west rail base near the south abutment has an 8"hairline crack Span 3-west rail;at the rail base along interface with slab-longitudinal open crack from south end 6'north NW corner of the main steel span is bearing hard against the west concrete rail of span 3.Concrete is cracking. NE corner of main steel span has 1.5"clearance gap from concrete rail.SW corner few small spalls at end,no bar exposed. 357 PACK RUST Floorbeams 1,3,4,5,6,7, 8,9 and 10 have pack rust. See element note 152. BRIDGE INSPECTION REPORT Page 4 of Status:Released Printed On: 11:6/2017 Agency: nEmTow ooGum:mmououe-5uu1-42eo-bo4u-aevbvaae4a1r oo Date: nmo/2n1r Program Mgr: Roman G.Pon,Ua 0r. No. RENT0N-03 SIQ 08526300 Br. Name WILLIAMS AVENUE BRIDGE Carrying WILLIAMS AVE Route On 52510 Mile Poet10.0O Intersecting CEDAR RIVER Route Under Mile Post BRIDGE INSPECTION REPORT Page 5 of 5 Status:Released Printed On: 11/6/2017 Agency: RENTON CD Guid:e4690c25-5b21-426c-b34d-aecbe33e431f CD Date: 8/30/2017 Program Mgr: Roman G.Peralta Br. No. RENTON-03 SID 08526300 Br. Name WILLIAMS AVENUE BRIDGE Carrying WILLIAMS AVE Route On 52510 Mile Post 10.00 Intersecting CEDAR RIVER Route Under Mile Post Notes (Continued) 7681 APPROACH ROADWAY South approach;approximately 1/2"of settlement, raveled edge on asphalt at butt joint.Pattern cracking, most filled with sealant. North approach settlement in both lanes near curbs.Open crack and pothole at NW corner to butt joint. NE settlement and poncling at curb line near butt joint. 9060 UBIT No overhead obstructions. Low vertical clearance under span.2 lanes of one-way, traffic can be channeled around worksite. Gas utility line attached to exterior west girder. Repairs Repair No Pr R Repair Descriptions Noted Maint Verified 10002 2 B DRAINS 7/12/2013 Drains are plugged 1.Clean drains Inspections Performed and Resources Required Report Type Date f Leq Hrs "s CertNo Coinsp Note Routine 6/27/2017 24 1.5 MAG GI 103 BLR Fracture Critical 6/27/2017 24 4.0 MAG G1 103 BLR Equipment 6/27/2017 24 4.0 MAG GI 103 BLR Schedule UBIT inspection during low flow season, due to limited vertical clearance under span. Resources Hours Min Pref Max Freq Date Need Date Override Notes UBIT 60 60 60 SDOT UB-60 used Flagging LA LA LA City of Renton flagging contact: Derek Akesson at 425-430-7243. Informational 4/28/2017 CAM G1405 This informational report updates the load rating data. cu a) > C)) (a 0 cu CL a) 0 CL ccm E c 0 C: cm 0 co 0 a) M r 1- a: 0 CL E ce) 0 (n=3 0) x o w " C6 �o Z (1) C14 0 -"e CL co a) (1) a)'IT -C 0 I cu 0. CO M > Co C> E (0 C- a) — a) =1 -0 C:, -a > ca — CO a) (D o (D W -a 0 to 0 r— C-- :3 C: "a ca " =1 m cu 0) a) a) r r a)CY) It CL CD— C6 -'Z Cn �5 CL a) 0 cu M a) > CL co 0 Cl) c E m 0 E w -o LO (D o 0 a) Co " tea, `-' 2cu (,Du -0 , cu :, m CD Ca 2? 'T EL r- 2 CU m U- LL 0 cu cn O Z CU c cu -0 M LL i5 ca 0 1 0 ch E (D (D a) 0 a) a) a) C: a) �o (D 0 -2 -U, CL cu c a) 0 0 j5 C: 0 0 a) CL o co -0 T co W 0 Z m 0 0 0 (_D :3 a- z z z co CN 'o a) L. C: < .0 0 ;� C D --r- cL (D CL —, , 0 o a) L- y 00 E :3 w C 4) '2 cm ui 0 o Cf) r (D L— = c E En 4) LL z (D 0 (D = c M LL C) (D 0 < m : .5 ro E w E x o -2 'a m co CL ca m CO 0) (D 2 (D co (D V) �6 E -0 cL a> E 0 C (D E2 CD a) (D Nr2_ z 0 U) 0 tU > 0 0 co w uj m x (D z 0 0 E cc 0 0 0 (D c t CU cL > a c0 cL 21 C: (D LL o cu cu Co Cl CL CL OL co 0 cc c L) C L Q) 0 F CL 0 cu cc m M 0) S c 0 o) > < CL E c) E r =3 co 0 z C z E ca (D CL cli N N CN 4) cn a 0) rn w 0 o 0 C> 0 m 0 r- m Q tm 0 E co (D 2 0c (a 0 (D -2 ca a) �c 04 m Eca D w=3 —10 0 0 a z Co 0 c 0- 0 a- aaa) a C > a 6 00)- 0 Co cu a) 0) CL a) Ch (D - q a) C: C) -0 :3 (D (D CL 0 .0 (0 0 ca 0) r C: a) a) a) r..i -0 co a) c CL.C: a) A-- A-_ a) 0 FU CD CD 2 Co a) C: 0 a) (D 0 Q. W M 0 U) -a 0 - 0) w U") 00 C: — a C) V cc cu m E c: a) = 4- cn 0 a) = 0 (n o a) cn — . — a) = 6) a a) (D ca o w 0 CS 3: (a C o CL 0 (D C: M cm o C14 a) w> ui C: m -0 ic CY) > -a (D a>C -�e C)-.C: cu o a) a) 0 LL a) 0 CL 3: 0 M— 0 a).— c: 0- — " a) 0 CIO (a U- (D —0- Cc$ cm C: 3: ca -0 — L.L (D 0 C: C: 0) ca I— — 0) 0) (D 0 C)c: 0 m cn CO m a) 0 -0 CL a) — a M C L 9) :3 . -O. cu > M (D 4) Cal —CU (D C (D a) m 2 or- C)1 0 0-W TD Cco —M 1P E o C)- (D m 04 .0 . = = 2 t E (D od Q) m E m m 0 0 -0 E 0 a) m _ (D c C4 M 0 It 00 C: 0 LL 0 C: 0 0) 0 0 0 0 CL It i m 1:6 1.6 *� C6 126 �:6 cc (D m CY) U- m LL 0 U- LL -0 U- LL LL U- W 0 0 0 m E2 76 m 0 :3 C:2) :3 a. z z U) c U) CN .2) Z5 t5 M .2a 0 a) o 0 CL = 04 16 0) = am 5 5 U) ca -2 co 5 6 U) '2 co c: ui E C\l co C: QL 0_ CY) C/) m E cy) Co CIO L— c: E LL z 0 (D a) m0 LL (D m .0 E (D L rn rn E Z, x 0 (n m m CD co E (D m ca m L- =3 CU co a) a) —to w a) CL 0) (D E �5 E 15 - (D c: a) c: co w a) (.) 0 J= m X-- a) 0 z (D C) C/) Oo 0 0 m w w m = (D > CL 0 LL z 0 Z5 t 0 m E co(D C: 0 cj 6 m m U- cu ca cati L- 0 OL D Q. c 76 U) (f) toE , a-0 F 0 CL a) co 0o 0 , CL E •r " (/) 9 0 M C: cm 0 > aCL .0 a) m < 0) E E co =3 m CL Z z E w O a) a) .!g -6 cc CN N 04 15 4) 0. C tm CD :3 cn (D < m cb 0) > m w 0 BRIDGE INSPECTION REPORT Page 1 of 17 Status:Released Printed On: 11/7/2017 Agency: RENTON CD Guid:e4690c25-5b21-426c-b34d-aecbe33e431f CD Date: 8/30/2017 Program Mgr: Roman G.Peralta Br. No. RENTON-03 SID 08526300 Br. Name WILLIAMS AVENUE BRIDGE Carrying WILLIAMS AVE Route On 52510 Mile Post 10.00 Intersecting CEDAR RIVER Route Under Mile Post RENT-03 DECK AND RAILS (root) Photo Type: (none) Orientation: S Date: 6/27/2017 Repairs: FROM N APPROACH RENT-03 *� r ELEVATION {root) , Photo Type: (none) Orientation: SE vex- r� Date: 6/27/2017 Repairs: r WEST FACE FROM OBIT ; e - ti / • 1 i # BRIDGE INSPECTION REPORT Page 2 of 17 Status:Released Printed On: 1117/2017 Agency: RENTON CD Guid:e4690c25-5b21-426c-b34d-aecbe33e431f CD Date: 8/30/2017 Program Mgr: Roman G.Peralta Br. No. RENTON-03 SID 08526300 Br. Name WILLIAMS AVENUE BRIDGE Carrying WILLIAMS AVE Route On 52510 Mile Post 10.00 Intersecting CEDAR RIVER Route Under Mile Post RENT-03 ABUTMENT1 {root) Photo Type: (none) Orientation: S Date: 6/27/2017 Repairs: AT GIRDER B • ��„r��7.;+r�y,X4�''Yy:h i >. yip ±,:' �. ,, , RENT-03 PIER 2 - {root) 1 Photo Type: (none) Orientation: S Date: 6/27/2017 Repairs: AND CHANNEL,ARMOR ON BANKS s' BRIDGE INSPECTION REPORT Page 3 of 17 Status: Released Printed On: 1117/2017 Agency: RENTON CD Guid:e4690c25-5b21-426c-b34d-aecbe33e431f CD Date: 8/30/2017 Program Mgr: Roman G.Peralta Br. No. RENTON-03 SID 08526300 Br. Name WILLIAMS AVENUE BRIDGE Carrying WILLIAMS AVE Route On 52510 Mile Post 10.00 Intersecting CEDAR RIVER Route Under Mile Post RENT-03 PIER 3 (root) Photo Type: (none) Orientation: N Date: 6/27/2017 Repairs: AGGREGATE BAR AND WOODY _ DEBRIS 4W RENT-03 DRAINS (root) Photo Type: R-Repair Orientation: DN Date: 6/27/2017 Repairs: PLUGGED DRAINS ON DECK BRIDGE INSPECTION REPORT Page 4 of 17 Status:Released Printed On: 11/7/2017 Agency: RENTON CD Guid:e4690c25-5b21-426c-b34d-aecbe33e431f CD Date: 8/30/2017 Program Mgr: Roman G.Peralta Br. No. RENTON-03 SID 08526300 Br. Name WILLIAMS AVENUE BRIDGE Carrying WILLIAMS AVE Route On 52510 Mile Post 10.00 Intersecting CEDAR RIVER Route Under Mile Post RENT-03 JOINT NORTH (root) Photo Type: (none) Orientation: E Date: 6/27/2017 Repairs: STEEL SLIDE PLATES L t' a t CHANNEL I UPSTREAM {root) Photo Type: (none) Orientation: E Date: 6/27/2017 >� - Repairs: AGGREGATE BAR ON RIGHT BANK r - y BRIDGE INSPECTION REPORT Page 5 of 17 Status:Released Printed On: 11/7/2017 Agency: RENTON CD Guid:e4690c25-5b21-426c-b34d-aecbe33e431f CD Date: 8/30/2017 Program Mgr:Roman G.Peralta Br. No. RENTON-03 SID 08526300 Br. Name WILLIAMS AVENUE BRIDGE Carrying WILLIAMS AVE Route On 52510 Mile Post 10.00 Intersecting CEDAR RIVER Route Under Mile Post RENT-03 APPROACH SOUTH {root} Photo Type: (none) Orientation: E - - Date: 6/27/2017 Repairs: PATTERN CRACKING IN ACP ON S APPROACH - r y� -- - - RENT-03 DECK SPAI.LS {root} Photo Type: (none) Orientation: UP Date: 6/27/2017 Repairs: WITH EXPOSED BAR ABOVE UTILITY LINE EAST SIDE BRIDGE INSPECTION REPORT Page 6 of 17 Status:Released Printed On: 111712017 Agency: RENTON CD Guid:e4690c25-5b21-426c-b34d-aecbe33e431f CD Date: 8/30/2017 Program Mgr: Roman G.Peralta Br.No. RENTON-03 SID 08526300 Br. Name WILLIAMS AVENUE BRIDGE Carrying WILLIAMS AVE Route On 52510 Mile Post 10.00 Intersecting CEDAR RIVER Route Under Mile Post RENT-03 SPAN 1 - — SOFFIT {root) Photo Type: (none) Orientation: UP Date: 6/27/2017 Repairs: LONGITUDINAL CRACKS IN SOFFIT BETWEEN GIRDERS B AND C T b � RENT-03 FB 4 - {root) Photo Type: (none) Orientation: E Date: 6127/2017 Repairs: PITTING AND PACK RUST AT GIRDER B AND FB-4 t 'low ...oF' BRIDGE INSPECTION REPORT Page 7 of 17 Status:Released Printed On: 11/7/2017 Agency: RENTON CD Guid:e4690c25-5b21-426c-b34d-aecbe33e431f CD Date: 8/30/2017 Program Mgr:Roman G.Peralta Br. No. RENTON-03 SID 08526300 Br. Name WILLIAMS AVENUE BRIDGE Carrying WILLIAMS AVE Route On 52510 Mile Post 10.00 Intersecting CEDAR RIVER Route Under Mile Post RENT-03 FB WEBS z {root} ' Photo Type: (none) sue' Orientation: SE Date: 6/27/2017 •�'�� +r Y" Repairs: PEELING PAINT AND CHIPS ON MOST FB WEBS �r i RENT 03 FB 5 PLATE {foot} Photo Type: (none) Orientation: E Wr Date: 612712017 Repairs: GUSSET PLATE AT GIRDER B BENT FROM PACK RUST • , 3 BRIDGE INSPECTION REPORT Page 8 of 17 Status:Released Printed On: 1 1 17120 1 7 Agency: RENTON CD Guid:e4690c25-5b21-426c-b34daecbe33e431f CD Date: 8/30/2017 Program Mgr. Roman G.Peralta Br.No. RENTON-03 SID 08526300 Br. Name WILLIAMS AVENUE BRIDGE Carrying WILLIAMS AVE Route On 52510 Mile Post 10.00 Intersecting CEDAR RIVER Route Under Mile Post RENT-03 FB 3 BRACE (root) Photo Type: (none) Orientation: UP Date: 6/2712017 Repairs: - EG REPAIRED BRACE AW *� 06120 17 19 : 471?' RENT-03 BARING w'7 313 {root) Photo Type: (none) Orientation: W Date: 6/27/2017 Repairs: ,► _ - TIPPED NORTH NO CHANGE -21f d, BRIDGE INSPECTION REPORT Page 9 of 17 Status: Released Printed On: 11 712017 Agency: RENTON CD Guid:e4690c25-5b21-426c-b34d-aecbe33e431f CD Date:8/30/2017 Program Mgr: Roman G.Peralta Br. No. RENTON-03 SID 08526300 Br. Name WILLIAMS AVENUE BRIDGE Carrying WILLIAMS AVE Route On 52510 Mile Post 10.00 Intersecting CEDAR RIVER Route Under Mile Post RENT-03 FB 8 B -- {root} Photo Type: (none) Orientation: E Date: 6/27/2017 Repairs: BENT GUSSET PLATE FROM PACK RUST 0 3 27-1.20,4, RENT-03 FB 4 B {root} Photo Type: (none) Orientation: E Date: 6/27/2017 Repairs: PLATE BENT FROM PACK RUST ,I I. : 35 BRIDGE INSPECTION REPORT Page 10 of 17 Status:Released Printed On: 1117/2017 Agency: RENTON CD Guid:e4690c25-5b21-426c-b34d-aecbe33e431f CD Date: 8/30/2017 Program Mgr: Roman G.Peralta Br. No. RENTON-03 SID 08526300 Br. Name WILLIAMS AVENUE BRIDGE Carrying WILLIAMS AVE Route On 52510 Mile Post 10.00 Intersecting CEDAR RIVER Route Under Mile Post RENT-03 FIB 3 A {root} Photo Type: (none) Orientation: W Date: 6/27/2017 Repairs: HEAVY PITTING IN WEB WITH OPEN HOLE <, r 1 I RENT-03 BARING "" 3B {root} Photo Type: (none) y Orientation: E ' Date: 6/27/2017 Repairs: NO GAP BETWEEN SPAN 2 AND 3, CONCRETE CRACKING IN 3 BRIDGE INSPECTION REPORT Page 11 of 17 Status:Released Printed On: 1117/2017 Agency:RENTON CD Guid:e4690c25-5b21-426c-b34d-aecbe33e431f CD Date:8/30/2017 Program Mgr: Roman G.Peralta Br. No. RENTtON-03 SID 08526300 Br. Name WILLIAMS AVENUE BRIDGE Carrying WILLIAMS AVE Route On 52510 Mile Post 10.00 Intersecting CEDAR RIVER Route Under Mile Past RENT-03 ABUTMENT 4 �+- {root} -- - Photo Type: (none) Orientation: SE L• Date: 6/27/2017 - Repairs: BACKWALL AND APRON AT TRAIL 1 RENT-04 ELEVATION {root} Photo Type: (none) Orientation: W Date: 6/27/2017 Repairs: NOTE CHANNEL AGGREGATION ALONG RIGHT BANK BRIDGE INSPECTION REPORT Page 12 of 17 Status:Released Printed On: 1117t2017 Agency:RENTON CD Guid:e4690c25-5b21-426c-b34d-aecbe33e431f CD Date: 8/30/2017 Program Mgr:Roman G.Peralta Br. No. RENTON-03 SID 08526300 Br. Name WILLIAMS AVENUE BRIDGE Carrying WILLIAMS AVE Route On 52510 Mile Post 10.00 Intersecting CEDAR RIVER Route Under Mile Post 104.RENT-03 6-4 -15 PAINT Photo Type: (none) Orientation: Date: 2/13/2017 Repairs: Rust between plates and floor beamsIr 1 FW RP 106.RENT-03 6-4 -15 4 PAINT ' Photo Type: (none) •s ' Orientation: i Date: 2/13/2017 ' Repairs: inside web rust blooms f BRIDGE INSPECTION REPORT Page 13 of 17 Status:Released Printed On: 1117/2017 Agency:RENTON CD Guid:e4690c25-5b21-426c-b34d-aecbe33e431f CD Date:8/30/2017 Program Mgr:Roman G.Peralta Br. No. RENTON-03 SID 08526300 Br. Name WILLIAMS AVENUE BRIDGE Carrying WILLIAMS AVE Route On 52510 Mile Post 10.00 Intersecting CEDAR RIVER Route Under Mile Post 093.RENT-03 6-4 PAINT Photo Type: (none) Orientation: Date: 2/13/2017 Repairs: Algae on webs and bottom flanges f i� 048.RENT-03 6-4 {— 'F -15 PAINT i Photo Type: (none) Orientation: Date: 2/13/2017 Repairs: =, Floorbeam web chipped paint • h w �4 i AIL `. • i a• t :x a ��► j , �, • — A# ' Q imp 1 1M WAMIS BRIDGE INSPECTION REPORT Page 14 of 17 Status:Released Printed On: 11/712017 Agency: RENTON CD Guid:e4690c25-5b21-426c-b34d-aecbe33e431f CD Date: 8/3012017 Program Mgr:Roman G.Peralta Br. No. RENTON-03 SID 08526300 Br. Name WILLIAMS AVENUE BRIDGE Carrying WILLIAMS AVE Route On 52510 Mile Post 10.00 Intersecting CEDAR RIVER Route Under Mile Post 044.RENT-03 6-4 _,_ -95 � � PAINT Photo Type: (none) 0 A► t All Orientation: Date: 2/13/2017 • ' Repairs: Floorbeam web with chipped and peeling a J •; f ,; paint j •r ♦' 2. a � SIP . i i � ." !' v , � 1 • � ♦ •ice , �`' IL 045.RENT-03 6-4 -15 r'� w-A PAINT . + Photo Type: (none) Orientation: Date: 2/13/2017 Repairs: Rust on rivet heads v r'� J � k N. _r,,S-U BRIDGE INSPECTION REPORT Page 15 of 17 Status:Released Printed On: 11f712017 Agency:RENTON CD Guid:e4690c25-5b21-426c-b34d-aecbe33e431f CD Date: 8/3012017 Program Mgr.Roman G.Peralta Br. No. RENTON-03 SID 08526300 Br. Name WILLIAMS AVENUE BRIDGE Carrying WILLIAMS AVE Route On 52510 Mile Post 10.00 Intersecting CEDAR RIVER Route Under Mile Post 030.RENT-03 6-4 -15 PAINT Photo Type: (none) Orientation: Date: 2/13/2017 Repairs: blistered paint on gusset plates rjar - ,w, I VON 024.RENT-03 6-4 -15 PAINT Photo Type: (none) Orientation: Date: 2/13/2017 Repairs: rust on stiffeners and rivets r f ti� BRIDGE INSPECTION REPORT Page 16 of 17 Status:Released Printed On: 11 M2017 Agency:RENTON CD Guid:e4690c25-5b21-426c-b34d-aecbe33e431f CD Date: 8/30/2017 Program Mgr:Roman G.Peralta Br. No. RENTON-03 SID 08526300 Br. Name WILLIAMS AVENUE BRIDGE Carrying WILLIAMS AVE Route On 52510 Mile Post 10.00 Intersecting CEDAR RIVER Route Under Mile Post 026.RENT-03 6-4 -15 PAINT Photo Type: (none) Orientation: Date: 2/13/2017 Repairs: At' rust on longitudinal stiffeners 023.RENT-03 6-4 -15 PAINT Photo Type: (none) Orientation: Date: 2/13/2017 Repairs: rust bloom on floor beam upper flanges WUWashington State WSBIS Local Agency Inventory Report P Department of Transportation Ipin 2to1 2132 let. take 101 =3 lift 2181 Me 21. in. like Strueruca ID Bridge Name., Bridge Name j O g CRY Location I LatRude Lamarche Bridge ID 2 08526300 RENTON-03 WIL IAMB AVENUE BRIDGE 1 04 1 4 17 1070 0.2M NORTH SIR 900 17 23 05E 47'29'03,54" 122'12'22.77' 1 47'29'02.90" 122'12'2350" 1p. 1266 1206 Im Isle 1293 1292 2296 72ae printed Sufficiency Rafing: Feature Intersected Facade.carded -,an I$I i rips Q n S Date 45.80 Item 27105R I nO FO loar villrofFo Facilities I — 111712017 CEDAR RIVER WILLIAMSAVE I NW 1371 0 157745 3 N A 4 High Mai, 1382 I= 13. 