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Home My WebLink About03827 - Technical Information Report � , � �� y y.. , �,� i . x ��'�, "��;. '/ � ,� i ��, '� , , � ' � � � �, �� , � � ti�� ,,� '� �a� � � ,� : ��a k� W�� P.:.: � � �`� ,�: � � _ � : ` � � , l� ��`�\�`. � � ;�� , � �� M � �-- ► �; r � r ��,. � � � ', �� ' n ac �*; � � W a � � � c �. �� kM s*. .- � � �f �,.�� ,� ., . W " ��! inc�� ;i�aauif;u�� i_,p�n�n�N� :�� ^�,. ,�::; <�' ,,.�, ��f. ��;,'r �. :i'"`. G�B� ^;; , , _� ., �..� .�>' T •� "d, $ � ��a 1! :. .,� Wi f� ,. �s m a: �� . II = DC1 = � _ EflGIflEERS � seame � Port�ana � Spokane � San Diego ' �� Austin , � Irvine �3 Eugene I � San Francisco Anchorage TECHNICAL INFORMATION REPORT For Renton Heritage Apartments , 207-219 Main Avenue South Renton, Washington Prepared for: City of Renton Development Engineering 1055 S. Grady Way 6"' Floor Renton,WA 98057 DCI Job No. 14012-0023 March 19, 2015 (Building Permit Release) A. S �pF WASy�� ~P � � 2?856 A �F�1 ST E��aC�'" 8sslp�, E� 3�l�ll�� This report has been prepared by staff of DCI Engineers under the direction of the professional engineer whose stamp and signature appear hereon. 818 Stewart Street, Suite 1000� Seattle,Washington, 98101 Phone(206)332-1900 �Service Innovation Value � — CONTENTS SECTION I—PROJECT OVERVIEW SECTION II—CONDITION5 AND REQUIREMENTS SUMMARY SECTION III—LEVEL 1 OFF-SITE ANALYSIS SECTION IV—FLOW CONTROL & WATER QUALITY ANALYSIS & DESIGN SECTION V— CONVEYANCE SYSTEM ANALY5IS & DESIGN SECTION VI— SPECIAL REPORTS & STUDIES SECTION VII— OTHER PERMITS SECTION VIII—CSWPPP ANALYSIS & DESIGN SECTION IX — BOND QUANTITIES, FACILITY SUMMARIES & DECLARATION OF COVENANT SECTION X — OPERATIONS & MAI:�ITENANCE VIANUAL Renton Heritage Apartments DCI Engineers SECTION I—PROJECT OVERVIEW This report summarizes stormwater control design considerations for the construction of a six-story mixed-use building at 207-219 Main Avenue S. in Renton, Washington (Figure 2). The building will include commercial space at the ground level and five additional stories of residential consisting of 101 residential units on a 0.68-acre site. There will be one below grade parking level with 43 parking spaces accessed from the �I alley and 37 additional parking spaces at 6.5 feet above grade level, accessed from an �', alley on the west side of the building. An additional 14 at grade parking spaces will be ', accessed from the alley. ' The site was previously occupied by a gas station with a service building on the north , hal£ The south half of the site was previously a parking lot. All above-grade I improvements have been demolished. The site is nearly level. The property's stormwater runoff is conveyed into catch basins that are located on the east side of the property. The runoff is then conveyed east along S. 2°d Street to the Cedar River. Alley drainage is conveyed separately to the S. 2nd Street flowline. Drainage is then conveyed west along S. 2°d Street to Burnett Avenue S. where it is then conveyed north to S. Tillicum Street. Drainage is then conveyed east along S. Tillicum Street east to the Cedar River. � The building will be constructed on a mat foundation. The parking garage and 'I foundation will be excavated using shoring as recommended by the geotechnical report. The east and north sections of the parking garage will be excavated using a 1.5:1 (H: V) benching and the south and north will be excavated using shoring as recommend by the geotechnical engineer. The excavation depth will be around�13 feet deep at the maximum depth on the north side. The minimum depth will be around�9 feet deep at the south side of the building. (Figure 3). A September 11, 2014 geotechnical report by Geotech Consultants, Inc. (see Section VI) identifies the predominant soil on the site as medium-dense alluvial (water deposited) sand and gravels, overlain by three feet of fill and 15 feet of fill where gas tanks were previously located. Groundwater was encountered at depths of 20-26 feet. The site is substantially impervious compacted gravel and there will be minimal change in flow characteristics of the site with the proposed construction. Renton Heritage Apartments DCI Engineers � _ KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATf ON REPORT (T�R) WORKSHEET Pa�t`1, PRoJEC1'OWNER AND, - Part 2 PROJECT LOCATiON ANO PROJECT,;ENGINEER: � DESGRIPTlQN�� ` Project Owner Casr�►os S�evc,l o►�n�w�� Cnmpc�n Project Name �1c,r'e�c..w�<< ��,r,r,r-r�.T Phone tN 25��1 rj!--z�S!g� i EXT [�0 DDES Perm9t# Address I l"7 y7 }�� }- S{., St�1300 Location Township 23 S�, ti3 et�cvc�e t W� �S�1QS Range 5F Project Enginee� Darrcn sim�SOr1 Section �7 Company �CS nf�,;nccxs Site Address 20"j -2.1 q M�in Avc�u� �� Phone 2� 6 � 332 — ! �c�-�nrt � W1� y ps Part 3 TYPE OF PERMIT APPLtCATION Par�4- 'OTHER,REVIEWS AND PERMITS � ❑ Landuse Ser�ices ❑ DFW HPA ❑ Shoreline Subdivisan / Short Subd. / UPD ❑ COE 404 Management Building Services ❑ DOE Dam Safety � Structural /F Cammerical / SFR RockeryNaultl ❑ FEMA Floodplain ❑ Clearing and Grad9ng ❑ ESA Section 7 ❑ Right-of-Way Use ❑ COE Wetlands ❑ Other ❑ Other ParE:S- PLAN AND�REPORT.INFORMATfON ; Technicat Information Report Site Improvement Pfan (Engr. Plans} Type of Drainage Review Full ! Targeted ! Type(circle one): Full / Modified I (circle): Large Site Small Site Date (include revision �2' I 9-I�( F Z-�'�-�S Date (include revision I2- ��1-�L}� Z-�3-t dates): �-��_1� dates): �- �S-- I 1-{ Date of Final: 3-) -�i Da#e o#Final: - Part,6;:ADJUSTMENT APP.ROVALS ; . Type (circle one): Standard / Complex 1 Rreapplication ! Experimental/ Blanket Description:{include conditions in TIR Section 2) Date of A roval: 2009 Surface Water Design Manual 1/9/20d9 1 KING COUNTY, WASHINGTON, SURFACE WATER DE3IGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET . : : .,_ ,. - , . . 'Part 7.: MONITORING REQUIR�MENTS :. -� . '' Monitoring Required: Yes / No Describe: Start Date: ��fl Completion Date: . ,_. _ ,, .: . . . F?art 8 SiTE C�MMUNITY AND.DRAINAGE BASIN � Community P{an : Special Oisfrict Overlays: Drainage Basin: Ccd;c,►c' �Z.ivc,� Stormwater Requirements: — — cxn i � Part 9 _ . . . _ , .. . . . . . . . . _ . . ONSITE AND ADJACENT SENSITIVE AREAS • ❑ River/Stream ❑ S#eep Slope ❑ Lake ❑ Erosion Hazard ❑ Wetlands ❑ Landslide Hazard ❑ Clased Depression ❑ Coal Mine Hazard ❑ Floodplain � Seismic Hazard �u�-�,.r�-i nv� ❑ Other ❑ Habi#at Protection D >: , . Part 1i? SOILS _ . . Soil Type S[opes Erosion Potential Mc,��um D�•►Sc. l�vc..l Si�-C l.�w �Iluvtaf �WocF� ��si�k.a� sa�as � �,�.�tS ❑ High Groundwater Table (within 5 feet) � Sole Saurce Aquifer ❑ Other ❑ Seeps/Springs ❑ Addi#ional Sheets Attached 2009 Surfaee Water Design M�►ual 1/9/2009 x � KING COUNTY, WASHINGTON, SURFACB WATER DE3IGN MANUAL TECHNICAL (NF4RMATION REP�RT (T1R) WORKSHEET Part 1'f QRAINAGE DESfGN LfMITATl�NS. REFERENC� LIMITATfON/SITE CONSTRAINT ❑ Core 2-Offsite Analysis ❑ Sensitive/Criticai Areas ❑ SEPA � Ofher Z�r�G 1 l��{sArFa,r Pro-k.c#�idvt ❑ A,rt,. ❑ Additional Sheets Attached Par#'f 2 TIR SUMMARY SHEET ravide one TIR Summa Sheet er Threshold Discha e Area Threshold Discharge Area• name or descri tion �r-p��t;4- Si} -' �cxt-�� s Core Requirements(ail 8 apply Dischar e at Natural Location Number of Natural Dischar e Locations: ti Offsite Analysis Level: 1 / 2 1 3 dated: C-�..�f-j�_ Flow Control Level: 1 / 2 / 3 or Exemption Number � t�,�,,�r�� S.�-,� incl, facilif summa sheet Small Site BMPs t�-�- �lioY,r 2sa ( A ' P d,,, � _, Conveyance System Sr�ill containment located at: �ati� Erosion and Sediment Con#roE ESC Site Supervisor: Contact Phone: After Hours Phone: Maintenance and Operation Responsibility: Private / Public Ef�rivate, Maintenance Lo Re uirecl: Yes /No Financial Guararitees and Provided: Yes / No Liabili Water Q+�ality+ Type: Basic ! Sens. Lake / Erthanced Basicm / Bog {include facility summary sheet) or Exemption No. I- Sur�ac,� Arc�,��c�d`k-inri Landsca e Mana ement Plan: Yes f3o S eciat Re uirernents as a licable Area Specifrc Drainage Type: CDA/SDO/MDP/BP/LMP/Shared Fac./None Re uirements Name: P�. � o w u Rr�.o. FloodplainlFloodway Delineation Type: Major ! Minor 1 Exemption / Nan 1fl0-year Base Flood Elevation (or range): Datum: Flood Protection Facilities Describe: No� Source Controf Describe landuse: Ap�,,.�,.,,�1-� ( M�-us� (comm.rndusfrial landuse) Describe any s�ructural controts: Non� 20�9 Surface Water Design Manual I I9/2009 3 KING COUNTY, WASI�INGTON, SURFACE WATER DESIGN MANUAL TECHNICAL 1NFORMATION REPORT (TIR) WORKSHEET Oil Control High-use Site: Yes / Treatrrzent BMP: Maintenance Agreement: Yes / No '� with whorn? Other D�aina e Structures Describe: �oo� �d F'o��nc� D r�i�nS ' Part �3 EROSION AND SEDIMENT CONTROL REQUIREMENTS MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURlNG CONS7RUCTION AFTER CONSTRUCTION � Clearing Limits � Stabifize Exposed Surfaces � Cover Measures � Remove and Restore Temporary ESC Faci[ities � Perimeter Protection �Clean ar�d Remove Aii Silt and Debris, Ensure �,Traffic Area Stabilization Opera�on of Aermanent FaciEities � Sediment Retention ❑ Flag Limiis of SAO and open space preservation areas ❑ Surface Water Coliec#ion ❑ Other ❑ Dewatering Control � Dust Control ❑ Flow Control Part 14 STORMWATER FAClL1TY DESCRIPTIONS Note: Include Facili Surr�ma and Sketch Fiow Cont�ol T elDescri tion Water Quafi T e/Descri tion ❑ De#ention �� ❑ Biafiitration ��"''P+ ❑ Infi[trafion t�a+ Pcx�+if�'u� ❑ W�tpooE Sur-��, ❑ Regional Facility ❑ Media Filtration '�� ❑ Shared Facility ❑ Oil Control Excm�-Io,� ❑ Flow Cont�ol ��.