2a48 Is. IRS, IM 1360 take taBJ 111.1112 18T0 1374 1— 13" 1382 1383 like ". nail late — 1— Year Y., Bridge NETS Length M'd " Lane Curb to Curb Widow Sidineolk Si N? I App, I min an min Vert Van M g Let Let Min 0 Nav Vert Nav Hod lift ev Vert Built Rebuilt 1-cup Span Length On Dick width Deck Alft Left Right Over Deck Under Cade Under Right Cents Under�ft Clear -. Lift Clear 5 Salary Layout 1954 0 156 110 2 24.0 35.0 41 41 20 N 99'99" 00'00" N 0.0 NJ 0.0 0 0 0 0 36 I= 1433 11. 1.5 2440 1446 real 1.a — trial 1.7 14n 1409 .1. 74M IM 1414 like lon 1487 109 1490 laa, teal 1496 14" 1413 2441 Truck Fature, Linear Las LRS Mi.pne Fed M �z �M Funce Creasing FR III jalacurehl.l.b., Wagner ADT FuAftium ADT DTy.a, Z' p can % ADT System Sub Santa# . ce Cie. z at reutien rs Route all Reverse 01, Route 1 5 1 52510 10.00 �E1528 14 2015 2000 2035 52510 Y 1155 0 0 0 0 16 N 1 0 24!00' 1 25 102 im Ion talk fluar t541 unut 1M5 Rate '147 — the lM leel t662 1563 1664 late nake t585 1W8 net IM pain M, Main Met. Appr Appr Number Number Service D. Design Ope, Clear Op., 1. Inv Ime Dealt; ,,,auct Load Rating Rading Eftlng Rating Rating Rating i; BorderStruclurefl) pact Add Phepect N. V't'6 I Membrane Deck SI I Exemption Span Spun Spun "". Main Age, Service at n Design Material Design Matcher Design Space Spun. Cm Under Type Surface Cd. Mab.d Ton. Fact., Mathad Tchur, Pa. 3 03 1 04 1 2 5 5 1 1 0 0 4 1 33 1 19 it.. 2 29 0.82 17 0.49 M? 26k8 me Zela 2.1 —2 ago 25e4 —1 2... 71g2 7M 78M Run 7636 707——7140 Mi 48" Ikea 1— 2053 2... Ilea} 1873 28T0 laid IM 2k0 'u 14.1 0;�.192 ru Imp Roadway Chat Slid, E— Load waterway/ 9 B 'u OLI OL2 1: 5:2 9-, StrndC..t RdyC.at Rating Prop Imp g, R Length Wft Per SF Year 15 it 19 ra F B U N 5 3 N F N 2 35 1 Ise 38 400 1186 237 M 2371 2014 Y 1,09 0.90 0.88 0,70 0.93 0.88 0.80 0,71 067 l.tandna care Inspector Gert N. C—p— Ruth, 1.p__ Da lose te .=Mun, Cede. cencep— In.pecle.h pate awls— Cart No —neplanal Safety — T Routine E612712017 MAG I G1 103 BUR UWlnterim short span Report Fracture Critical _, T Interim Inspection W27/2017 MAG G1103 BUR Geometric I Into CAM G1405 Types Special Feature n Depth +412.2.11 Underwater Darnage Inventory EXHIBIT F G BRIDGE LOAD RATI N G for CITY OF RENTON PUBLIC WORKS DEPARTMENT Williams Avenue Bridge Bridge # RENTON-03 SEI Project No. A17110.01 By: J.J. Weiks & C.A. Mallow Original: April 2017 Revised: August 2017 SJ*WGENT Sargent Engineers,Inc. 320 Ronlee Ln NW Olympia,WA 98502 • Tel 360 867-9284 Fax 360 867-9318 Bridge Rating Summary E i t 51096 i 3 PE Stamp Bridge Name: Williams Avenue Bridge Bridge Number: RENTON-03. Span Types: 3-Span Bridge: (2)Concrete Approach Spans, (1) Steel Main Span Bridge Length: 155'-3" Design Load: 1-115-S12-44 Rated By: J.J.Weiks j Checked By: C.A. Mallow Date: April 2017 i Inspection Report Date 6/4/2015 Substructure Condition 6 Rating Method LFR Deck Condition 6 Overlay Thickness 0" Superstructure Condition 5 Truck RF(INV) RF(OPR) Controlling Point Type 3 0.65 1.09 Approach Span Floor Beam, Shear @ center support Type 3S2 0.67 1.13 Approach Span Floor Beam, Shear @ center support Type 3-3 0.70 1.18 Approach Span Floor Beam, Shear @ center support NRL 0.52 0.86 Approach Span Floor Beam, Shear @ center support SU4 0.56 0.93 Approach Span Floor Beam,Shear @ center support SU5 0.53 0.88 Approach Span Floor Beam,Shear @ center support SU6 0.53 0.88 Approach Span Floor Beam, Shear @ center support SU7 0.53 0.88 Approach Span Floor Beam,Shear @ center support OL-1 0.48 0.80 Approach Span Floor Beam,Shear @ center support OL-2 0.43 0.71 Approach Span Floor Beam, Shear @ center support NBI Rating RF Tons Controlling Point Inventory(HS-20) 0.49 18 Approach Span Floor Beam, Shear @ center support Operating (HS-20) 0.82 30 Approach Span Floor Beam, Shear @ center support Remarks: The bridge is within one-road-mile of 1-405;therefore, emergency vehicles specified in the FAST Act's Memorandum dated Nov. 3,2016 are included. Resistance factors used reflect the reported condition of each element. Bridge Rating Summary (Emergency Vehicles) If the structure is within one-road-mile of the National Network of highways,then load rate the following vehicles and post as required. Trucks RF(INV) RF(OPR) Posting Load in TONS Type EV2 0.52 0.86 25 Type EV3 0.37 0.62 27 WSBIS Coding Recommendations WSBIS 1550 - Design Load 2 H 15 i Operating Rating: WSBIS 1551 - Rating Method 1 Load Factor(LF) reported by tons WSBIS 1552 - Rating Tons 29 Tons Inventory Rating: WSBIS 1554 - Rating Method 1 Load Factor(LF) reported by tons WSBIS 1555 - Rating Tons 17 Tons i WSBIS 1660 -Operating Level 3 10.1%to 20%below legal load Legal and Permit Rating Factors: WSBIS 2587 -Type 3 1.09 WSBIS 2588 -Type 3S2 1.13 WSBIS 2589 -Type 3-3 1.18 WSBIS 2590 - NRL 0.86 WSBIS 2591 - SU4 0.93 Posting required WSBIS 2592 - SU5 0.88 Posting required WSBIS 2593- SU6 0.88 Posting required WSBIS 2594 - SU7 0.88 Posting required WSBIS 2595 - OL-1 0.80 WSBIS 2596 - OL-2 0.71 Posting Recommendations: The recommended posting is as follows: SU4: 25 Tons SU5: 27 Tons SU6: 31 Tons SU7: 34 Tons Type EV2: 25 Tons Type EV3: 27 Tons k t Operating Rating Tons xs2o Maximum Tonnage for HS20 30 Tons 36 TON Configuration: O O O VGries 14' 6 6 -i - — O O O Z Z L TYPE 3 Maximum Tonnage for Type 3 o O O 25 TON 27 T Configuration: ons 1 ' 15' Y 0o co cc) (n C" - O 00 z I z z TWE 3 2 Maximum Tonnage for Type 3S2 TO o 00 o Configuration: 41 Tons 4' 22' 4'I 11' 9� 00 00 z z z z TYPE 3-3 Maximum Tonnage for 47 Tons O O 40 TON Type 3-3 Configuration: 0 o 0 o J J O 0 6 00 O 00 O Z Z Z Z Z NRL Maximum Tonnage for NRL 0 000000 0 40 TON Configuration: 34 Tons 0 6 of 4' Vur. -+- -� co C� -� -� C� —i —i —I Ui CJ� —I —I 0 0 0 0 0 O o o z z z z z i Operating Rating Tons OL 1 Maximum Tonnage for OL 1 0 071-" 0 0 0 48 TON 42 Tons Configuration: 4' 114'1 10' n 0 0 . 0 V V V CP Cn CP U O Z 0 0 O 0 0 O L TON Maximum Tonnage for OL 2 73 Tons 0 0 0 0 0 0 0 0 0 0 Configuration: --- 6 4 14 6 14 16' 6' 4' 10" 1 +� i 1 0-) v v v v v 0 O CT Ui O UI Cl O CP LP Z 00 00 O O Z Z Z Z Z Z j i i i S TON Maximum Tonnage for SU4 25 Tons 0 0 0 0 Configuration: 1.4" 4' 10' T co PO1 PO v 0 0 z z z O O O O 31 TON Maximum Tonnage for SU5 27 Tons 4' 4' 4' 10' Configuration: CD z z � I sub Maximum Tonnage for SU6 31 Tons 0 0;4' 0 o s4as TON Configuration: j4' 4 ' 10" P 1 P 1 -> w 00 n O - -aoo z O CDz z Z G z sup Maximum Tonnage for SU7 34 Tons 0 0 0 0 00 0 38.75 TON Configuration: 4 4 4 4 411 10 1 Y 1 Y tl a A cn co a P cP U, 00 , -, 00 Ul z 2f O o = z -{ E i E I c c CO O r 00 d- d- O � t'- C4 O LO O d- N T CA CM N O 0) C? Cp C7 OR Q Lq N W Q r T O O r O r O m Q r t C) p pc0 I o O C) M N O LC) O w w OO O 0 LL O N LLB �((( C CO 00 r--: r--: Lq OO r--, cq Lq 00 Id: t� Lq -O C O > O O O O O O O O O O O O O J C C; C; N _ C (SS C I.f) C+7 d' OO J CY) Q c� O r N C? C� 6 CT O OO OO r--: CA O Q W Q r T O O O O O O O O O p m Q 0 O Lb oc p pC p O p p LL co co d' N d• rn Co d- C) ",I, "' Co m d• OO G CO Co t-- w Lo LP) Lo Lo Lo M d- Lo d: C M d' > O O O O O O O O O O O O O Q j O C:5 C C C O T t-- M LC) LL) CO CO O 00 CO O OO �--' N O) d- Lq CO N d: c? c? N N O OO rl-: J J m O O r C7 O p p Q p U) O d d T Lo P� O M r t-- m M to C Lo 00 O O r- OO OO r- � � CO LO zt > O O O r O O O O O O O O O � If � tf �' �' t' > O O O O O O O O O O O O O Q CZ CZ CZ C2 0- 0- C2 0- C2 C1 0- 0- Q Q CZ CZ 0- C2 0- 0- 0- 02 Q 0- - N O M CO CO CO CO CO 00 CDr CO N N 0 CU 0 Cb O 7 C? Cb O OO OO O OR r-� Cb CO C O O O T T T O O O O O O O O O O O O O O O O O O O O O (ll O O O N O O O O O O N N N � 0 (T LL) r- T N CO co C7 C7 00 Co L ' p d' Lfl co OR LqLqLLB L(� LC) LqC� co U) co co U) U) U) U) U) U) U) U) U) is o C) C) C) C) C) CD C) C� 0 o CD o Q co m m m m m m ❑0 m m m M m CO d O Cq CO eo 0 0 o rn o d o 0 0 0 0 0 0 0 0 0 0 0 o o c� d: co 0 o r s o 0 0 0 0 0 0 0 0 0 0 0 0 r T r r Li Li LL LL LL LL LL IL U- LL IL U- U T T T T T T T T T O p at Lei Rs Lu c� L� ctiY c» ctY L� L� L� L� Cz Cz 0- Lz Cz Lz 0- 0- Lz Ca Q Cz Cz cn cn cn w w w w w w w w w w _ _ U o U U U U U U U U U U U +.O M d' OO t.C) T CO CO CO N CO d' w w w w Ca O O M M M w w w - CD OO O cip r CO CO cq P--: O O d. O O O O O O O O O O O O O O O O O O O O O O O O O O O > Q Q C2 Q i2 SZ Q Q i2 iZ iZ O 0- 0- 0- 0- C2 CZ 0- 0- CZ C1 0- CZ CZ Q Q Q Q Q Q Q Q Q Q Q Q Q i C C M t- LO O ti � � � t` LO M M - N O c7 00 CO CO 00 OO 00 O CO N O Cb O (T cq o0 o0 OO Cb t� h O) O OO O T r 00 03 OR OR 00 OO OO CO Q O T N T r T T T T O r Q O O O O O O O O O O O � O i O O N M O N N N N . LLB CO O M LC) r O N Co M M c7 Cb co N t- C CO T N r T r r T O O LC) CO C d' CO CO � Lo Lo M LO LO d' d'" LO M > O T O O > O O O O O O O O O O O O O ! N N CO O Cw C7 _t d' LO CO t- ; CV N C) O CY)(D M C`) J d' LO CO '-' CV N C'7 Q. O Cll M J J > > CN!) Q N Q) � � � J J _ � Z U) U) U) U) 0 0 W W = Q Z WWWWOOWW EXHIBIT G SA* RGENT Sargent Engineers,Inc. 320 Ronlee Lane NW Olympia,Washington 98502-9241 Tel 360 867-9284 Fax 360 867-9318 www.sargentengineers.com April 1, 2017 Mr. Derek Akesson City of Renton Public Works Department Renton City Hall -5th Floor 1055 South Grady Way Renton, WA 98057-3232 RE: Renton Bridge Program Project No.: A17110.01 Dear Mr. Akesson: We have completed a preliminary seismic evaluation of Williams Avenue Bridge at your request. The evaluation includes a qualitative screening of the bridge for deficient items. Based on our field observations, review of the existing plans, and preliminary calculations, we determined that there are several deficiencies typical for structures of this type. The deficiencies include but are not limited to inadequate concrete reinforcing, bearing support lengths and transverse restraints for seismic event loadings. Current AASHTO LRFD Seismic Bridge Design standards require a minimum support length of 24" and a minimum shear reinforcement ratio for columns of 0.004. The existing approach span spindles and bearings have a support length of 15.5" and a reinforcement ratio of approximately 0.0024. Therefore, existing spindles do not have the required support width, reinforcing, or transverse restraint in the case of a seismic event. Additionally the Seismic Retrofitting Manual for Highway Structures lists rocker bearings as the most seismically vulnerable of all bridge bearings because they usually have a high aspect ratio, are difficult to restrain and become unstable and overturn after limited movement. Although previous retrofits have extended the bearing seat lengths, no improvements have been made to the existing 15/32"tall shear key to restrain out-of-plane movement. Based on our preliminary seismic evaluation, we recommend the following seismic retrofits to the approach and main spans: 1. Replacement of approach span spindles with a continuous reinforced concrete stem-wall. 2. Widening the pier wall to increase the support width for the new approach span stem-wall supports. 3. Remove existing approach span bearings and replace with elastomeric bearing pads. 4. Installation of longitudinal seismic restrainers. 5. Installation of girder stops at both the approach spans and main span girders. Respectfully, Sargent Engine s, Inc. o cx � Craig A. Mallow, PE c10� Project EngineerIo NCI, CAM \\SERVERI\files\17Files\A17110.01 Task 1.3 Renton Bridge Program\RENTON-03_SeismicEvalMemo.docx EXHIBIT H WATERSHED SCIENCE & ENGINEERING ,'yta f J l� y e WA Memorandum To: City of Renton, Sargent Engineers ` '31 uSf11� ONAL.tiG From: Jeff Johnson P.E., Marissa Karpack E.I.T Date: April 7, 2017 Re: Scour and Erosion Assessment at Williams Avenue Bridge over the Cedar River BACKGROUND Watershed Science and Engineering (WSE) was retained by Sargent Engineers to determine if scour and erosion countermeasures should be installed to protect the City of Renton Williams Ave Bridge over the Cedar River (City Bridge Number: Renton-03). The City intends to submit an application to the WSDOT Local Agency Bridge Replacement Advisory Committee (BRAG) to seek funding for a variety of repairs to the existing bridge. WSE's assessment will be used to determine if the request should include funding to design and install scour and erosion countermeasures. EXISTING CROSSING The Williams Ave Bridge was constructed in 1954. The bridge is supported on two end abutments and two intermediate piers. The abutments are each founded on nine eight-inch square bearing piles that are specified as 20 feet long. The as-built pile tip elevations are unknown. The two intermediate piers are located on the channel banks and are each supported on 26 untreated timber piles also of unknown depth. Bridge piers and abutments are numbered from south to north.The original design drawings (see Appendix 1) do not specify any erosion or scour countermeasures. However, there is currently rock riprap on the left (south) bank and gabions on the right (north) bank. The Cedar River near Williams Ave is confined in a single straight channel (Figure 1). Throughout this reach the Cedar River is contained by a series of floodwalls and levees to prevent flooding in downtown Renton. INSPECTION AND MAINTENANCE OBSERVATIONS The most recent bi-annual routine inspection of Williams Ave Bridge for the City of Renton occurred in June 2015. This inspection noted that the piers were stable and that there was riprap and vegetation upstream and downstream on both banks.The inspection report also noted bank slumping upstream of the bridge on the south bank. Scour evaluations of Williams Ave Bridge were completed in 1991 and 1993 (see Appendix 2). In 1991, the evaluation did not find the bridge scour critical. In 1993, the bridge was deemed scour critical due to the lack of riprap. WATERSHED SCIENCE & ENGINEEMNG • 110 Prefontaine Place S.Suite 508,Seattle,WA 98104-206-521-3000 WSE FIELD OBSERVATIONS WSE traveled to the Williams Ave Bridge on March 201", 2017 to assess