� Q��k,� ❑ Spiii ConVol BMPs ��SA�� A�`p� ❑ Flow Controf BMPs � Other w�11 1�` c�hw�c,�.� ❑ Other `�,� c�ompns-�- �i'�1m c,� 5 b�ls, 2009 Surface Water Drsign Manual 1/9/2Q09 4 � _ KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 15 EASEMENTSlTRACTS Part 16 STRUCTURAL ANALYSIS ❑ Drainage Easement ❑ Cast in Place Vault ❑ Covenant ❑ Retaining Wall ❑ Native Growth Protection Cavenant ❑ Rockery>4' High ❑ Tract ❑ Structural on Steep Slope ❑ Other ❑ Other Part 17 SIGNATURE OF PROFESSIONAL ENGINEER I, or a civil engineer under my supervision, have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attached Technical Information Report. To the best of my knowledge the information provided here is accurate. � S-� .---- �/��I s Si ned/Da e 2009 Surface Water Design Manual 1/9/2009 5 FIGURE 2 ; �F;• E TON ��`� I IA�N CIPAL . / � � A�R�ORT '' � � i� 9 4 i l� C 5 , � , S I , ��9,p I \ �� 900 �9•0 S 2nd ST � �`�9 I 900 � S 3rd ST � � � �`� i \,y �n v� � .y ,!2 N �I I� `;� a a' a '�9�, Ni z SITF � < i N � � �� S 7th ST N �i 1 ' \ ,� ,�1` S`N �ADY I � � � 0 ''�� 167� ��, � ' W � ml � VICINITY MAP NOT TO SCALE � FIGURE 3 1 2 3 4 5 6 7 AREAS CONTRACTOR NOTE 51E AREA.................__.. . ....pg,4p5 Sp�FT ALL EXIS?ING U71lIT1E5 SHONN ON PLANS ARE TO BE VERIFlEO EP STA 26+11.08 - � j DISiURBED AREA.................... HORIZONTALLY AND 4ERTICALLY PRIOR TO ANV CONSTRUC710N. ALL -III$ � � APPROXIMATE�OGpAON OF� ? + tn; .�.. 38.332 5a/FT � FUTURE CURB BULB BY O7NER5 i .� a � IMPERMOUS ARE0. ..... ....... EXIS7ING FEATURES INC�UDING BURIED UT1LJ71ES ARE SHONN AS INDICATED �.RAISE El(IS�1NG C NICATION PERNWS 32'2Z6 SO/FT ��W o � CLOSE EXISTING DRIVEWAY � �� - � :. /lANDSCAPE AREA....Z pyp��T ON RECORD MAPS AND SURVEY Fl1RNISHED BY OTHERS. NE ASSUME NO r m`^� EP STA 32+80.04-. vnu�r uo to NISH GRAD i AND INSTALL NEW 6' WRB t �-�� 1 � ��' 3� LIABWTY FOR THE ACCURACY OF lHOSE RECAROS AND SURVEY, FOR 7HE W c�i��g E F A . AND CUTTER PER . �o � ;�'INSTALL NEW 12'WATER, FlNAL LOCA710N OF E%ISTING UTILITIES IN AREA$CRITICAL TO z: U - - p7y � �`I � � `" � � SEE SHEET C3.1 AND C3.2 CONSTRUC710N CONTAC7 TNE UlILITY OMMER/AGENCY. W w��] _ � INSTALL NEW�2" CONCRETE SIDEWALK ��. �'•,�' :� � j� ,� � 'r� _yf��AR SIGHT DISTANCE TRIANGLE� _ _ � � � � XiSTING AFFl SIGNAL P - - _ _ _ _ Z� � CLOSE E%ISTING ORI4EWAY - - �-- -'P�R_qTY OF RENTON STANDARD 102 -. i_ �'� '•.,, � I!�..;... � ,-��-'�� (pES�GN SPEEO= 35 MPH) E �PROTECT IN PLACE �C��$F c �,In { � - � E%IS71NC WRB AND dJTTER,PROTEC IN PLA �, ._, , . � �. . _ _ - - -��. . ¢ �I � AND INSTALL NEW 6'WRB � - ', `� �, of i� �� S�A.25+60-15{MAW AVENUE) _ _ - � � � �� '', ��ui� � AND GUTTER PER -" _>.,- -_ _J�. �ttV� ��CET �� ' '' r�i �-. 2 7-.. -- � w�_�� II CI7Y OF RENTOM ST�iNDARD ID7 J,NO 1Q:I;OO � .-�1 i �� '•, � �_�-- ��{ �_"Tt'0 NER ROW OEUICATION . ._.-- I I I C m��m� �. 1 �- ♦ - - _ - i �' �' �� RS�1Rl�YEV4-CdlRB-BAMP P R qT�OF RENTON S ARD . W co tn�i U ��-�- � - ' � �- � i � �� € - T�� E%ISTMG COMMUNICATION VAULT, 9 ` � INSTALL NEW CONCRETE ORIVEWAY ,\� f2+�r � - . .,'. . ` < _ _ � � � _ PER qTY OF RENTON STANDARDS 104.2 AND 104.4 '� � - - ��- �'• ' __ � ' i XI TING DRIVEWAV - - - - RNSE�D TO FWISH GRADE �� `' . i 6� 5 ; i -- I � -•.� ,o i � i I ��CURB - - . � ��'�44.ib�� MATCH SIDEWALK TO E%IS71NG GRpDE -�� r� �� - - - L$C� i I . � �:.kt �-r-+� � .. i�� GYtY�3EM�SIANB#R�-tQt Afl6103 , ..� i � ?2.3. / E � I � B � 36.0' . o� � ��- �/� ��:� �- - �2a+9976 2086'LT I � �t4.-2-- aa.t5-� ,t ..�q. � NAMTAIN 4.0'SIOEWA�K WIDTH FOR ADA ACCESSIBIUT' ' - -- � i n � � � 1 OFFSi1E WORK TO 8E COORDINAiED BY DWNER' �- .-� -� --�_ - ' / � � ��- � �',�+ ` ... � y .' �n:1- ��, � ;' f ,`:,�� TYPE 7 PER CITv OF RENTON SUNDARD 200 . ��\ � . �+ '�'i - �'�OL1bRM1��- . .. . `r�. � -Kr� �r;, �/,.=� Wilfi VANE�GRATf� � _ I � 3�� d�d � TRENCH DRAIN OR EIX1AL TO ` � } .- - ' - - _'�_ _ -- - _� . .".' � � --.<'_ PER Clli'OF R€NTON STAlIOARD 204.20 I . . . . -- ��\ � _ ' � CURB�ISCHARGE, ..-�- -� .�. � `- - - �� ' ; RIM= 13.E�T I a � �:� �=' i SEE DETAiL RiGHT " . � - ( ) �� -� �. � �.4'� �Z, � e" ` I IE= 41 67 NEW 12',D.I,E - ,, y . . � �: : '>. � -� �� W�r �,5 �� iE= 42.t7(NEW 6'��.I..1� ` � . �' dls ��, STA, 32+44 79.7.47'LT - - - -`�� . � � .. NEW POLYDRAIN 6�0 CATCH BASIN OR EQl1Al � I ` � - - - - T .�� ' f - - SU 24+99 20.1 38'RT _/ , - I �6'Q Q i, , BUIIDING ABOVE i _ _ _ PER ABT,WC POLYDRAIN STANDARDS _ i� �/ I I°`-� ��;,- -^� . _ NEW SDCB/1 /,n � � RIM= 43.1J z� � ti. ��, i . . - - ' ��'�Ea 46 t.�� a� � � I �� . a8'TYPE 2 PER qTY OF RENiON STANDARO 201 ' \q_Y5'-' � 4.4;26- � a4.'8 `� -. I '.. � _ 5 ` a - i..Il� ��I � �-- ;� . �.�3211 G _ o ER pW OF REN�TONESTA DARD 204.50 �XIBE EMO�ED AND/OR ,. � \�.. V � I � . _ .: �� , j� . . \I 7' i I ��,5, �I � . �-- � . - I I RIM= f�.65 RELOCATED BY PSE UNDER --- � r . � '� ... '�, ''. PROPOSED BUILDMlG COL`l��irr) _ � . l I � R=25'- .T'� C _ �.�. . IE= 4122(E%. 12'. CONC. N.S) $EPERA7E CIXJ7RACT � � �� . � i� ' � % ' _ . -�. -- iE= 4,.zz(�w iz'.o.i..w) �, � C . � .. .� �� " �,.-- -Y �ST�RIE�42.38 ., _ �i � STR ET,RESDTORAnON PER qtt OF RENTON STANOARO (TYP.) � � 'ij� 11�� I � � -- - _ - - .i � 442C� I i ExISTING CURB. I � �- - ' , �I '� SEE ALLEv PLPN SHEET 4.1 � - � - � ` � I � - �� ` ll.�o � � , o � -C TO POT HOLE AND VERIFY LOCATION AND i �-� I - _ ' � �� _ � I . . , ��I I _� E OF E%IS71NG GAS AND WATER LINE AT ALL E7(ISTING POWER EASEMENT . p�.� �� , 'i, ', I�_ N CROSSMGS REC N0. 6638567 CORNER ROW DEDICAlI l �__�-� � ;�,� � . .` I EXI NG CURB AND GUT7ER,PROTECT IN PLACE _ 1 �' � I '� �, ��. � �� ': QQ 9� { I+a I �I i-CL E E%ISiING DRIVEWAY INS TALL�CUR B RAMP�� ' s RETAIL GARAGE ENTRANCE - i f+- -- ' INSTALL NEW 6'WRB PER GTY OF REt�10N STANDARD� ` _ �I �,�; �:�. `` 44.18 l4 GUTIER PER - - . . � •r T�H za�o-izas - �� .� q OF RENTON STANDARD t01 AND 103 BELOW GRADE GARA �� 1 NEW 6"CURB� ' I i Q� � R�u _ - . . k .��. :' >I �IN Au�w S�EET,�EE�wo P��R. �ORNER ENLARGEMENT PER qTY OF RENTON STANDARD 101 � .� � �--- � ��--- - �� ' I- � S LAN�SCAPE PLAN(7YP) -- I r - = i . , SCALE: 1'=5' 16.0, g `.� . il � � y y 1 D E%ISTING BUILOING,�� 1 � SEE 1YPICl�ROADAWAY� ;� ,�� N E�i PER4CIT�'OF RENTON STANDARD 200 �� g 3 � � � a � PROIECT IN PLACE I- I�� CRp$S SECTION, SHEET C4.0 ( � -.. VANED GRATE DEDICATION SEE ALLEY PLAN SHEET 4.1 - t�� ._ _ FOR T'IPICAL STORM '� �� p C17Y OF RENTON STANDARO 204.20 �+00 TO STA 32+50 N g �: I k ��CLEARANCES ��-� R 44.34 6.0' o v OYER EXIS NG UTILITIES I 47.73(NEW 12'.0.1..E) DEDICATION a o � 8 _ � `3'S`'-n:-' � �- -= F= - __ � I � ,�� 'I � I 4223(NEW 6",D.L.WJ 5T 30+0p TO STA 31+00 � ' o Y a o, a PROPOSED AT GRADE PARRING � CO O �Z�qR"crroau ciFauniii � �,:� I �;��_� LF 12'D.I. SD 8'CL. 4000 CONCRETE Wlhi DOWELL ' o��-I RIM=45Af._ � o . (14 STALLS) -_ . ° IE=42.83 �" I I STA 23+96.31.1 65'RT � i �-6'CRUSHED Af,GFtEGAlE BASE - ��11.0"ROW �I � NEW SDCBi3 47S 4.7R UPPER FLOOR/BALCONY �� U . _I - I 48�TYPE 2 PER CITV OF RENTON STANDARD 201 _ - COMPACTED SUBGRADE PER i I � MITH ROUN�SOLID METAL COVER GEOiECHNICAL REWIREMENTS ___ _. _ � - o - _-_ ' I� �_ � � I �I I . PER CITY Of RENTON STANDARD 204.50 ` "� � --- _ � . I 3 RIM=45.08 �E= 4118 E%. 12'CONC., N,S) E �:: I�� I I �E= 4i.ze(New n', o.i.,� w W ,.., � I s � N. �� . I W , . INSTALL NEW 12'CONCRETE SIDEWALK ° ' - -�aa z3 ' >� _) PeR an aF RENroN srallonRo�02 TYPICAL ALLEY SECTION ('� Q INSTALL NEW 16'MIDE PLLEY,---- - � J� � Q =� . SEE f��_�{li _ ; :��-. o . __ _ _ , -. .: _CLOSE E%ISTING DRIVEWAY SCALE: N.T.S �FlEID CUT POLVDRNN . _ __ �y3�j�: CURB DiSCHARGE W FORM 40'BENO � � AND INSTALL NEW 6"CURB � ` ' ' � AND R PER Z � � RIM=44.78 � �' n �� Q I W� CEMENT CIXJCRETE �...'.�� 1 �L ,� • �, 'I _ 6'S7oRu Cicar�l0u7 � r' � � . _ pTY OF RENTON STANDARD t01 AND 103 ORIVEWAY ENIRANCE PROTECT IN PLACE E7(ISTING i � ; I, 1 � NEW 6"CURB � r COMMUNICATION 11NES _ i �� +;.- PER qTY OF RENTON .. Q a � _ IE= 42.52 � I �� I � NEW SOCB� STANDAR� 104.a 15 LF 4'POLYDRNN � � � � PROTECT IN PUCE E%ISPNG GAS LINE I� � `�� `- _ "`I TYPE 1 PQt C�TY OF RENTON STANDARD 200 NEw��,A� NEU7RAL BOTTOM-NON SLOPMG � w ___ _� _ 1 = N1TH VANEO GRATE .'8 WITH ORNAAIENTAL IMPERUL STAR � Z �I 3 -��.,I PER CITV OF RENTOIJ STANDAR�204-20 �7�4'PO�YDRAIN DUCTILE IRON GRATE � � Q �� c 22.� - g�.q -- -0 � � RIIA= 44.14 NEUTRAL BOTTOM-NON SIOPMG � OR EQUAL � � SAWCUT E%ISTING CONCREIE I�� __ _ `�6 � IE= 41J7(NEW 12'.D.1.,E) WI7H ORNAMENTAL IMPERIAL STAR � �� PER ABT,INC �/ � Z F -� ' },� � - ,, 44.78 � 2 � � IE= 4227(NEW 8' D.L.W) �UCTILF IRON GRATE NEW� E 610 POLVDRNN � Q (n W � POU'DRAIN STANDARDS I - ` _ OR EOUAL CONCRETE LA GE CATCH BASIN OR EQUAL � STA 23+37 57 1 81'RT PER ABT,MC AL�EV a pE ABT.INC POI�'DRAIN STANDARDS O � ��c3Y�-'?w5 T °��. �„ '�� NEW SDCB� POLYDRAIN STANDARDS � 0 * �� T 44 e3 � -1 � �8"TYPE 2 PER CITY OF RENTON SiANDARD 201 ALLEY TRENCH DRAIN OVERVIEW a Z � - 11i o � _�_.;,,F� ;- �. W1TH ROUND SOLID METAL COVER � II � � 44.84 . I �s� �� -� �� ' PER qTV OF RENTON STANDARD 204.50 SCALE: N.T.S. Z N RES�DENPAL GARAGE ACCESS - - ' � �'` '� g�; -`� � EM 41 32(E%. tY CONC.,N,5) � � �_'1 3 8 � � I � IE= 41.32(NEW 12'D.1.. w) I � �J _-�� - � �NEW CONCRETE - 60'ROW DEDICA S-GAS GAS �� 23 LF 12' D.I.SD - I -__ BP STA 30+00.00 °� as .