the need for scour and erosion countermeasures at the crossing. Upon inspection, it was noted that the south bank upstream of the bridge is heavily reinforced with large riprap, likely to protect a vault and outlet pipe observed approximately 30 feet upstream of the bridge (Picture 1). Because of this protection, Abutment 1 is in a backwater zone (Picture 2). Along Pier 2 the flow was swift, likely in part as a result of headcutting after the dredging of the channel in summer 2016. Pier 2 is buried in the bank and surrounded by large riprap (Picture 3). Bank protection including burlap, willow stakes, and riprap at the toe of the slope was observed on the steep bank downstream of Pier 2 (Picture 4). On the north side of the river, the bank is protected by gabions and concrete on the upstream and downstream sides of Pier 3 (Pictures 5 and 6). These protect the walkway between Pier 3 and Abutment 4. A gravel bar and large woody debris were observed in the river in front of Pier 3, which indicates that the area near Pier 3 is primarily depositional (Picture 5). Abutment 4 is protected by concrete pavers (Picture 6). POTENTIAL IMPACT OF DOWNSTREAM DREDGING The lower mile of the Cedar River was dredged in the both 1998 and 2016. In the three years following the 1998 dredging, a headcut progressed upstream, lowering river bed levels under the Williams Ave Bridge by approximately three feet. Since then, the river bed has aggraded and reestablished the pre- 1998 dredge bed elevations. The river was dredged again in 2016 and a similar headcut is expected to progress upstream. Northwest Hydraulic Consultants, the hydraulic engineers responsible for predicting how river bed levels will adjust in response to the 2016 dredging, conclude that average river bed level likely will erode to 20.4 feet NAVD88 at Williams Ave one year after the dredging (Figure 2) (Brooks and Rowland 2014). Even with this bed degradation at Williams Ave, no threat is posed to the bridge because as shown in Figure 3, the abutment and pier foundations are buried well below expected bed levels. Figure 3 compares four cross sections at Williams Ave —the original ground line circa-1954, and surveys from 1998, 1999, and 2016. The 1998 survey is prior to headcut migration from the 1998 dredge, whereas the 1999 survey includes the effects of headcut migration. Also shown are the approximate bottom of pile cap and pile tip elevations for both abutments and the bottom and top of the pile caps for Piers 2 and 3. SCOUR DEPTH ESTIMATES Because the Cedar River near Williams Ave is a uniform prismatic channel, the bridge is not susceptible to contraction scour. Local pier scour in the100-year event was calculated using geometry and flow data from NHC's 2016 sediment survey HEC-RAS model (NHS 2017). The maximum calculated scour is approximately 7.2 feet at Piers 2 and 3 (Appendix 3). It is unlikely that the calculated amount of pier scour will occur because the piers are located outside the main forces of the flow and are protected by riprap or gabions. However, even with this scour amount the piles that support the piers will not be exposed (Figure 3). fi 'A, WATERSHED 2 q SCIENCE & ENGINEERING RECOMMENDATION It is WSE's opinion that scour and erosion currently do not pose a significant risk to the bridge structure and existing countermeasures are adequate. It is, therefore, WSE's opinion that scour and erosion countermeasure improvements are not needed at this time. WSE recommends however, that as part of routine bi-annual inspections, bridge inspectors monitor the existing rock riprap revetment that protects the bank and a culvert just upstream from Pier 2. If this revetment fails, the river may erode the bank between Pier 2 and the south abutment, possibly exposing the abutment piles. fi 'A, WATERSHED Page 13 q SCIENCE & ENGINEERING A ~ --o I I L n Sir r Figure 1:Aerial view of Williams Ave Bridge over the Cedar River.Flow is from right to left in the photograph(Aerial photo from ESRI). a Picture 1:Viewing upstream to south bank protection including large riprap.The vault can be seen in the sidewalk above. fi 'A, WATERSHED Page 14 q SCIENCE & ENGINEERING h y. Picture 2:Viewing upstream between Pier 2 and Abutment 1.Note the blockage of the entryway by the upstream bank. R a -01 a � 'ter. �. --�1=' �"'�� "'�•,�- �. s d q `" Picture 3:Riprap at the downstream end of Pier 2. WATERSHED P a g e s `� SCIENCE & ENGINEERING i S c q r� l r �� \ `'. S •� "V .�� ;'�R mot'--¢� �' `E r"li'�''$ ..N�r`ik�4.�4.�rd.ems. ik �� ♦ ,i.'� A • •• • •. • • ' ill • • • •. • • • •' • ••' 7 � I i �lL ELT= Picture 6:Viewing upstream at concrete and gabion protection of the walkway by Pier 3.Note also the concrete pavers in front of Abutment 4. 50 in 45 I4❑ m � I35 c `0 C Q m � 2 30 r 'n 0 2,3D0 ft � I Z i C � ' - _'_f 1. o ' 2❑ LLJ ,Wn.,L 15 traAe 51° er'' i c ` r �� 2,300ft i CO 3 x Proposed Dredge Design I —— —Year 1 10 _ I I Pivot Medium Term 5 Long Term 0 , 0+00 10+00 20+00 30+00 40+00 %+00 60+00 70+00 80+00 40+00 100+00 1l0+00 120+00 Station (ft) Figure 2:Predicted Cedar River profiles as a result of headcutting after 2016 dredging(Figure from Brooks and Rowland 2014). .lid► WATERSHED P a g e l `~ SCIENCE & ENGINEERING RENTON-03 WILLIAMS AVENUE BRIDGE 50 1. 80 4J 10 1 0 1' U 130 1.10 1 0 45 Abutment piles are specified as 8"x8"x20'steel piles. 40 As-built depths are unknown. Pier piles are untreated timber piles of unknown depth. 35 30 .......... z 25 y 5.3 it o --_ -- - .. -.. JTop t Pik CaPr _ ..... __...........................,......M6 Pier Scour in t yr Flood Tep of pile ap w 8.811 18.8R 15 --M _Pier Scou in IDD-yrFkod Approx.Rana of Pile ap B of Pile Ca prox.Range 10 of Pile Tips aropm 13.3 ft of Pile Tips 5 Pier Pile ep1h TPier P4 DBpN Union n U Unk awn STATIONING(FT) - -- 1954 AS-BUILT GrL ELEV. ———199E&L UPSTREAM(i SURVEY) •• 1999 Gn-UPSTREAM(NHC SURVEY) —2016 GR UPSTREAM(NHC SURVEY) 1 YR POST-DREDGE CHANNEL(NHC MEMO) Figure 3:Bed profiles for various years and estimated bed 1 year post dredging at the upstream face of the Williams Ave Bridge compared tothe bridge foundation elevations(As-Built data courtesy of the City of Renton).Viewing Downstream. .o0i WATERSHED P a g e 8 WOW SCIENCE&ENGINEERING REFERENCES Brooks, P. and E. Rowland. (2014) Transition Zone Analysis — Cedar River Gravel Removal Project. Prepared for Coast and Harbor Engineering. Prepared by Northwest Hydraulic Consultants. Seattle, WA. NHC (2017). Cedar River 2016 Annual Sediment Report. Prepared for the City of Renton. Prepared by Northwest Hydraulic Consultants. Seattle, WA. fi 'A. WATERSHED Page 19 q SCIENCE & ENGINEERING APPENDIX 1: DESIGN DRAWINGS Ab b WATERSHED Page 110 q SCIENCE & ENGINEERING Ll Y It zIrW < i a ge 48 '`�6' �•:�.0 ua •, Na4a�i-i q`E �Crf WWQ i �vW d > . z i o En IL a o� • q _ IX w Al`.` IV R ligh�iL Q I{� - hi a6Pu®� aS yyyy 19 M �p re 44 LL Q^R I I1f JJ v> r�.e � ff Q = "'O 6'OpON O�a'pi ONO F� �✓ �m i dt i Y �m n:Mvp•""u s:' , ':°�'a�1 CL I i s J •' 'i sr� u�a j 1ryJ t.t F �� gh du82um> � Il�zsti�.sms r o li II � �I��\ `�• � �� R R '� v o a 4a J.gN�_.........3 m a � - d 41pa h� a�h °Fig C�EF< �q% g - $F,kA�&eB�E �`AhZhA R 'S qq a q W � 4 I 34'Q� V � F 4t.p py'411h k.Fp A.44 VCW 4 V Q � v�o gC ��°j4 pq'x�CCO�o� p ,p S $° ° a fiak�L� a a � I W p a k.g'� °a.,q °.�,��°H 3n� �y i I Z �.cYo u 1pap'�S Ati°E aR�cA h lk°A��p� i a 6 W a.aBC iFr�• i 0. t Yt m i�asa,s p I Fes' CLl ......... Ld 5(n EE Lu M 0,7 ro m z,- u Lu 0 < Z LLJ rr C) w OL 'k LL 0 V) OL t 14 7L cc 4Z co*J !4 A kc CA a 4) IV pi 0 -a Ln C%l W LL 0 '4 co I"T)l LK I 7m IywS In 1 It L9 tq t L O�k PQ LaQV a' v Q, U)CL� n t` EaSw � 1t �y Va z ol I 3 u I r _ I I N y p 6i gcrE.o�s•. \ \ A 4 C4 h. . I 19 10 a�I - 6d' I CQ a .� °o '3 1. M' Ll a e t m,:4 z h w ra i I � uo) F APPENDIX 2: PREVIOUS SCOUR ASSESSMENTS fi 'A, WATERSHED Page 11 q SCIENCE & ENGINEERING Date BRIDGE PIER SCOUR EVALUATION 1 p_ � Agency Bridge Number spa 00 o Bridge Name Evaluated by vc Superstructure type S Superstructure Continuity?: Yes— No— Any Spread Footings?: Yes No X EVALUATION: — — YES NO X Are foundation elevations known? If not scour critical (using engineering , consider the bridge information available). Judgment and any other X Does the thalweg (the deepest portion of the stream; the main channel) meander back and forth across the floodplain? If so, the potential for a scour critical condition is increased. For a spread footing, is the bottom of the seal (or footing, if the seal is not used) above the thalweg? If so, the bridge is scour critical; no need to proceed further. For a pile supported footing, is the pile tip elevation 10 feet or less below the thalweg? If so the bridge is scour critical; no need to proceed further. BRIDGE IS SCOUR CRITICAL YES /� NO EVALUATION CRITERIA: Foundation elevations are (or are not) known and available. The thalweg meanders back and forth across the floodplain. Pier scour is always measured from the thalweg, even if the pier is in the overbank. For a spread footing, if the calculated depth of scour is below the footing, the bridge is scour critical. For a pile supported footing, if calculated depth of scour is 10' or less above pipe tip elevation, the bridge is scour critical. Scour should be calculated for 100 year flood. If not shown on bridge plan layout, check FEMA map. If not mapped by FEMA, use high water shown on layout. 1 1/1991 EVALUATE INTERIOR PIERS FOR SCOUR: (For bridges with no interior piers, proceed to Page 4.) If the column only protrudes above the thalweg, use the following method to calculate pier scour, ds. Dt'� ,�• q. q g Fote ur allowances for plea aligned parallel to flow. If the depth of flow exceeds 5w, dsaligned = 3w. /CIO ins P SfiapeSugg. Allowance For Local cur* C::r ds-2w Of Ditto ds=2w Ditto ds=2w Ditto ds=2w FK2 -ALIGNMENT FACTORS of g1e Length-To-Width Ratio Of Pier In Plan Attack 4 8 12 flow direction O 1.0 1.0 150 1.5 2.0 1.5 angle of 450 2.0 2.5 3.5 attack 2.5 3.5 4.5 _ ds = dsaligned x K2 dsaligned = K2 = Does pedestal, if used, and/or footing protrude above the thalweg? If yes, continue with Step A; if no, go to Sig. 1/1991 2 STEP A_ Use the larger of ds as determi the above, or from follned for themn colu only as calculated owing equation. ulated ds = 1.5KsK2(w)0-7(y)0.3 where: ds= depth of scour. Ks = Shape factor, as indicated below. Use only if the pier is aligned with the flow; otherwise, use 1.0. K2 = Alignment factor, see page 2_ w = width of the pedestal if only the pedesdal protrudes above the thalweg, or, width of footing if the footing or footing and pedestal protrude above the thalweg. Y = height that the pedestal, footing or footing and pedestal protrude above the thalweg. NOSE FORM kENGTH-WyIDTM HAP R n l r or Sqi iare mi it I r C 1 Elliptic 2.1 C: 1 � Lenticular C 0 SO 1 c BQund n r f lin in hr �p o O Ks --° K2 = w = Y = ds = 1.5 (--�L—j{_j0.7(__j0.3_ STEP B. Bottom of foundation (footing or seal elevation, or pile tip for pile columns) + Scour elevator = Thalweg Elevation - ds = _6.S N If scour elevation is lower than the bottom of the foundation elevation or within 10 feet of the pile tip, the bridge Is scour critical. BRIDGE IS SCOUR CRITICAL: YES_. NO_x 3 1/1991 EVALUATE END ABUTMENTS FOR SCOUR : Adequate and practical formulae for determining anticipated local scour due to an end abutment do not exist; each bridge must be evaluated individually. Existing riprap should be evaluated by the bridge inspector. If there is o riprap in pla or if existing riprap appears to be in place, an by migration of the stream at the upstream end of the riprap, treat the end abutment like an interior pier. If existing riprap appears to be in place, and cannot be bypassed by migration of the stream at the upstream end of the riprap, the bridge Is not scour critical. BRIDGE IS SCOUR CRITICAL: YES >O NO 1/1991 4 BRIDGE PIER SCOUR EVALUATION Date K_4�_ Agency �'j'�r� r1 Bridge Number lE17Pe O 00_-4 Bridge Name Evaluated by Superstructure type /fg" I ;�j 1 1�4rzl ,�� rq�er Superstructure Continuity?: Yes— No Any Spread Footings?: Yes No P-' EVALUATION: YES NO X Are foundation elevations known? If not, consider the bridge scour critical (using engineering judgment and any other information available). �( Does the thalweg (the deepest portion of the stream; the main channel) meander back and forth across the floodplain? If so, the potential for a scour critical condition is increased. 'A For a spread footing, is the bottom of the seal (or footing, if - the seal is not used) above the thalweg? If so, the bridge is scour critical; no need to proceed further. " X r a pile supported footing, is the pile tip elevation 10 feet or les s below the thalweg? If so the bridge is scour critical; no need to proceed further. BRIDGE IS SCOUR CRITICAL YES NO X_ EVALUATION CRITERIA: - Foundation elevations are(or are not) known and available. - The thalweg meanders back and forth across the floodplain. - Pier scour is always measured from the thalweg, even if the pier is in the overbank. - For a spread footing, if the calculated depth of scour is below the footing, the bridge is scour critical. - For a pile supported footing, if calculated depth of scour is 10' or less above pipe tip elevation, the bridge is scour critical. - Scour should be calculated for 100 year flood. If not shown on bridge plan layout, check FEMA map. If not mapped by FEMA, use high water shown on layout. 