� - =�� aew ca,cRe�-� f - �.0 I 22.9' � 441D � . ��FUTURE STREE7LIGHT(iYP) ALLEV � SIDEWALN .. � � � '. I ' - � f EXiSTING POWER COkDUIT, RERWTE AS NECESSARY '1 , / � �� COORqNATE YATH PSE, SEE TYPICAI ROADAWAY � w G CITY'OF RENTO� ,$ PROPos�o eui�aNc-' � �I/ �� ceoss secnaN,sr+eEr ca.o f o �r�� I , 'i I J � �-,." I � � T R a R �' WS ALL NEW 6"CU B ND GUTTE � 'S"��d` � � f �I '��, � � -�.PER CITV OF RENTON STANDARD 101 AND t03 CLA55 3000 CONCRETE 4�'RP QYDRNN N1TH GRATE �E�n� A}��11UYClI Uy. 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' � Soil Map Unit Points •� Special Line Features ' Speciai Point Features Please rely on the bar scale on each map sheet for map () Blowout �Nater Features measu�ements. Streams and Canals � eorrow Pit Source of Map: Natural Resources Conservation Service Transportatlon Web Soil Survey URL: http://websoilsurvey.nres.usda.gov � Clay Spot � Rails Coordinate 5ystem: Web Mercator(EPSG:3857) ti; Closed Depression y y Maps from the Web Soil Survey are based on the Web Mercator � Interstate Hi hwe s � Gravel Pit ,,,,; us Routes projection,which preserves direction and shape but distorts distance and area.A projection that preserves area,such as the „ Gravelly Spot Major Roads Albers equal-area conic projection,should be used if more accurate � Landfill Local Roads calculations of distance or area are required. � Lava Fiow Background This product is generated from the USDA-NRCS certified data as of the version date(s)listed below. �, Marsh or swamp . Aerial Photography Soil Survey Area: King County Area,Washington � Mine or Quarry Survey Area Data: Version 8,Dec 10,2013 0 Miscellaneous Water Soil map units are labeled(as space allows)for map scales 1:50,000 O Perennial Water or larger. ry Rock outcrop Date(s)aerial images were photographed: Aug 31,2013—Oct 6, + 2013 Saline Spot . . Sandy Spot The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background � Severeiy Eroded Spot imagery displayed on these maps.As a result,some minor shifting of map unit boundaries may be evident. � Sinkhole �7, Slide or Slip � Sodic Spot usDn Natural Resources Web Soil Survey 6/25/2014 �� Conservatlon Service National Cooperative Soil 5urvey Page 2 of 3 riUUKt 4.;� Soil Ma�King County Area,Washington Map Unit Legend King County Area,Washington(VYA633) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI AkF Alderwood and Kitsap soiis, 1.3 0.9% very steep AmC Arents,Alderwood material,6 to 7.9 5.5% 15 percent slopes BeD Beausite gravelly sandy loam, 0.1 0.1% 15 to 30 percent slopes Rh Riverwash 0.2 0.2°k Ur Urban land _ ' 129.8 90.5°/a W Water '� 4.0 2.8% Totals for Area of Interest I 143.4 100.0°/. , � � ' �; _.� '', '� � II I � , USDA Natural Resources Web Soil Survey 6/25/2014 � Conservation Service National Cooperative Soil Survey Page 3 of 3 � SECTION II— CONDITIONS AND REQUIREMENTS SUMMARY This project is subject to full drainage review under the 2009 King County Surface Water Design Manual (KCSWDM) and the 2009 City of Renton Addendum to the 2009 KCSWDM. The site lies in a Peak Rate Flow Control Standard Area as delineated by the City of Renton. The following is a summary of how the project will address each of the core stormwater requirements identified in the KCSWDM. Core Requirement# 1 —Discharge at the Natural Location: A series of catch basins on Main Avenue South and catch basins at the northeast corner of the site provide a natural discharge location for stormwater runoff. Stormwater runoff generated on the site currently appears to sheet flow toward the north and east section of the lot, where it is collected in multiple catch basins and is piped to a 12 inch storm sewer in Main Avenue South. The proposed development will preserve this drainage pattern to the maximum extent feasible. Core Requirement# 2 —Off-site analysis: See section III, "Level 1 Downstream Analysis". Core Requirement#3 —Flow Control: The northeast corner of this project is located approximately 700 feet from the Cedar River downstream of the Taylor Creek confluent. This project is exempt from the Flow Control requirement by the Direct Discharge Exemption located in the City of Renton Amendments to the KCSWDM. The flowpath from the project site discharge point to the edge of the 100-year floodplain of the Cedar River is within a half mile. The flowpath of the alley drainage to the Cedar River is also within a half mile and is exempt from the Flow Control requirement by the Direct Discbarge Exemption. Additionally the site is nearly 100% impervious, this project will not increase runoff over existing rates. This project is also exempt from the flow control BMP requirement because it is located in Zone 1 of the Aquifer Protection Area designated by the City of Renton. Flow control BMPs are not permitted in Zone 1 of an Aquifer Protection Area per Section 1.3.6 of the City of Renton Amendments to the KCSWDM. See also Section IV, "Drainage Analysis". Core Requirement#4— Conveyance System: See Section V, "Conveyance System Analysis & Design". Core Requirement# 5—Erosion and Sediment Control: See Section VIII, "ESC Analysis and Design". Core Requirement# 6—Maintenance and Operations: Maintenance and operation of the on-site drainage system is the responsibility of the property owner. See Section X, "Operations and Maintenance Manual". Renton Heritage Aparhnents DCI Engineers Core Requirement# 7— Financial Guarantees and Liability: Per RMC 4-6-030J the project will require a bond for all stormwater conveyance systems installed on the site prior to the City of Renton issuing a permit. This will be presented to the City once final construction plans are approved and a utility contractor has been selected. Core Requirement#8—Water quality: This project qualifies for Exemption#1, the Surface Area Exemption, in the 2009 City of City of Renton Amendments to the KCSWDM. Less than 5,000 sq. ft. of new PGIS plus replaced PGIS and less than 35,000 sq. ft. of new PGPS will be created with the redevelopment project. Repaving of the alley will consist of approximately 4180 sq. ft. of replaced PGIS for the project. Special Requirement# 1 —Other Adopted Area-Specific Requirements: There are no known area-specific requirements applicable to this project, other than the Peak Rate Flow Control Standard Area designation. Special Requirement# 2—Flood Hazard Area Delineation: The project site is subject to no identified flood hazards identificd in the Rc�i�cd FFti1 � Preliminary DFIRM Nov. 2010 (Figure 6 in Section III) Special Requirement#3 —Flood Protection Facilitie� There are no known flood protection facilities impacted by ti��s pro��_ Special Requirement# 4— Source Controls: When the Heritage Apartment building is in operation following construction, it is not - expected to generate significant source� " Special Requirement# 5—Oil Contr� Oil control facilities are not required per kC:� does not meet the definition of a"high use sit� Special Requirement# 6—Aquifer Protection :�red. 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",�� ` � ^'0� '� � �i�/ � 1 � �� / ' / / / ' ' � , � � ■ � • � � . �• 1 / 1 • � � �• �� ' � � 1 1 . 1 � - � - - - �� _ " _ � ' ' � �. :�� •��'//� ►s � �.r,�►��• � r". �1 y%/�r�R�.f.I��+ i � ��-`i�i�i:��i!��%//�////�/�/ 9If/!/�i/�f 1 �• � � ►�i��'�I . •�.�� /�� ►��% �,� •�.��. y � ...•.. .��. . �r .�.��..•'.% �� .:.... �� ..�.�... •.�..•.•.• � ��-/ �� -'•'�:•'❖: . .�:�.�.�.�. !�� !/I� .....• � ::::si•i �f , � • •r+�• � •►.�• �� q� �� ..�.��/ •..•• ..�.•.� J � ��1��6�� 1, •�� j�j��i�� , ►�� .��'�� li � • , . �.�.�� f�� ' • • ��. �� ' �,. �li ♦1�� / �� ♦ ♦.I�r �� ,�. ►��1��♦ ' • 1 ��'�� "��/ �� j��.• � � ►��1��1►�� ••••+�•�•��j/ � ♦�1��• ♦��♦ ��a�• ��/ �. . . e��i1�• _ � i��i� i1►�f• ��.� i �/. �s��• . ��i'i i�'�� % , : •��♦ • �i/ //�� / ��i�• /' %� / ��i�i�i��i� �"�' � � •�.� •� �////// /, / 1 �' ' i `.._.'.. �///////��/ /'/,i �°i`.�ii'i j�� ; ►�a:�i's�i � // / ♦.��•�s� ��•��• • .�.�� j 1 ►i��• � �+�+�� /1��I •�s��• ��„�� 1 • •� � ��I •�.e�• /�'I �.y'�.�4�:� ; y..r� . ��' �l�� °��ia�� / I f �� i�a��• // ♦��♦ '�� '�s��♦ , / � .�• ♦� / / � / ►�� ii��i�i � / /i ►��1 ��`'�� //// � ('�'�f ��j��j��j �•�•�••�•� ��i„�� //j��i ♦��♦ • • •�� •�� i�f'�'�'� I �G., . � I .��.A�. � � • :�. ♦�•�♦��•�, �i /�ii � �I'� �//��_-- � ........:L,;,, ,j , . .... ...... i. I :..... � •�•�•,�•�; � ■ ...... . , .,....� _ ..,... .,.... � ....._� / � /� . •;;;;•;•♦ / ...... :..... - .- �- •.£'•'....,� � �� :...../ :,•..��.�.. '�*�':i'�'. / i��a.� � %�� r ._...., j ;.;.;.;,_..... ,.,,,,,,,,. .•...•.�...� � ::::::::� �! .....: .❖.•.�... . � . ...... ...... f ...... r ...... :s�``�:' � ..... ..,... � ..... i.i� , . . � . � . .•�.:• � •' / .•••• / :•...• •�••• /� .. i.�..• % % ♦��►• ��s��•�� i��a�� / ��,�� •��.... •�.�• /�, + _ � � - i�.��. .��is /�� .�� •. M � � � - ` �n 1 . � ,�'� � � 1 ' 1 '� I 7 1 • • 1 � � 1 ' 1 . , . . . . _ , � � �� 1 � ' 1 � 1 • • �. .�� . - � � 1 M• � 1 1 . 1 • . SECTION III—LEVEL 1 DOWNSTREAM ANALYSIS DCI staff have obtained GIS stormwater records from the City of Renton, and have walked the stormwater conveyance route from the project site to the point at which the conveyance discharges to the Cedar River approximately 700 feet to the east. A map of the downstream path, excerpted from the city's GIS mapping, is provided as Figure 5 following this narrative. All stormwater runoff generated on the project site drains to the public right-of-way on Main Avenue S. and S. 2°d Street. Northern project frontage east of the alley drains along the south flowline of S. 2nd Street east toward a catch basin at the southwest corner of Main Avenue S. Eastern project frontage drains north along the west