1 1/1991 5®l- 7 EVALUATE INTERIOR PIERS FOR SCOUR: (For bridges with no interior piers, proceed to Page 4.) A11411!, If the column only protrudes above the thalweg, use the following r.ieviod to calculate pier scour, ds. ,q ,qf Local scour allowances for piers aligned parallel to flow. Note: If the depth of flow exceeds 5w, dsaligned = 3w. Pier Shape Pier Shape Sugg. Allowance In Plan In Profile For Local Scour* L� ds=2w f�lvv G�S d/ �ry 2w 71 Ditto ds=2w <*> Ditto ds=2w K2 -ALIGNMENT FACTORS Angle Length-To-Width Ratio Of Pier In Plan 9 9 �30 � of Li� Attack 4 8 flow direction 00 1.0 1.0 1.0 angle of 150 1.5 2.0 2.5 attack 0 2.0 2.5 3.5 d` 450 2.5 3.5 4.5 - w = A Z':�7 ds = dsaligned x K2 dsaligned = �,01, Z57z-- 9,5 K2 = /10 ds �• x 1 �` Does pedestal, if used, and/or footing protrude above the thalweg? I yes, continue with Step A; if no, go to Step B. 1/1991 2 6' a /- T STEP A. Use the larger of ds as determined for the column only as calculated above, or from the following equation: ds = 1.5KSK2(w)0.7(y)0.3 where: ds= depth of scour. Ks = Shape factor, as indicated below. Use only if the pier is aligned with the flow; otherwise, use 1.0. K2 = Alignment factor, see page 2. w = width of the pedestal if only the pedesdal protrudes above the thalweg, or; width of footing if the footing or footing and pedestal protrude above the thalweg. y = height that the pedestal, footing or footing and pedestal protrude above the thalweg. NOSE FORM LENGTH WIDTH SHAPE Kj Rectangular or Square C 1.00 Semicircular C 0•90 Elliptic 2:1 C 0.80 3:1 C 0.75 Lenticular 2.1 0.80 3.1 c 0.70 Round 0.9 C liy nder-I.Group of Cylinders (i.e.. piles columns) 0 /0 0 0.9 Sharp <=> 0.8 Z" KS = K 2 = �� w = .1�! � y = -- ds = 1.5 ( )( , 0 ) ,3( .Z5')0.7 �( 1re)0. _ �, L17-,� STEP B. Bottom of foundation (footing or seal elevation, or pile tip for pile columns) '/- 0 Scour elevaton = Thalweg Elevation - ds = j, '/4 if scour elevation is lower than the bottom of the foundation elevation or within 10 feet of the pile tip, the bridge is scour critical. BRIDGE IS SCOUR CRITICAL: YES NO�_ 3 1/1991 EVALUATE END ABUTMENTS FOR SCOUR : Adequate and practical formulae for determining anticipated local scour due to an end abutment do not exist; each bridge must be evaluated individually. Existing riprap should be evaluated by the bridge inspector. If there is no riprap in place, or if existing riprap appears to be in place, and can be bypassed by migration of the stream at the upstream end of the riprap, treat the end abutment like an interior pier. If existing riprap appears to be in place, and cannot be bypassed by migration of the stream at the upstream end of the riprap, the bridge Is not scour critical. BRIDGE IS SCOUR CRITICAL: YES NO lj ' 1/1991 4 APPENDIX 3: PIER SCOUR CALCULATIONS Scour Calculations-City of Renton Williams Ave Bridge HEC-18 Method(Edition 5) river. Cedar River by: MNK bridge no.: Renton-03 date: 4/7/2017 Local Pier Scour Calculations—Williams Ave CSU Local Pier Scour Equation (FHWA 2012): Crigi 100-yr 100-yr nal Flood Flood Pier Layo or ut a L K1 K2 K3 K4 Y1 V Fr Ysl Bent Pier No. No. (ft) (ft) (ft) (fps) (ft) 2 2 3.25 42.00 1 1 1 1 7.6 9.9 0.63 7.2 3 3 3.25 42.00 1 1 1 1 7.7 9.9 0.63 7.2 Comments: 1. a =Pier width (ft). 2. L-Pier Length 3. K1=Correction Factor for Pier Nose Shape. K1=1.0 for round nose. 4. K2=Coefficient for angle of attack. K2=1.0 for no skew. 5. K3=Coefficient for bed sediment dune formation condition. K3 =1.0 for the soil surrounding the base of the piers is not subjected to dune formation. 6. K4 is no longer included in the CSU equation in HEC-18 Edition 5, but has been retained for it is appropriate to use in the right setting. It is not applicable at this site. 7. Velocity(V)and Depth (Y1) directly upstream from pier were obtained from project HEC-RAS 1D model created by NHC. fi 'A. WATERSHED Page 112 q SCIENCE & ENGINEERING EXHIBIT I SEP-01-98 TUE 10:54 AM FAX NO. P. 01 H NIGH - 1ECH COATINGS CORROSION RES1STAN1 C 0 A I I N G S September 1, 1998 Scott Abercrombie A & A Coatings Via fax- 253-845-1671 Re: Batch Certification for: Williams Avenue Bridge ' Dear- Scott This letter will certify that the materials supplied to the above referenced project meet the minimum requirements specified in project contract documents. Additional product information can be referenced in the Wasser Product Data sheets. The certified products are as follows: Product Name Batch Color MC-Zinc 56417 MC-Ferrox e 56399 MC-Luster RT 96462 24410 Please contact me if I can be of additional assistance. Since Fely, an el Rivera Ch ist certla&acf1_.doc16RO • Kent,Washington 98032 U.S.A - (253) 650-2967 • Fax(253) 850-3098 ht-tp://www.wassercocitings.corn MM AM '�"� " Z 'inc . won- itv;:, ait: Product Description MC-Zinc is a proven, high-performance, single-component, moisture-cure urethane zinc primer that has 83% zinc in the dry- film. When used as part of a high-performance, new construction or maintenance coating system, this primer offers maximum resistance to rust and corrosion undercutting on various steel surfaces. Area of Use Substrates Possible Uses Water and Wastewater Treatment Over properly prepared: Bridges Facilities Ferrous Metal Tank Exteriors Structural Steel Galvanized Metal Material Handling Equipment Food Processing Facilities Pulp and Paper Mills Refineries Chemical Processing Facilities Marine/Port Facilities Pipes Offshore Platforms Hydropower Facilities Work Boats Ready Reference Information Resin Type: Urethane Theoretical Coverage: At 1 mil DFT: 994 ft2/gal At 25 pm DFT: 24.4 m /1 Pigment type: 83%Zinc in the dry film Recommended Film Thickness: Sheen: Flat Wet: 4.8-8.0 mils (122-203 microns) Dry: 3.0-5.0 mils (76-127 microns) Colors: Standard Grey Recommended Coverage Per Coat: Volume Solids: 62.0%±2.0 199 ft2/gzal at 5.0 mils DFT-331 ft2/gal at 3.0 mils DFT (4.87 m /I at 127 microns DFT-8.11 m2/1 at 76 microns DFT) VOC: <2.8 lb/gal (340 g/1) (Volatile Organic Content) Thinning: MC-Thinner, MC-Thinner 100, MC-Thinner XMT Clean Up: MC-Thinner, MC-Thinner 100, MC-Thinner XMT Drying Times and Temperatures *At 50%Humidity 50°F/100C 750F/240C 950F1350C Without PURQuik° With PURQuik` Without PURQuik` With PURQuik° Without PURQuik' With PURQuik° Tack Free 1 hour -- 30 minutes -- 20 minutes -- Recoat Minimum' 6 hours 1 hour 4 hours 30 minutes 3 hours 20 minutes Full Cure 10 Days 7 days 7 days 5 days 5 days 4 days *Humidity, temperature and coating thickness will affect recoat and curing times 'No outer recoat window on clean surfaces Refer to Wasser's PURQuik°Accelerator Product Data for additional information Product Features • Single component Moisture Cure Urethane • Can be applied at 99% relative humidity • No mixing errors— no pot life • Can be applied in below freezing temperatures (no ice or • Zinc stays in solution— no need for continuous agitation frost) • Easy to apply by brush, roller or spray methods • No dew point restrictions (substrate must be visibly dry) • Low VOC • No outer recoat window on clean surfaces • Immersion and non-immersion service • Compatible with PURQuik°Accelerator for faster recoat • Impact resistant and cure times • Abrasion resistant Page 1 of 4 MC-Zinc2.8_W01.6_004 Wasser Corporation 4118 B Place NW Suite B Auburn, WA 98001 www.wassercoatings.com • 800.627.2968 ■ mi nc 2 . 8 Wasum Recommended Systems Abrasion Resistance: 147 mg loss Ferrous Metals (New Construction /Full Removal): (ASTM D4060—CS-17 Wheel, 1,000 cycles/kg load) 1 st Coat: MC-Zinc 3.0-5.0 mils DFT Prohesion: Blistering: None 2nd Coat: MC-Ferrox B 3.0-5.0 mils DFT (ASTM G85 @ 5000 hrs) Scribe Rate: 9.0 3rd Coat: MC-Ferrox A 2.0-4.0 mils DFT Or MC-Luster Adhesion: (ASTM D4541) Total System DFT: 8.0-14.0 mils DFT 1510 psi Impact: (ASTM 2794) Ferrous Metals (Immersion): Direct: 160 1 st Coat: MC-Zinc 3.0-5.0 mils DFT Reverse: 20 2nd Coat: MC-Tar 5.0-7.0 mils DFT Salt FogResistance: ASTM B117 3rd Coat: MC-Tar 5.0-7.0 mils DFT Passes 0,000 hrs. ( ) Total System DFT: 13.0-19.0 mils DFT MC-Zinc/MC-Tar/MC-Tar Ferrous Metals (Ballast Tank): Dry Heat Resistance: 1 st Coat: MC-Zinc 3.0-5.0 mils DFT Continuous: 250°F (120°C) 2nd Coat: MC-Tar 5.0-7.0 mils DFT *Contact Wasser Corporation for detailed testing of this 3rd Coat: MC-Ballastcoat 3.0-4.0 mils DFT product Total System DFT: 11.0-16.0 mils DFT Compatable Coatings Vt Coat: MC-Zinc 3.0-5.0 mils DFT Primers: 2nd Coat: MC-Ballastcoat 3.0-4.0 mils DFT MC-Miozinc 2.8 (spot field touch-up or stripe coat) 3rd Coat: MC-Ballastcoat 3.0-4.0 mils DFT MC-Miozinc 100 (spot field touch-up only) Total System DFT: 9.0-13.0 mils DFT Intermediates: MC-Ferrox B 100 MC-Ferrox B 2.8 MC-Miomastic 100 MC-Miomastic 2.8 Galvanized Metal: MC-CR 100 MC-CR 2.8 1 st Coat: MC-Zinc (Spot Repair) 3.0-5.0 mils DFT nd Topcoats: 2 Coat: MC-Ferrox B 3.0-5.0 mils DFT MC-Fe rrox A 100 MC-Ferrox A 2.8 3rd Coat: MC-Ferrox A 2.0-4.0 mils DFT MC-Luster 100 MC-Luster 2.8 MC-Shieldcoat 100 MC-Shieldcoat 2.8 Or MC-Luster MC-Tar 100 MC-Tar 2.8 Total System DFT: 8.0-14.0 mils DFT MC-Ballastcoat 2.8 Polyflex 102 Rapid Thane Two-Coat System Option Polyflex 201 PW Repair) 3.0-5.0 mils DFT Polyflex 202 High Chem 1 st Coat: MC-Zinc (Spot p ) Polyflex 401 Polar Serve 2nd Coat: MC-Ferrox A 2.0-4.0 mils DFT OR MC-Luster Coating Accelerator: PURQuik Coating Accelerator Total System DFT: 5.0-9.0 mils DFT Surface Preparation *Other Systems are available and appropriate. Contact your Wasser Representative for any questions. Ferrous Metal Performance Testing Data Use SSPC-SP1 solvent cleaning to remove oil, grease and other contaminants prior to employing surface preparation methods. System*: MC-Zinc Blast Clean surfaces for immersion or severe service projects to MC-Ferrox B SSPC-SP10/NACE No. 2 Near White Metal finish. MC-Ferrox A *At 75°F and 50% RH 7 day min. cure Page 2 of MC-Zinc2.8_W01.6_004 Wasser Corporation 4118 B Place NW Suite B Auburn, WA 98001 www.wassercoatings.com • 800.627.2968 as at JKC1= Zimnc Prepare surfaces for non-immersion or atmospheric service galvanized surface cleaning with mechanical abrasion to impart projects to SSPC-SP6/NACE No. 3 Commercial Blast Clean surface profile and support mechanical adhesion. finish. For minimum surface preparation, use conscientious power tool cleaning methods, in accordance with SSPC-SP3, to Good Practices remove corrosion and loose or failing paint (feather edges of sound,existing paint back to a firm edge). The surface to be coated must be dry, clean, dull, and free from dirt, grease, oil, rust, mill scale, salts or any other surface Blast cleaning methods should produce a surface profile of 1.0 - contaminants that interfere with adhesion. 2.0 mils (25 -50 microns). Ensure welds, repair areas, joints, and surface defects exposed Galvanized Metal by surface preparation are properly cleaned and treated prior to coating application. Prepare surfaces using SSPC-SP1 Solvent Cleaning and SSPC- SP12/NACE No. 5 Low Pressure Water Cleaning methods to Areas of oxidation after surface preparation and prior to coating remove surface contamination. Supplement weathered application, should be prepared to specified standard galvanized surface preparation with SSPC-SP2 and SSPC-SP3 Hand and Power Tool cleaning to remove excessive corrosion Consult the referenced standards, SSPC-PA1 and your Wasser and impart surface profile on bare metal. Supplement new Representative for additional information or recommendations. Application Information MC-Zinc can be applied by brush, roll, airless spray and conventional spray application. Follow proper mixing instructions before applying. Mixing: Reducer: MC-Thinner, MC-Thinner 100, (if VOC regulations Material temperature must be 5° F above the dew point restrict thinning, use MC-Thinner XMT). before opening and agitating. Reduction is typically not required. If necessary, thin up to Power mix thoroughly prior to application. 10% with recommended thinner. Thin in accordance with Do not keep under constant agitation. local and federal regulatory standards. Apply a 3-6 oz solvent float over material to prevent moisture intrusion and cover pail. Clean up: MC-Thinner, MC-Thinner 100. Brush/Roller: If Wasser thinners are not available, use MEK, MIBK,Xylene, Brush: Natural fiber a 50:50 blend of Xylene and MEK or MIBK, or acetone for Roller: Natural or synthetic fiber cover clean up only. Do not add unauthorized solvents to a Wasser Nap: ''/4'to%" coating. Core: Phenolic Reduction: Typically not required. If necessary, reduce with Application Conditions MC-Thinner 100. Airless Spray: Temperature: 20'- 120°F (-8° -49°C) Pump Ratio: 28-40:1 This temperature range should be achieved for ambient, Pressure: 2400-2800psi surface and material temperature. Substrate must be visibly Hose: ''/4'to%" dry. MC-Thinner 100 is recommended for spray application in Tip Size: .013- .019 temperatures above 90°F. Filter Size: 60 mesh (250 µm) Reduction: Typically not required. If necessary, reduce with Relative Humidity: 6%-99% MC-Thinner or MC-Thinner 100. Conventional Spray: (DeVilbis MBC, JGA or equivalent) Coating Accelerator: PURQuik®Accelerator. Fluid Nozzle: E Fluid Tip See Wasser's PURQuik® Accelerator Product Data for Air Cap: 704 or 765 information. Atomizing Air: 45-75 lbs. Fluid Pressure: 15-20 lbs. Storage: Store off the ground in a dry, protected area in Hose: '/2' ID; 50' Max temperature between 40 - 100°F (4 - 381C). MCU containers Reduction: Typically not required. If necessary, reduce must be kept sealed when not in use. Use a solvent float to with MC-Thinner or MC-Thinner 100. reseal partial containers. Certifications and Qualifications VOC Compliant (National Standards — Industrial Maintenance Coating)Tested in accordance with AASHTO R31 Standard Qualified for use in USDA and FDA inspected facilities Passes 20,000 hrs ASTM B117 in MC-Zinc/MC-Tar/MC-Tar immersion System Page 3 of 4 MC-Zinc2.8_W01.6_004 Wasser Corporation 4118 B Place NW Suite B Auburn, WA 98001 www.wassercoatings.com • 800.627.2968 ■ mi nc 2 . 8 Wasum Ordering Information Shipping Information Product Numbers: W01.6 Standard Grey W01.0080 Pink Flash Point: 75.2°F (24°C) Weight/gallon: 24.3 ± 1.0 lbs. Package Size: 1 gallon and 3 gallon pails (Std. Grey) (3.2± .12 kg/1) 3 gallon pails (Pink) DOT HAZARD CLASS 3 DOT PACKAGING GROUP III Shelf Life: 12 months from date of shipment when DOT LABEL FLAMMABLE LIQUID stored unopened at 75°F (24°C) DOT SHIPPING NAME PAINT DOT PLACARD FLAMMABLE LIQUID UN/NA NUMBER 1263 Safety Precautions DANGER! VAPOR AND SPRAY MIST HARMFUL. OVEREXPOSURE MAY CAUSE LUNG DAMAGE. MAY CAUSE ALLERGIC SKIN AND RESPIRATORY REACTION, EFFECTS MAY BE PERMANENT, MAY AFFECT THE BRAIN OR NERVOUS SYSTEM CAUSING DIZZINESS HEADACHE OR NAUSEA. CAUSES EYE, SKIN, NOSE AND THROAT IRRITATION. FLAMMABLE LIQUID AND VAPOR. CONTAINS: Petroleum Distillates, Methyl-n-Amyl Ketone, Isophorone Diisocyanate, Homopolymer HDI NOTICE: Reports have associated repeated and prolonged occupational over-exposure to solvents with permanent brain and nervous system damage. Intentional misuse by deliberately concentrating and inhaling contents may be harmful or fatal. INDIVIDUALS WITH LUNG OR BREATHING PROBLEMS OR PRIOR REACTION TO ISOCYANATES MUST NOT BE EXPOSED TO VAPOR OR SPRAY MIST. Use Only With Adequate Ventilation. Do not breathe dust, vapors or spray mist. Ensure fresh air entry during application and drying. If you experience eye watering, headache or dizziness or if air monitoring demonstrates vapor/mist levels are above applicable limits, wear an appropriate, properly fitted respirator (NIOSH approved) during and after application. Follow respirator manufacturer's directions for respirator use. Do not get in eyes, on skin or on clothing. Wash thoroughly after handling. Keep away from heat, sparks and flame. Vapor may cause flash fire. KEEP OUT OF REACH OF CHILDREN FIRST AID: If affected by inhalation of vapor or spray mist, remove to fresh air. If breathing difficulty persists or occurs later, consult a physician and have label information available. In case of eye contact, flush immediately with plenty of water for at least 15 minutes and get medical attention; for skin, wash thoroughly with soap and water. If swallowed, get medical attention immediately. If swallowed, do not induce vomiting. Get medical attention immediately. Wash clothing before reuse. Thoroughly clean or destroy contaminated shoes. Keep container closed when not in use. If spilled, contain spilled material and remove with inert absorbent. Dispose of contaminated absorbent, container and unused contents in accordance with local, state and federal regulations. WARNING: This product contains a chemical known to the state of California to cause cancer and birth defects, or other reproductive harm. Obtain and Read the Material Safety Data Sheet Before Using. INTENDED FOR PROFESSIONAL USE ONLY. W01.6 Note: Ingredients and VOC/VOS may vary for products with catalysts,tint bases,and other colors Wasser Corporation's liability on any claim of any kind, including claims based upon Wasser Corporation's negligence or strict liability, for any loss or damage arising out of, connected with or resulting from the use of the products, shall in no case exceed the purchase price allowable for the products or part thereof that give rise to the claim. In no event shall Wasser Corporation be liable for consequential or incidental damages. Published Product Data Sheets are subject to change without notice. Contact your Wasser Representative for current Product Data Sheets. Page 4 of 4 MC-Zinc2.8_W01.6_004 Wasser Corporation 4118 B Place NW Suite B Auburn, WA 98001 www.wassercoatings.com • 800.627.2968 Qrrox13 2mg Product Description MC-Ferrox B is a unique single-component, moisture-cure urethane intermediate coating based on micaceous iron oxide (MIO). This is Wasser's most specified intermediate for new construction and maintenance project applications. It also serves as an excellent primer for non-ferrous metal surfaces. Area of Use Substrates Possible Uses Structural Steel Over properly prepared: Bridges Food Processing Facilities Ferrous Metal Tank Exteriors Refineries Galvanized Metal Material Handling Equipment Hydropower Facilities Aluminium/Non-Ferrous Metal Pulp and Paper Mills Metallized Chemical Processing Facilities Previously Existing Coatings Water and Wastewater Treatment Facilities Ready Reference Information Resin Type: Urethane Theoretical Coverage: At 1 mil DFT: 994 ft2/gal At 25 pm DFT: 24.4 m /1 Pigment type: Micaceous Iron Oxide (3.5 Ibs/gal) Recommended Film Thickness: Sheen: Flat Wet: 4.8-8.0 mils (122-203 microns) Dry: 3.0-5.0 mils (76-127 microns) Colors: Standard Brownish Grey Recommended Coverage Per Coat: Volume Solids: 62.0%±2.0 199 ft2/gzal at 5.0 mils DFT-331 ft2/gal at 3.0 mils DFT (4.87 m /I at 127 microns DFT-8.11 m2/1 at 76 microns DFT) VOC: <2.8 lb/gal (340 g/1) (Volatile Organic Content) Thinning: MC-Thinner, MC-Thinner 100, MC-Thinner XMT Clean Up: MC-Thinner, MC-Thinner 100, MC-Thinner XMT Drying Times and Temperatures *At 50%Humidity 50OF1100C 750F1240C 95OF1350C Without PURQuik` I With PURQu7 Without PURQuik` With PURQuik` Without PURQuik` I With PURQuik` Tack Free 1 hour -- 30 minutes -- 20 minutes -- Recoat Minimum' 8 hours 1 hour 6 hours 30 minutes 4 hours 20 minutes Full Cure 10 Days 7 days 7 da s 5 days 5 days 4 days *Humidity, temperature and coating thickness will affect recoat and curing times 'No outer recoat window on clean surfaces Refer to Wasser's PURQuik°Accelerator Product Data for additional information Product Features • Single component Moisture Cure Urethane • Can be applied in below freezing temperatures (no ice or • No mixing errors— no pot life frost) • Superior adhesion to most aged coatings • No dew point restrictions above 320F (substrate must be • Easy to apply by brush, roller or spray methods visibly dry) • High performance intermediate coating for primed steel • No outer recoat window on clean surfaces and aluminum • Compatible with PURQuik°Accelerator for faster recoat • Low VOC and cure times • Impact and abrasion resistant • Use as a prime coat over new or weathered galvanized • Maintains build on edges, threads and weld seams surfaces • Can be applied at 99% relative humidity(substrate must be visibly dry) Page 1 of 4 MC-FerroxB2.8_W.11.61_004 Wasser Corporation 4118 B Place NW Suite B Auburn, WA 98001 www.wassercoatings.com • 800.627.2968 errox 13 2 m 8 vwowm Recommended Systems Prohesion: (ASTM G85 @ 5000 hrs) Blistering: None Ferrous Metals (New Construction /Full Removal): Scribe Rate: 9.0 1 st Coat: MC-Zinc 3.0-5.0 mils DFT Dry Heat Resistance: 2"d Coat: MC-Ferrox B 3.0-5.0 mils DFT Continuous: 250°F (120°C) 3rd Coat: MC-Ferrox A 2.0-4.0 mils DFT Or MC-Luster *Contact Wasser Corporation for detailed testing of this Total System DFT: 8.0-14.0 mils DFT product 1 s1 Coat: MC-Miozinc 3.0-5.0 mils DFT Compatable Coatings 2"d Coat: MC-Ferrox B 3.0-5.0 mils DFT Primer: 3rd Coat: MC-Ferrox A 2.0-4.0 mils DFT MC-Prepbond 100 MC-Prepbond 2.8 MC-Zinc 100 MC-Zinc 2.8 Or MC-Luster MC-Miozinc 100 MC-Miozinc 2.8 Total System DFT: 8.0-14.0 mils DFT Topcoats: MC-Ferrox A 100 MC-Ferrox A 2.8 Ferrous Metals (Overcoat): MC-Luster 100 MC-Luster 2.8 MC-Shieldcoat 100 MC-Shieldcoat 2.8 1 st Coat: MC-Miozinc(Spot Prime) 3.0-5.0 mils DFT MC-Tar 100 MC-Tar 2.8 2"d Coat: MC-Ferrox B 3.0-5.0 mils DFT MC-BallastCoat 2.8 3rd Coat: MC-Ferrox A 2.0-4.0 mils DFT Coating Accelerator: Or MC-Luster PURQuik°Coating Accelerator Total System DFT: 8.0-14.0 mils DFT Surface Preparation Aluminum/Galvanized Metal: 1 s1 Coat: MC-Ferrox B 3.0-5.0 mils DFT Ferrous Metal 2"d Coat: MC-Ferrox A 2.0-4.0 mils DFT Apply to clean, dry, Wasser recommended primers. Refer to the Or MC-Luster primer Product Data for additional information. Total System DFT: 5.0-9.0 mils DFT Aluminum/Galvanized/Non-Ferrous Metal Use as an Intermediate over recommended primers for Prepare surfaces using SSPC-SP1 Solvent Cleaning and SSPC- ferrous metal. Not recommended for direct to ferrous SP12/NACE No. 5 Low Pressure Water Cleaning methods to remove surface contamination. Supplement weathered metal applications. galvanized surface preparation with SSPC-SP2 and SSPC-SP3 *Other Systems are available and appropriate. Contact Hand and Power Tool cleaning to remove excessive corrosion your Wasser Representative for any questions. and impart surface profile on bare metal. Supplement new galvanized surface cleaning with mechanical abrasion to impart Performance Testing Data surface profile and support mechanical adhesion. System*: MC-Zinc Previously Existing Coatings MC-Ferrox B Prepare surfaces using SSPC-SP12/NACE No. 5 Low Pressure MC-Ferrox A Water Cleaning methods to remove surface contamination. *At 75°F and 50% RH 7 day min. cure Supplement SSPC-SP 12 LPWC with SSPC-SP1 Solvent Cleaning and SSPC-SP2 and SSPC-SP3 Hand and Power Tool Abrasion Resistance: (ASTM D4060—CS-17 Wheel, 1,000 clean areas of corrosion and loose or flaking paint (feather cycles/kg load) edges of sound, existing paint back to a firm edge). Spot prime 147 mg loss clean, bare metal with Wasser recommended primer. Sand glossy surfaces to provide profile. Apply a test sample to a small Adhesion: (ASTM D4541) area to determine coating compatibility. 1510 psi Good Practices Impact: (ASTM 2794) Direct: 160 Reverse: 20 MC-Ferrox B is designed for application to tightly adhering, previously existing coatings. Apply a test sample to a small area Page 2 of 4 MC-FerroxB2.8_W.11.61_004 Wasser Corporation 4118 B Place NW Suite B Auburn, WA 98001 www.wassercoatings.com • 800.627.2968 M" C® Qrrox 13 2mg to determine coating compatibility. Spot prime any areas cleaned When surfaces are cleaned to bare metal, areas of oxidation to bare metal with a Wasser recommended primer. after surface preparation and prior to coating application, should be prepared to specified standard prior to applying the Wasser The surface to be coated must be dry, clean, dull, and free from recommended primer. dirt, grease, oil, heavy rust, salts or any other surface contaminants that interfere with adhesion. Consult the referenced standards, SSPC-PA1 and your Wasser Representative for additional information or recommendations. Ensure welds, repair areas, joints, and surface defects exposed by surface preparation are properly cleaned and treated prior to coating application. Application Information MC-Ferrox B can be applied by brush, roll, airless spray and conventional spray application. Follow proper mixing instructions before applying. Mixing: Reducer: MC-Thinner, MC-Thinner 100, (if VOC regulations Material temperature must be 5° F above the dew point restrict thinning, use MC-Thinner XMT). before opening and agitating. Reduction is typically not required. If necessary, thin up to Power mix thoroughly prior to application. 10% with recommended thinner. Thin in accordance with Do not keep under constant agitation. local and federal regulatory standards. Apply a 3-6 oz solvent float over material to prevent moisture intrusion and cover pail. Clean up: MC-Thinner, MC-Thinner 100. Brush/Roller: If Wasser thinners are not available, use MEK, MIBK,Xylene, Brush: Natural fiber or a 50:50 blend of Xylene and MEK or MIBK, or acetone for Roller: Natural or synthetic fiber cover clean up only. Do not add unauthorized solvents to a Wasser Nap: ''/4'to%" coating. Core: Phenolic Reduction: Typically not required. If necessary, reduce with Application Conditions MC-Thinner 100. Airless Spray: Temperature: 20'- 100°F (-8°-38°C) Pump Ratio: 28-40:1 This temperature range should be achieved for ambient, Pressure: 2400-2800psi surface and material temperature. Substrate must be visibly Hose: ''/4'to%" dry. MC-Thinner 100 is recommended for spray application in Tip Size: .013- .019 temperatures above 90°F. Filter Size: 60 mesh (250 µm) Reduction: Typically not required. If necessary, reduce with Relative Humidity: 6%-99% MC-Thinner or MC-Thinner 100. Conventional Spray: (DeVilbis MBC, JGA or equivalent) Coating Accelerator: PURQuik°Accelerator. Fluid Nozzle: E Fluid Tip See Wasser's PURQuik® Accelerator Product Data for Air Cap: 704 or 765 information. Atomizing Air: 45-75 lbs. Fluid Pressure: 15-20 lbs. Storage: Store off the ground in a dry, protected area in Hose: '/2' ID; 50' Max temperature between 40 - 100°F (4 - 381C). MCU containers Reduction: Typically not required. If necessary, reduce must be kept sealed when not in use. Use a solvent float to with MC-Thinner or MC-Thinner 100. reseal partial containers. Certifications and Qualifications VOC Compliant (National Standards — Industrial Maintenance Coating) Tested in accordance with AASHTO R31 Standard Qualified for use in USDA and FDA inspected facilities Page 3 of 4 MC-FerroxB2.8_W.11.61_004 Wasser Corporation 4118 B Place NW Suite B Auburn, WA 98001 www.wassercoatings.com • 800.627.2968 Ferrox 13 2 m 8 vwowm Ordering Information Shipping Information Product Numbers: W11.61 Standard Grey Flash Point: 75.2°F (24°C) Weight/gallon: 13.5± 1.0 lbs. Package Size: 1 gallon and 5 gallon pails (Std. (3.2± .12 kg/1) Grey) DOT HAZARD CLASS 3 DOT PACKAGING GROUP III Shelf Life: 12 months from date of DOT LABEL FLAMMABLE LIQUID DOT SHIPPING NAME PAINT shipment when stored unopened DOT PLACARD FLAMMABLE LIQUID at 75°F (24°C) UN/NA NUMBER 1263 Safety Precautions DANGER! VAPOR AND SPRAY MIST HARMFUL. OVEREXPOSURE MAY CAUSE LUNG DAMAGE. MAY CAUSE ALLERGIC SKIN AND RESPIRATORY REACTION, EFFECTS MAY BE PERMANENT, MAY AFFECT THE BRAIN OR NERVOUS SYSTEM CAUSING DIZZINESS HEADACHE OR NAUSEA. CAUSES EYE, SKIN, NOSE AND THROAT IRRITATION. FLAMMABLE LIQUID AND VAPOR. CONTAINS: Petroleum Distillates,Xylene, Ethylbenzene, Methyl-n-Amyl Ketone, Toluene, Modified MIDI NOTICE: Reports have associated repeated and prolonged occupational over-exposure to solvents with permanent brain and nervous system damage. Intentional misuse by deliberately concentrating and inhaling contents may be harmful or fatal. INDIVIDUALS WITH LUNG OR BREATHING PROBLEMS OR PRIOR REACTION TO ISOCYANATES MUST NOT BE EXPOSED TO VAPOR OR SPRAY MIST. Use Only With Adequate Ventilation. Do not breathe dust, vapors or spray mist. Ensure fresh air entry during application and drying. If you experience eye watering, headache or dizziness or if air monitoring demonstrates vapor/mist levels are above applicable limits, wear an appropriate, properly fitted respirator (NIOSH approved) during and after application. Follow respirator manufacturer's directions for respirator use. Do not get in eyes, on skin or on clothing. Wash thoroughly after handling. Keep away from heat, sparks and flame. Vapor may cause flash fire. KEEP OUT OF REACH OF CHILDREN FIRST AID: If affected by inhalation of vapor or spray mist, remove to fresh air. If breathing difficulty persists or occurs later, consult a physician and have label information available. In case of eye contact, flush immediately with plenty of water for at least 15 minutes and get medical attention; for skin, wash thoroughly with soap and water. If swallowed, get medical attention immediately. If swallowed, do not induce vomiting. Get medical attention immediately. Wash clothing before reuse. Thoroughly clean or destroy contaminated shoes. Keep container closed when not in use. If spilled, contain spilled material and remove with inert absorbent. Dispose of contaminated absorbent, container and unused contents in accordance with local, state and federal regulations. WARNING: This product contains a chemical known to the state of California to cause cancer and birth defects, or other reproductive harm. Obtain and Read the Material Safety Data Sheet Before Using. INTENDED FOR PROFESSIONAL USE ONLY. W11.61 Note: Ingredients and VOCNOS may vary for products with catalysts,tint bases,and other colors Wasser Corporation's liability on any claim of any kind, including claims based upon Wasser Corporation's negligence or strict liability, for any loss or damage arising out of, connected with or resulting from the use of the products, shall in no case exceed the purchase price allowable for the products or part thereof that give rise to the claim. In no event shall Wasser Corporation be liable for consequential or incidental damages. Published Product Data Sheets are subject to change without notice. Contact your Wasser Representative for current Product Data Sheets. Page 4 of 4 MC-FerroxB2.8_W11.61.004 Wasser Corporation 4118 B Place NW Suite B Auburn, WA 98001 www.wassercoatings.com • 800.627.2968 am AM IdIIIIIIIII= " iF m Laster 2 . 