flowline of Main Avenue S. to the same catch basin. This catch basin is connected to a 12-inch storm sewer draining north on Main Avenue S. The Main Avenue S. storm system turns east at a Type 2 catch basin in S. 2nd Street and drains approximately 300 feet east to Mill Street, where it passes through catch basins at the southwest and southeast corners of the intersection. The flow continues approximately 200 feet east through a parking lot to a Type 2 catch basin near the 200 IVlill Building, where it turns to the northeast 200 feet through a landscaped courtyard and discharges through a rubber flap gate on the bank of the Cedar River approximately 75 feet southeast of the public library building, which straddles the river. The entire 700- foot run of the conveyance route appears to be constructed of 12-inch concrete pipe. Most alley drainage appears to drain under the existing structures along the west alley frontage by a series of existing catch basins and drains to the public storm system in Wells Avenue S. The northern portion alley drainage along the west side of the property to the southern flowline of S. 2°a Street and runs west into a catch basin on the southeast corner of the intersection on S. 2nd St and Wells Avenue S. From Wells Avenue S. the drainage is conveyed west along S. 2nd Street then north along Burnett Avenue S. then east along S. Tillicum Street and into the Cedar River. The path of conveyance from the alley to the Cedar River is approximately 2,125 ft. A map of the downstream path, excerpted from the city's GIS mapping, is provided as Figure 5.l following this narrative. Renton Heritage Apartments DCI Engineers r i�a�n� � 114 MILE DOWNSTREAM FLOWPATH - CITY OF RENTON �� . _ �_ � n 900 i � • � � _ � .. � � . � '+L s <�.. . s J � � �' �t�� ' `� �" � � � I �z. .� . �"' i al�. €. �' q, � ;� � I � 6 s � � � ,. � , _ r �� 4 -`� �� ' ` t �fi�.�-.. �� _�� ` ��z �:�<�! ,/ � �t' _ ; i i, �i �,�� ' ,,�►, - � � ` � � � {_+�G� �� • + i ' � � �+ ;, �� e,:q t# � �. . �___- _.� ..� , . � a -- '� . ..� �' ` �'�,��''' _ ��. .� ' 9+� �,�_ � ' ' �" j • • ,h� � �� - � ` ��`�S I �� !�r� � - �� '� `� �� _.._.��,� '..-�.•�:�,, o . �;��' . : , _ � . �' � �"�� ,, � . , , �{e� � _�., '��'� �,�, ;.— - �� ti�c• � � �_ � �-� , � � � _ ��*�� * �� !'�ia3�. n:',� " � i i � a ;��r � � ` �' � �� , � i ` ,�L�� `� ��,�� . -..�'. ��'� _�� / R .} � � ♦ �.� � z�4 . � �` • .��. ��t _�� `� �i �� ,./1 I , .. j . .a.:r*s : 1 ,-..,�. � � �__ j �,' ,'1�. �� .: ,I I a . � �eld��M � �y�, �� ...� So�+�-F'C._'�� _. � ��.: � �f._ �.�i 4i��.� '� � , / L � _j {'"' _.1_�p�i.-s� �r � � . � *�� '� J • ; t ( '{ . � �, - Z.. �._ � � ;� s ;� � I ��" � ' � ' f" ' .,.�/ ' ' � _ � , ,; .� ;_._ ♦ .- � ;�i �1_— i `�=�,;e+ _. `, �;_ � . 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'�y �'�_ .. - �. • � ir r� ,� � , -` ., _ � . .; _ �� "� r t � _ r ��r � � � �� ; ` - ��3..� ,� � �, � �r � � � �?-' � � . � � ,� Notes �' Legend i i None PB�CelS :__- Vawt Network Structures ' weue�d � .., O Inlet � Plpe I I O �` Maor,ae — Culvert I p ueinyva�ic — Open Drains L UnknownStructure Facility0utline i � Control Structure • Fence i� 200 0 100 200 Fee► � Pump Station ❑ Stormwater Ponds • Dischar e Point Facili Transfer �� WGS_1984_Web_Mercator_Auxiliary_Sphere 9 � tY t Watar f]nalitv I I [ �— Information Teehnology-GIS This map is a user generafed static ou�ut from an internet rnapping site and �� Cl}�OL O� ; , is for reference only Data layers that appear on;his map may or may not be `7 RentonMapSuppoR@RentonWa.goV aaurate wrren;.or ethe�wise reliab�e Finance&IT DiviS101] 6/27/2�14 THIS MAP IS NOT T�BE USED FOR NAVIGATION � riuurct 5.� � �/4 MILE DOWNSTREAM FLOWPATH - CITY OF RENTON 3., u, I •��, �� ,s a _ —-- a � 1 • �_ .;v} � t,� 1 =��ii�-- ��.► rii�f` �.m: .r..a � � "�;'� � `�• '"'� ' ' � �:i 5 1 11 :i� ;, ' � +�y a " �� .�, 1U I t 13� � , " � _ �� 1 U"0 1 1� . � 12^� � liira � � J . �� LI � t�� ' � 147 1-3-3 •� 1 Y. � ., i '" �•��;� 112 �� , � f ' *� �' �' t-35-�I� _10 i` � 1 1 � `�4'J4 115 1i1.�. 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' s` , ,t:o�n�Ni ;y 9e'�esi � � ,.M."� �� --�=a...�'.1......�.,�„'.��.� � T �e��, �` � � sc omn � .� $ � .� � � � saao.�a p, s?�a, .qj s ' � � � 9 � . <:o � . .¢� . �A � d[ �.'. . � . ��p l640�� `�eY . .J I� � � exe7dfi ��.s�AS C S �, �' A '.. . �9FZGbd.9� . ,E.sEaetndlry� ' � ;,.i._sSr.ro . � � .. �°� .�m�ma.� 'scsams� � .. y�aen .�� ees9>nvi ��M�� m , �..