8 won- it vF; -vit. Product Description Wasser's most specified aesthetic topcoat MC-Luster is a single-component, semi-gloss, aliphatic, moisture-cure urethane that has excellent resistance to UV,weathering and abrasion. It is an ideal topcoat solution for new construction and maintenance projects with proven performance and easy recoat-ability. Area of Use Substrates Possible Uses Structural Steel Over properly prepared: Bridges Food Processing Facilities Ferrous Metal Tank Exteriors Refineries Galvanized Metal Material Handling Equipment Marine/Port Facilities Aluminium/Non-Ferrous Metal Pulp and Paper Mills Offshore Platforms Metallized Chemical Processing Facilities Hydropower Facilities Previously Existing Coatings Pipes Concrete Water and Wastewater Treatment Facilities Concrete Block Ready Reference Information Resin Type: Aliphatic Urethane Theoretical Coverage: At 1 mil DFT: 994 ft2/gal At 25 pm DFT: 24.4 m /I Pigment type: Coloring Recommended Film Thickness: Sheen: Semi-Gloss Wet: 3.2-6.4 mils (81-163 microns) Dry: 2.0-4.0 mils (51-102 microns) Colors: Standard and various colors (See Wasser's Color Chart) Recommended Coverage Per Coat: Volume Solids: 62.0%±2.0 249 ft2/gal at 4.0 mils DFT-497 ft2/gal at 2.0 mils DFT VOC: <2.8 lb/gal (340 g/I) (6.1 m2/I at 102 microns DFT- 12.2 m2/I at 51 microns DFT) (Volatile Organic Content) Thinning: MC-Thinner, MC-Thinner 100, MC-Thinner XMT Clean Up: MC-Thinner, MC-Thinner 100, MC-Thinner XMT Drying Times and Temperatures *At 50% Humidity 50OF1100C 750F1240C 95OF1350C Without PURQuik' With PURQuik`" Without PURQuik` With PURQuik' Without PURQuik` With PURQuik` Tack Free 1 hour -- 30 minutes -- 20 minutes -- Recoat Minimum' 10 hours 1 hour 8 hours 30 minutes 6 hours 20 minutes Full Cure 10 Days 7 days 7 da s 5 da s 5 da s 4 da s *Humidity, temperature and coating thickness will affect recoat and curing times 'No outer recoat window on clean surfaces Refer to Wasser's PURQuik°Accelerator Product Data for additional information Product Features • Single component Moisture Cure Urethane • Can be applied in below freezing temperatures (no ice or • No mixing errors— no pot life frost) • Easy to apply by brush, roller or spray methods • No dew point restrictions (substrate must be visibly dry) • High performance finish coat for various substrates and • No outer recoat window on clean surfaces services • Compatible with PURQuik°Accelerator for faster recoat • Low VOC and cure times • UV, impact and abrasion resistent • Can be applied at 99% relative humidity Page 1 of 4 MC-Luster2.8_W21.7_004 Wasser Corporation 4118 B Place NW Suite B Auburn, WA 98001 www.wassercoatings.com • 800.627.2968 Laster 2 m 8 vwowm Recommended Systems @75OF and 50% RH 7 day min. cure Ferrous Metals (New Construction/Full Removal): Abrasion Resistance: 147 mg loss 1 st Coat: MC-Zinc 3.0-5.0 mils DFT (ASTM D4060—CS-17 Wheel, 1,000 cycles/kg load) 2"d Coat: MC-Ferrox B 3.0-5.0 mils DFT 3rd Coat: MC-Luster 2.0-4.0 mils DFT Adhesion: 1780 psi Total System DFT: 8.0-14.0 mils DFT (ASTM D4541) 1 st Coat: MC-Miozinc 3.0-5.0 mils DFT Impact: 2"d Coat: MC-Ferrox B 3.0-5.0 mils DFT (ASTM 2794) 3rd Coat: MC-Luster 2.0-4.0 mils DFT Direct: 130 Total System DFT: 8.0-14.0 mils DFT Reverse: 20 Ferrous Metals (Overcoat): Prohesion: 1st Coat: MC-Miozinc(Spot Prime) 3.0-5.0 mils DFT (ASTM G85 @ 5000 hrs) 2"d Coat: MC-Miomastic 3.0-5.0 mils DFT Blistering: None 3rd Coat: MC-Luster 2.0-4.0 mils DFT Scribe Rate: 9.5 Total System DFT: 8.0-14.0 mils DFT Dry Heat Resistance: Aluminum/Non-Ferrous Metals/Galvanized Metal: Continuous: 285°F (141°C) 1 st Coat: MC-CR 3.0-4.0 mils DFT 2"d Coat: MC-Luster 2.0-4.0 mils DFT *Contact Wasser High-Tech Coatings for detailed testing Total System DFT: 5.0-4.0 mils DFT of this product 1sdtCoat: MC-Ferrox B 3.0-5.0 mils DFT Compatable Coatings 2 Coat: MC-Luster 2.0-4.0 mils DFT Total System DFT: 5.0-9.0 mils DFT Primer: MC-Zinc 100 MC-Zinc 2.8 Concrete' (Interior/Exterior): MC-Miozinc 100 MC-Miozinc 2.8 1 st Coat: MC-CR 3.0-4.0 mils DFT MC-Prepbond 100 MC-Prepbond 2.8 2"d Coat: MC-Luster 2.0-4.0 mils DFT Intermediates: Optional Clear Coat MC-Ferrox B 100 MC-Ferrox B 2.8 3rd Coat: MC-Antigraffiti 100 1.5-2.0 mils DFT MC-Miomastic 100 MC-Miomastic 2.8 Total System DFT: 6.5-10.0 mils DFT MC-CR 100 MC-CR 2.8 1. Prime coat for concrete may be reduced up to 25% to Topcoats: MC-Antigraffiti 100 facilitate coating penetration. Subsequent coating applications may be reduced as necessary up to 10%. Thin Coating Accelerator: in accordance with local and federal regulations. PURQuik°Coating Accelerator Note: Use over recommended primers and Surface Preparation intermediates for ferrous metal. Not recommended for Ferrous Metal direct to ferrous metal applications. Apply to clean, dry, Wasser recommended primers and intermediates. Refer to the primer Product Data for additional *Other Systems are available and appropriate. Contact information. your Wasser Representative for any questions. Aluminum/Galvanized/Non-Ferrous Metal Prepare surfaces using SSPC-SP1 Solvent Cleaning and SSPC- SP12/NACE No. 5 Low Pressure Water Cleaning methods to Performance Testing Data remove surface contamination. Supplement weathered galvanized surface preparation with SSPC-SP2 and 3 Hand and Power Tool cleaning to remove excessive corrosion and impart System: MC-Miozinc surface profile on bare metal. Supplement new galvanized MC-Ferrox B surface cleaning with mechanical abrasion to impart surface MC-Luster profile and support mechanical adhesion. Page 2 of 4 MC-Luster2.8_W21.7_004 Wasser Corporation 4118 B Place NW Suite B Auburn, WA 98001 www.wassercoatings.com • 800.627.2968 ON us Qr 2 . 8 W Concrete/Concrete Block clean, bare metal with Wasser recommended primer. Sand glossy surfaces to provide profile. Apply a test sample to a small The surface must be dry, free of surface contaminants, and in area to determine coating compatibility. sound condition. Grease, and oil should be removed by ASTM D4258-83 (Reapproved 1999) and release agents should be Good Practices removed by ASTM D4259 - 88 (Reapproved 1999). Refer to SSPC-SP13/NACE No 6 mechanical or chemical surface MC-Luster is designed for application to a variety of substrates preparation methods for preparing concrete to suitable and tightly adhering, previously existing coatings. Apply a test cleanliness for intended service. Surface preparation methods sample to a small area to determine coating compatibility. Spot should impart sufficient surface profile for mechanical adhesion prime any areas cleaned to bare metal with a Wasser to occur. Ensure surface is thoroughly rinsed and dry prior to recommended primer. coating application. Allow a minimum 7 - 14 days cure time for new concrete prior to preparation and application. The surface to be coated must be dry, clean, dull, and free from dirt, grease, oil, rust, mill scale, salts or any other surface Previously Existing Coatings contaminants that interfere with adhesion. Prepare surfaces using SSPC-SP12/NACE No. 5 Low Pressure Ensure welds, repair areas, joints, and surface defects exposed Water Cleaning methods to remove surface contamination. by surface preparation are properly cleaned and treated prior to Supplement SSPC-SP 12 LPWC with SSPC-SP1 Solvent coating application. Cleaning and SSPC-SP2 and SSPC-SP3 Hand and Power Tool clean areas of corrosion and loose or flaking paint (feather Consult the referenced standards, SSPC-PA1 and your Wasser edges of sound, existing paint back to a firm edge). Spot prime Representative for additional information or recommendations. Application Information MC-Luster can be applied by brush, roll, airless spray and conventional spray methods. Follow proper mixing instructions before applying. Mixing: Material temperature must be 5° F above the dew point Reducer: MC-Thinner, MC-Thinner 100, (if VOC regulations before opening and agitating. restrict thinning, use MC-Thinner XMT). Power mix thoroughly prior to application. Reduction is typically not required. If necessary, thin up to Do not keep under constant agitation. 10%with recommended thinner. Thin in accordance with local Apply a 3-6 oz solvent float over material to prevent and federal regulatory standards. moisture intrusion and cover pail. Clean up: MC-Thinner, MC-Thinner 100. Brush/Roller: If Wasser thinners are not available, use MEK, MIBK, Xylene, Brush: Natural Fiber or a 50:50 blend of Xylene and MEK or MIBK, or acetone for Roller: Natural or synthetic fiber cover clean up only. Do not add unauthorized solvents to a Wasser Nap: ''/4'to%/8' coating. Core: Phenolic Reduction: Typically not required. If necessary, reduce Application Conditions with MC-Thinner 100. Airless Spray: Temperature: 20'- 120°F (-8° -49°C) p y' This temperature range should be achieved for ambient, Pump Ratio: 2400-2 surface and material temperature. Substrate must be visibly Pressure: 240o%" psi dry. MC-Thinner 100 is recommended for spray application in Hose: '/0 3-.0 temperatures above 90°F. Tip Size: .013-.019 Filter Size: 60 mesh (250 µm) Reduction: Typically not required. If necessary, reduce Relative Humidity: 6%-99% with MC-Thinner or MC-Thinner 100. Coating Accelerator: PURQuik®Accelerator. Conventional Spray: (DeVilbis MBC, JGA or equivalent) See Wasser's PURQuik® Accelerator Product Data for Fluid Nozzle: E Fluid Tip information. Air Cap: 704 or 765 Atomizing Air: 45-75 lbs. Storage: Store off the ground in a dry, protected area in Fluid Pressure: 15-20 lbs. temperature between 40 - 100°F (4 - 38°C). MCU containers Hose: '/2' ID; 50' Max must be kept sealed when not in use. Use a solvent float to Reduction: Typically not required. If necessary, reduce reseal partial containers. with MC-Thinner or MC-Thinner 100. Page 3 of 4 Wasser Corporation 4118 B Place NW Suite B Auburn, WA 98001 www.wassercoatings.com • 800.627.2968 Laster 2 . Wols- alt 013 z5 v Certifications and Qualifications VOC Compliant(National Standards—Industrial Maintenance Coating, and Concrete Protective Coating) Qualified for use in USDA and FDA inspected facilities Ordering Information Shipping Information Product Numbers: W21.7 White Flash Point: 80°F (26.6°C) W21.64 Standard Grey Weight/gallon: 11.5± 1.0 lbs. (3.2± .12 kg/1) Package Size: 1 gallon and 5 gallon pails DOT HAZARD CLASS 3 DOT PACKAGING GROUP III Shelf Life: 12 months from date of DOT LABEL FLAMMABLE LIQUID DOT SHIPPING NAME PAINT shipment when stored unopened DOT PLACARD FLAMMABLE LIQUID at 75°F (24°C) UN/NA NUMBER 1263 Safety Precautions DANGER! VAPOR AND SPRAY MIST HARMFUL. OVEREXPOSURE MAY CAUSE LUNG DAMAGE. MAY CAUSE ALLERGIC SKIN AND RESPIRATORY REACTION, EFFECTS MAY BE PERMANENT, MAY AFFECT THE BRAIN OR NERVOUS SYSTEM CAUSING DIZZINESS HEADACHE OR NAUSEA. CAUSES EYE, SKIN, NOSE AND THROAT IRRITATION. FLAMMABLE LIQUID AND VAPOR. CONTAINS: Petroleum Distillates,Xylene, Ethylbenzene, Methyl-n-Amyl Ketone, Isophorone Diisocyanate, Homopolymer HDI NOTICE: Reports have associated repeated and prolonged occupational over-exposure to solvents with permanent brain and nervous system damage. Intentional misuse by deliberately concentrating and inhaling contents may be harmful or fatal. INDIVIDUALS WITH LUNG OR BREATHING PROBLEMS OR PRIOR REACTION TO ISOCYANATES MUST NOT BE EXPOSED TO VAPOR OR SPRAY MIST. Use Only With Adequate Ventilation. Do not breathe dust, vapors or spray mist. Ensure fresh air entry during application and drying. If you experience eye watering, headache or dizziness or if air monitoring demonstrates vapor/mist levels are above applicable limits, wear an appropriate, properly fitted respirator (NIOSH approved) during and after application. Follow respirator manufacturer's directions for respirator use. Do not get in eyes, on skin or on clothing. Wash thoroughly after handling. Keep away from heat,sparks and flame. Vapor may cause flash fire. KEEP OUT OF REACH OF CHILDREN FIRST AID: If affected by inhalation of vapor or spray mist, remove to fresh air. If breathing difficulty persists or occurs later, consult a physician and have label information available. In case of eye contact, flush immediately with plenty of water for at least 15 minutes and get medical attention; for skin, wash thoroughly with soap and water. If swallowed, get medical attention immediately. If swallowed, do not induce vomiting. Get medical attention immediately. Wash clothing before reuse. Thoroughly clean or destroy contaminated shoes. Keep container closed when not in use. If spilled,contain spilled material and remove with inert absorbent. Dispose of contaminated absorbent,container and unused contents in accordance with local,state and federal regulations. WARNING:This product contains a chemical known to the state of California to cause cancer and birth defects,or other reproductive harm. Obtain and Read the Material Safety Data Sheet Before Using. INTENDED FOR PROFESSIONAL USE ONLY. W21.7 Note: Ingredients and VOCNOS may vary for products with catalysts,tint bases,and other colors Wasser Corporation's liability on any claim of any kind, including claims based upon Wasser Corporation's negligence or strict liability, for any loss or damage arising out of, connected with or resulting from the use of the products, shall in no case exceed the purchase price allowable for the products or part thereof that give rise to the claim. In no event shall Wasser Corporation be liable for consequential or incidental damages. Published Product Data Sheets are subject to change without notice. Contact your Wasser Representative for current Product Data Sheets. Page 4 of 4 Wasser Corporation 4118 B Place NW Suite B Auburn, WA 98001 www.wassercoatings.com • 800.627.2968 EXHIBIT J AGENCY CAG-18-228 Department of Transportation' Washington State Local Agency Agreement Department Agency City of Renton CFDA No.20.205 (Catalog or Federal Domestic Assistance) Address 6,q M Renton City Hall-Sth Floor Project No. C lent S Grady Way 9 4 9 8 Renton,WA 98057 Agreement No. LA For OSC WSDOT Use Only The Local Agency having complied,or hereby agreeing to comply,with the terms and conditions set forth in(1)Title 23, U.S. Code Highways, (2)the regulations issued pursuant thereto,(3)2 CFR Part 200, (4)the policies and procedures promulgated by the Washington State Department of Transportation,and(5)the federal aid project agreement entered into between the State and Federal Government,relative to the above project,the Washington State Department of Transportation will authorize the Local Agency to proceed on the project by a separate notification.Federal funds which are to be obligated for the project may not exceed the amount shown herein on line r,column 3,without written authority by the State,subject to the approval of the Federal Highway Administration. All project costs not reimbursed by the Federal Government shall be the responsibility of the Local Agency. Project Description Name Williams Ave Bridge-Seismic Retrofit and Painting Length N/A Termini N Riverside Dr. to S Riverside Dr. Description of Work ridgeroser+e ,seismic retrofit and painting. Project Agreement End Date } Claiming Indirect Cost Rate Proposed Advertisement Date Yes _Y No Estimate of Funding Type of Work (1) (2) (3) Estimated Total Estimated Agency Estimated Federal Proiect Funds Funds Funds PE a.Agency $48,000.00 $6,480.00 $41,520.00 ° 86.5 �0 b.Other Consultant(s) $570,000.00 $76,950.00 $493,050.00 Federal Aid c.Other Participation d.State $2,000.00 $270.00 $ 1,730.00 Ratio for PE e.Total PE Cost Estimate a+b+c+d $620,000.00 $83,700.00 $536,300.00 Right of Way f.Agency 86.5 % .Other Federal Aid h.Other Participation Ratio for RW i.State i.Total R(W Cost Estimate f+ +h+i $0.00 $0.00 $0.00 IGonstruction° k.Contract 100 %1.Other m.Other Federal Aid n.Other Participation Ratio for CN o.Agency Sp tate ►►►►�u a.Total CN Cost Estimate k+I+m+n+o+ '�'�� 0F R f�''i $0.00 $0.00 $0.00 si. r.T al o'ect Cost Esti to e++ $620,000.00 $83,700.00 $536,300.00 Agency Offici _ Washing' tat Qepartment of ransportatian By A * SEAL * _ B Title Denis Law,Mayor �, : Director, Local P grams ATTEST: f �r i0 �� Date Executed DEC 0 6 2018 DOT Form 140-039 S OClerk Page 1 Revised 05/2015 ��►►►►0 Construction Method of Financing (Check Method Selected) State Ad and Award Method A-Advance Payment-Agency Share of total construction cost(based on contract award) Method B-Withhold from gas tax the Agency's share of total construction coast(line 5, column 2)in the amount of $ at$ per month for months. Local Force or Local Ad and Award 'Method C-Agency cost incurred with partial reimbursement The Local Agency further stipulates that pursuant to said Title 23, regulations and policies and procedures, and as a condition to payment of the federal funds obligated, it accepts and will comply with the applicable provisions set forth below.Adopted by official action on Resolution/Ordinance No. Provisions 1.Scope of Work The Agency shall provide all the work,labor, materials,and services necessary to perform the project which is described and set forth in detail in the"Project Description"and"Type of Work." When the State acts for and on behalf of the Agency,the State shall be deemed an agent of the Agency and shall perform the services described and indicated in"Type of Work"on the face of this agreement,in accordance with plans and specifications as proposed by the Agency and approved by the State and the Federal Highway Administration. When the State acts for the Agency but is not subject to the right of control by the Agency,the State shall have the right to perform the work subject to the ordinary procedures of the State and Federal Highway Administration. II.Delegation of Authority The State is willing to fulfill the responsibilities to the Federal Government by the administration of this project.The Agency agrees that the State shall have the full authority to carry out this administration.The State shall review,process,and approve documents required for federal aid reimbursement in accordance with federal requirements. If the State advertises and awards the contract,the State will further act for the Agency in all matters concerning the project as requested by the Agency. If the Local Agency advertises and awards the project,the State shall review the work to ensure conformity with the approved plans and specifications. Ill.Project Administration Certain types of work and services shall be provided by the State on this project as requested by the Agency and described in the Type of Work above. In addition,the State will furnish qualified personnel for the supervision and inspection of the work in progress.On Local Agency advertised and awarded projects,the supervision and inspection shall be limited to ensuring all work is in conformance with approved plans,specifications,and federal aid requirements.The salary of such engineer or other supervisor and all other salaries and costs incurred by State forces upon the project will be considered a cost thereof.All costs related to this project incurred by employees of the State in the customary manner on highway payrolls and vouchers shall be charged as costs of the project. IV.Availability of Records All project records in support of all costs incurred and actual expenditures kept by the Agency are to be maintained in accordance with local government accounting procedures prescribed by the Washington State Auditor's Office,the U.S. Department of Transportation,and the Washington State Department of Transportation.The records shall be open to inspection by the State and Federal Government at all reasonable times and shall be retained and made available for such inspection for a period of not less than three years from the final payment of any federal aid funds to the Agency.Copies of said records shall be furnished to the State and/or Federal Government upon request. V.Compliance with Provisions The Agency shall not incur any federal aid participation costs on any classification of work on this project until authorized in writing by the State for each classification.The classifications of work for projects are: 1. Preliminary engineering. 2. Right of way acquisition. 3. Project construction. Once written authorization is given,the Agency agrees to show continuous progress through monthly billings.Failure to show continuous progress may result the Agency's project becoming inactive,as described in 23 CFR 630,and subject to de-obligation of federal aid funds and/or agreement closure. If right of way acquisition,or actual construction of the road for which preliminary engineering is undertaken is not started by the close of the tenth fiscal year following the fiscal year in which preliminary engineering phase was authorized,the Agency will repay to the State the sum or sums of federal funds paid to the Agency under the terms of this agreement(see Section IX). If actual construction of the road for which right of way has been purchased is not started by the close of the tenth fiscal year following the fiscal year in which the right of way phase was authorized,the Agency will repay to the State the sum or sums of federal rp�tltls ppaid to thy Agency under the terms of this agreement(see Section IX). 07 Fbrm 140-039 Page 2 Revised 05/2015 The Agency agrees that all stages of construction necessary to provide the initially planned complete facility within the limits of this project will conform to at least the minimum values set by approved statewide design standards applicable to this class of highways, even though such additional work is financed without federal aid participation. The Agency agrees that on federal aid highway construction projects,the current federal aid regulations which apply to liquidated damages relative to the basis of federal participation in the project cost shall be applicable in the event the contractor fails to complete the contract within the contract time. VI.Payment and Partial Reimbursement The total cost of the project,including all review and engineering costs and other expenses of the State,is to be paid by the Agency and by the Federal Government. Federal funding shall be in accordance with the Federal Transportation Act,as amended,2 CFR Part 200.The State shall not be ultimately responsible for any of the costs of the project.The Agency shall be ultimately responsible for all costs associated with the project which are not reimbursed by the Federal Government.Nothing in this agreement shall be construed as a promise by the State as to the amount or nature of federal participation in this project. The Agency shall bill the state for federal aid project costs incurred in conformity with applicable federal and state laws.The agency shall minimize the time elapsed between receipt of federal aid funds and subsequent payment of incurred costs. Expenditures by the Local Agency for maintenance,general administration,supervision,and other overhead shall not be eligible for federal participation unless a current indirect cost plan has been prepared in accordance with the regulations outlined in 2 CFR Part 200-Uniform Admin Requirements, Cost Principles and Audit Requirements for Federal Awards,and retained for audit. The State will pay for State incurred costs on the project. Following payment,the State shall bill the Federal Government for reimbursement of those costs eligible for federal participation to the extent that such costs are attributable and properly allocable to this project.The State shall bill the Agency for that portion of State costs which were not reimbursed by the Federal Government(see Section IX). 1. Project Construction Costs Project construction financing will be accomplished by one of the three methods as indicated in this agreement. Method A—The Agency will place with the State,within(20)days after the execution of the construction contract,an advance in the amount of the Agency's share of the total construction cost based on the contract award.The State will notify the Agency of the exact amount to be deposited with the State.The State will pay all costs incurred under the contract upon presentation of progress billings from the contractor.Following such payments,the State will submit a billing to the Federal Government for the federal aid participation share of the cost.When the project is substantially completed and final actual costs of the project can be determined,the State will present the Agency with a final billing showing the amount due the State or the amount due the Agency.This billing will be cleared by either a payment from the Agency to the State or by a refund from the State to the Agency. Method B—The Agency's share of the total construction cost as shown on the face of this agreement shall be withheld from its monthly fuel tax allotments.The face of this agreement establishes the months in which the withholding shall take place and the exact amount to be withheld each month.The extent of withholding will be confirmed by letter from the State at the time of contract award. Upon receipt of progress billings from the contractor,the State will submit such billings to the Federal Government for payment of its participating portion of such billings. Method C—The Agency may submit vouchers to the State in the format prescribed by the State,in duplicate, not more than once per month for those costs eligible for Federal participation to the extent that such costs are directly attributable and properly allocable to this project.Expenditures by the Local Agency for maintenance,general administration,supervision,and other overhead shall not be eligible for Federal participation unless claimed under a previously approved indirect cost plan. The State shall reimburse the Agency for the Federal share of eligible project costs up to the amount shown on the face of this agreement.At the time of audit,the Agency will provide documentation of all costs incurred on the project.The State shall bill the Agency for all costs incurred by the State relative to the project.The State shall also bill the Agency for the federal funds paid by the State to the Agency for project costs which are subsequently determined to be ineligible for federal participation(see Section IX). VII.Audit of Federal Consultant Contracts The Agency,if services of a consultant are required,shall be responsible for audit of the consultant's records to determine eligible federal aid costs on the project.The report of said audit shall be in the Agency's files and made available to the State and the Federal Government. An audit shall be conducted by the WSDOT Internal Audit Office in accordance with generally accepted governmental auditing standards as issued by the United States General Accounting Office by the Comptroller General of the United States;WSDOT Manual M 27-50, Consultant Authorization, Selection,and Agreement Administration; memoranda of understanding between WSDOT and FHWA;and 2 CFR Part 200.501 -Audit Requirements. If upon audit it is found that overpayment or participation of federal money in ineligible items of cost has occurred,the Agency shall reimburse the State for the amount of such overpayment or excess participation(see Section IX). Vill.Single Audit Act The Agency,as a subrecipient of federal funds,shall adhere to the federal regulations outlined in 2 CFR Part 200.501 as well as all applicable federal and state statutes and regulations.A subrecipient who expends$750,000 or more in federal awards from all sources during a given fiscal year shall have a single or program-specific audit performed for that year in accordance with the provisions of 2 CFR Part 200.501. Upon conclusion of the audit,the Agency shall be responsible for ensuring that a copy of the report is transmitted promptly to the State. DOT Form 140-039 Page 3 Revised 05/2015 IX.Payment of Billing The Agency agrees that if payment or arrangement for payment of any of the State's billing relative to the project(e.g.,State force work,project cancellation,overpayment,cost ineligible for federal participation,etc.)is not made to the State within 45 days after the Agency has been billed,the State shall effect reimbursement of the total sum due from the regular monthly fuel tax allotments to the Agency from the Motor Vehicle Fund. No additional Federal project funding will be approved until full payment is received unless otherwise directed by the Director,Local Programs. Project Agreement End Date-This date is based on your projects Period of Performance(2 CFR Part 200.309). Any costs incurred after the Project Agreement End Date are NOT eligible for federal reimbursement.All eligible costs incurred prior to the Project Agreement End Date must be submitted for reimbursement within 90 days after the Project Agreement End Date or they become ineligible for federal reimbursement. X.Traffic Control,Signing,Marking,and Roadway Maintenance The Agency will not permit any changes to be made in the provisions for parking regulations and traffic control on this project without prior approval of the State and Federal Highway Administration.The Agency will not install or permit to be installed any signs, signals,or markings not in conformance with the standards approved by the Federal Highway Administration and MUTCD.The Agency will,at its own expense,maintain the improvement covered by this agreement. XI.Indemnity The Agency shall hold the Federal Government and the State harmless from and shall process and defend at its own expense all claims,demands,or suits,whether at law or equity brought against the Agency,State,or Federal Government,arising from the Agency's execution, performance,or failure to perform any of the provisions of this agreement,or of any other agreement or contract connected with this agreement,or arising by reason of the participation of the State or Federal Government in the project,PROVIDED, nothing herein shall require the Agency to reimburse the State or the Federal Government for damages arising out of bodily injury to persons or damage to property caused by or resulting from the sole negligence of the Federal Government or the State. XII.Nondiscrimination Provision No liability shall attach to the State or Federal Government except as expressly provided herein. The Agency shall not discriminate on the basis of race,color, national origin,or sex in the award and performance of any USDOT- assisted contract and/or agreement or in the administration of its DBE program or the requirements of 49 CFR Part 26.The Agency shall take all necessary and reasonable steps under 49 CFR Part 26 to ensure nondiscrimination in the award and administration of USDOT-assisted contracts and agreements.The WSDOT's DBE program,as required by 49 CFR Part 26 and as approved by USDOT, is incorporated by reference in this agreement. Implementation of this program is a legal obligation and failure to carry out its terms shall be treated as a violation of this agreement. Upon notification to the Agency of its failure to carry out its approved program,the Department may impose sanctions as provided for under Part 26 and may,in appropriate cases, refer the matter for enforcement under 18 U.S.C. 1001 and/or the Program Fraud Civil Remedies Act of 1986(31 U.S.C.3801 et seq.). The Agency hereby agrees that it will incorporate or cause to be incorporated into any contract for construction work,or modification thereof,as defined in the rules and regulations of the Secretary of Labor in 41 CFR Chapter 60,which is paid for in whole or in part with funds obtained from the Federal Government or borrowed on the credit of the Federal Government pursuant to a grant,contract,loan, insurance,or guarantee or understanding pursuant to any federal program involving such grant,contract, loan,insurance,or guarantee, the required contract provisions for Federal-Aid Contracts(FHWA 1273),located in Chapter 44 of the Local Agency Guidelines. The Agency further agrees that it will be bound by the above equal opportunity clause with respect to its own employment practices when it participates in federally assisted construction work:Provided,that if the applicant so participating is a State or Local Government,the above equal opportunity clause is not applicable to any agency, instrumentality,or subdivision of such government which does not participate in work on or under the contract. The Agency also agrees: (1)To assist and cooperate actively with the State in obtaining the compliance of contractors and subcontractors with the equal opportunity clause and rules,regulations,and relevant orders of the Secretary of Labor. (2)To furnish the State such information as it may require for the supervision of such compliance and that it will otherwise assist the State in the discharge of its primary responsibility for securing compliance. (3)To refrain from entering into any contract or contract modification subject to Executive Order 11246 of September 24, 1965,with a contractor debarred from,or who has not demonstrated eligibility for,government contracts and federally assisted construction contracts pursuant to the Executive Order. (4)To carry out such sanctions and penalties for violation of the equal opportunity clause as may be imposed upon contractors and subcontractors by the State, Federal Highway Administration,or the Secretary of Labor pursuant to Part Il,subpart D of the Executive Order. In addition,the Agency agrees that if it fails or refuses to comply with these undertakings,the State may take any or all of the following actions: (a)Cancel,terminate,or suspend this agreement in whole or in part; (b)Refrain from extending any further assistance to the Agency under the program with respect to which the failure or refusal occurred until satisfactory assurance of future compliance has been received from the Agency;and (c)Refer the case to the Department of Justice for appropriate legal proceedings. DOT Form 140-039 Page 4 Revised 05/2015 XIII. Liquidated Damages The Agency hereby agrees that the liquidated damages provisions of 23 CFR Part 635,Subpart 127,as supplemented, relative to the amount of Federal participation in the project cost,shall be applicable in the event the contractor fails to complete the contract within the contract time. Failure to include liquidated damages provision will not relieve the Agency from reduction of federal participation in accordance with this paragraph. XIV.Termination for Public Convenience The Secretary of the Washington State Department of Transportation may terminate the contract in whole,or from time to time in part,whenever: (1)The requisite federal funding becomes unavailable through failure of appropriation or otherwise. (2)The contractor is prevented from proceeding with the work as a direct result of an Executive Order of the President with respect to the prosecution of war or in the interest of national defense,or an Executive Order of the President or Governor of the State with respect to the preservation of energy resources. (3)The contractor is prevented from proceeding with the work by reason of a preliminary,special,or permanent restraining order of a court of competent jurisdiction where the issuance of such order is primarily caused by the acts or omissions of persons or agencies other than the contractor. (4)The Secretary is notified by the Federal Highway Administration that the project is inactive. (5)The Secretary determines that such termination is in the best interests of the State. XV.Venue for Claims and/or Causes of Action For the convenience of the parties to this contract, it is agreed that any claims and/or causes of action which the Local Agency has against the State of Washington,growing out of this contract or the project with which it is concerned,shall be brought only in the Superior Court for Thurston County. XVI.Certification Regarding the Restrictions of the Use of Federal Funds for Lobbying The approving authority certifies,to the best of his or her knowledge and belief,that: (1)No federal appropriated funds have been paid or will be paid, by or on behalf of the undersigned,to any person for influencing or attempting to influence an officer or employee of any federal agency,a member of Congress,an officer or employee of Congress,or an employee of a member of Congress in connection with the awarding of any federal contract,the making of any federal grant,the making of any federal loan,the entering into of any cooperative agreement,and the extension,continuation, renewal,amendment, or modification of any federal contract,grant,loan,or cooperative agreement. (2)If any funds other than federal appropriated funds have been paid or will be paid to any person for influencing or attempting to influence an officer or employee of any federal agency,a member of Congress,an officer or employee of Congress,or an employee of a member of Congress in connection with this federal contract,grant,loan,or cooperative agreement,the undersigned shall complete and submit the Standard Form-LLL,"Disclosure Form to Report Lobbying,"in accordance with its instructions. (3)The undersigned shall require that the language of this certification be included in the award documents for all subawards at all tiers(including subgrants,and contracts and subcontracts under grants,subgrants,loans,and cooperative agreements)which exceed$100,000,and that all such subrecipients shall certify and disclose accordingly. This certification is a material representation of fact upon which reliance was placed when this transaction was made or entered into. Submission of this certification as a prerequisite for making or entering into this transaction imposed by Section 1352,Title 31,U.S. Code.Any person who fails to file the required certification shall be subject to a civil penalty of not less than$10,000 and not more than $100,000 for each such failure. XVII.Assurances Local agencies receiving Federal funding from the USDOT or its operating administrations(i.e., Federal Highway Administration, Federal Transit Administration, Federal Aviation Administration)are required to submit a written policy statement,signed by the Agency Executive and addressed to the State,documenting that all programs,activities,and services will be conducted in compliance with Section 504 and the Americans with Disabilities Act(ADA). Additional Provisions DOT Form 140-039 Page 5 Revised 05/2015 Aft Washington State Local A enc Federal Aid �i Department of Transportation g y Project Prospectus Prefix Route ( ) Date 9/17/2018 Federal Aid DUNS Number 092278894 Project Number LocalAgency WSDOT Federal Employer 91-6001271 Project Number Use Only I Tax ID Number Agency CAAgency Federal Program Title City of Renton ❑✓ Yes ❑No 0 20.205 ❑Other Project Title Start Latitude N 470 29'4.5" Start Longitude W 122' 12'22.8" Williams Ave Bridge-Seismic Retrofit and Painting End Latitude N 470 29' 2.8" End Longitude W 1220 12'23.7" Project Termini From-To Nearest City Name Project Zip Code(+4) N Riverside Dr. S Riverside Dr. Renton 98057-5647 Begin Mile Post End Mile Post Length of Project Award Type N/A N/A N/A ❑✓ Local❑Local Forces❑State❑Railroad Route ID Begin Mile Point End Mile Point City Number County Number County Name 1155 NIA N/A 1070 17 King WSDOT Region Legislative District(s) Congressional District(s) Urban Area Number Northwest Region 37 9 1 Total Local Agency Federal Funds Phase Start Phase Estimated Cost Funding Date Nearest Hundred Dollar Nearest Hundred Dollar Nearest Hundred Dollar Month Year P.E. 620,000 83,700 536,300 11 2018 R/W 50,000 6,750 43,250 1 2020 Const. 2,410,450 5,000 2,405,450 3 2021 Total 3,080,450. 95,450 2,985,000 Description of Existing Facility (Existing Design and Present Condition) Roadway Width Number of Lanes 24 feet 2 Bridge built in 1954. Main span is 2 steel thru-plate girders,with deck beams spanning between them to support deck. Fracture critical. Last painted in 1997. Seismic site class E. Minor seismic retrofit in 1995. Description of Proposed Work Description of Proposed Work(Attach additional sheet(s)if necessary) Bridge preservation, seismic retrofit and painting. Local Agency Contact Person Title Phone Derek Akesson Transportation Project Manager 425-430-7337 Mailing Address City State Zip Code Renton City Hall- 5th Floor, I W S Grady Way Renton WA 98057 By Project Prospectus Approving Authority Title Transportation Design Manager FDate/ 11 DOT Form 140-101 Page 1 Revised 04/2015 Previous Editions Obsolete Agency Project Title Date City of Renton Williams Ave Bridge-Seismic Retrofit and Painting 9/17/2018 Type of Proposed Work Project Type(Check all that Apply) Roadway Width Number of Lanes ❑ New Construction ❑Path/Trail ❑3-R 24 feet 2 ❑Reconstruction ❑Pedestrian ! Facilities ❑2-R ❑ Railroad ❑ Parking ❑Other 0 Bridge Geometric Design Data Description Through Route Crossroad ❑ Principal Arterial ❑Principal Arterial Federal ❑✓ Urban vf Collector Minor Arterial ❑ Urban ❑ Minor Arterial ❑ Rural Functional ❑Rural ElCollector Ejj Ma or Collector Classification ❑NHS ❑NHS ❑ Major Collector ❑Minor Collector ❑Minor Collector ❑ Local Access ❑ Local Access Terrain ❑✓ Flat ❑Roll ❑Mountain ❑ Flat ❑ Roll ❑ Mountain Posted Speed 25 mph Design Speed N/A Existing ADT 1,530 Design Year ADT N/A Design Year N/A Design Hourly Volume (DHV) N/A Performance of Work Preliminary Engineering Will Be Performed By Others Agency Consultant 99 % 1 % Construction Will Be Performed By Contract Agency Contractor 100 % 0 % Environmental Classification ❑Class I - Environmental Impact Statement(EIS) ❑ Class II - Categorically Excluded (CE) ❑Project Involves NEPA/SEPA Section 404 0 Projects Requiring Documentation Interagency Agreement (Documented CE) ❑Class III - Environmental Assessment (EA) ❑Project Involves NEPA/SEPA Section 404 Interagency Agreements Environmental Considerations In water work, street closure traffic impacts. DOT Form 140-101 Page 2 Revised 04/2015 Previous Editions Obsolete Agency Project Title Date City of Renton Williams Ave Bridge-Seismic Retrofit and Painting 9/17/2018 Right of Way ❑ No Right of Way Needed Right of Way Needed *All construction required by the ❑�/ No Relocation ❑Relocation Required contract can be accomplished within the exiting right of way. Utilities Railroad ❑No utility work required V No railroad work required All utility work will be completed prior to the start El All railroad work will be completed prior to the start of of the construction contract the construction contract All utility work will be completed in coordination [:]All the railroad work will be completed in coordination with the construction contract I with the construction contract Description of Utility Relocation or Adjustments and Existing Major Structures Involved in the Project A number of utilities utilize this bridge to cross over the Cedar River. Some permanent adjustments to utility routing and/or temporary relocations may need to occur in order to perform this bridge preservation work. FAA Involvement Is any airport located within 3.2 kilometers (2 miles) of the proposed project?❑✓ Yes ❑No Remarks The Renton Municipal Airport is located within 2 miles of the proposed project. However, this bridge preservation work will not involve construction equipment or activities that affect airport operations. This project has been reviewed by the legislative body of the administration agen �R� encies, or it's designee, and is not inconsistent with the a ncy s compre nsive plan for c! -,% I ent. 4SSw��,``ti�,�NH Agency `+Vim`,• Date By AThS�`- f0 Den s Law, Mayor Z It a sit a_ h, City Clerk .' R DOT Form 140-101 �Il k 6 ``. Page 3 Revised 0412015 Previous Editions Obsolete ��'�i,� PORATEO`gti4 N�`'��`