# N ' FEMA Preliminar DFIRM Nov. 2010 W� -� � Revised y . � __. _____ � � �,600 3,200 Feet f I Renton City LimRs Regulatory This map is based upon the best technical information and recent ' --��PolentlalMnexationNea Boundary -ZoneA flood studies that have been approved by FEMA or have been I � I I I � I I I � `""' submitted to FEMA for approval. The flood hazard areas are �Floodway Non-Reyulatory �I different than those shown on the current FEMA effective Flood Base Flood Elavatlon(ft) Zone X � Insurance Rate Maps(FIRM)for Renton and this map should not 2oneA-Specialfloo0hazudareaslnundatedbyl00yeaiNood beusedfordeterminingfloodinsurancerequirements. ��, --' (reQulatoryfloadPlainl . ..---...-.. . � �.IfYOf � ,r 1_ � �, r�..�,J�.� �� Zone%-Areas of 50o year flaad,Aros lee�than 1-ft depth during \�� 100 yeu Fload,Areas proteRed by levees hom 1W year Hood � ,r.,/��.� �.A � '�� (non-regulatoryflaadplain) 5 Ne YI Rr. ary 01� 1 SECTION IV—FLOW CONTROL & WATER QUALITY ANALYSIS & DESIGN Part A—Existing Site Hydrology The 0.68 acre project site comprises of four parcels at the southwest corner of the intersection of S. 2°d Street and Main Avenue South. Aerial photographs show the site has had nearly 100% impervious cover since at least 1990. See Figure 7 at the end of this section. An off-site storm drainage system in Main Avenue S. conveys the majority of the water away from the site. Some alley drainage is conveyed by existing catch basins and drains to an off-site storm drainage system in Wells Avenue S. Runoff generated on-site sheet flows toward the adjacent streets. There is one existing catch basin on site that is located near the north eastern site corner where it is piped to the 12" storm sewer main on Main Avenue S. Part B—Developed Site Hydrology This project is in a Peak Rate Flow Control Standard Area and is required to provide Level 1 (match existing conditions) flow control in accordance with KCSWDM and the 2009 City of Renton Addendum. The project will be constructed on two levels. A 43 space parking garage will be constructed 5 to 10 feet below grade and an additional 14 parking spaces will be constructed at grade level. A second parking level 6.5 feet above ground will hold an additional 37 parking spaces. There will be three parking entrances located in the alley which consist of a parking entrance to the below grade garage that will be located at the southwest end of the project site and a parking entrance for the above ground parking located near the northeast end of the building. The at-grade parking will be accessed from the alley. The first main floor of the building will be at-grade and the total building footprint will occupy approximately 89% of the site. The remaining 11% of the site will consist of impervious paved surfaces such as sidewalks, access ramps and paved vehicle entry as well as some landscaping. All stormwater runoff managed on the site will be tightlined to the existing public storm system at the northeast corner of the site. (See Figure 3 in Section I.) Alley runoff will be conveyed to the S. 2°d Street flowline then into the existing public storm system via a catch basin at the south east corner of the intersection of S. 2°a Street and Wells Avenue S. Part C—Performance Standards This project is in a Peak Rate Flow Control Standard Area and is required to release stormwater at rates not exceeding the 2-, 10-, and 100-year return periods based on existing conditions. Because the site is already 100% impervious, this project will not increase runoff over existing rates. Consequently, no flow control measures are required. Renton Heritage Apartrnents DCI Engineers � Part D—Flow Control System As explained in Part C above, flow control facilities are not proposed for this project. Part E—Water Quality System This project qualifies for Exemption#lb on the 2009 City of Renton Addendum to the KCSWDM. The stormwater runoff to be managed by this project will be generated by non-polluting surfaces. Consequently, no water quality treahnent is proposed. Renton Heritage Apartments DCI Engineers ri�,iun� i i �� 2012 Impervious Surface Coverage ' � 7231501095 72315011f0 9�u I E 7231501010 � 7231501979��? , . ■ : , � " ` ' °'` � 7231501020 7231501020 7231501�79 � ' � 7231501095 7231501110 � � 7231501010 """� ��' �fr "R° a, � �``� � 723150102�7231501020 _ t �' �'!� : _ , . - - . �*•• " ,� � ��'*''. �••a .ss .rc - • � •sor �a��• �r■ •M• r• •r.�,. •w� er� • II f r �! . � {�'�� .__. '_. � `� � � QL� ` , � i � _ y . _ ....' . � � ��I � . , ' _. ..' ' � .�� - � � °� �,J- �"+��`� _ �� + -.r . - . ,�-, - ;�3 ,�� ^. �� 4 a:� � i �( y � . ,;.; r<_ , ' 7231501245 �231501940 7231501135 ' _ ��_.. . � � } � i - - s _ � �. i : : i� 207 � � 1005 i. _a _ �� rr ,� . 206�� .�", �- ' ;� 7231500860 ��; � � � i i —_..� `_ �, . , . 7 .� � w� ' P F 7231500860 �i723150f935 -s � 7231501145 . i - � r � 210 „ . ' / 7231501240 � � . ""'�"'""` '' ; t , �� , � a � - ,— a.:-� � � �-�- - . - � 1 � I I '�ii...r�-�t er,-rr=wnsa�w � ( � A-k��. 'I 7231501930 �� t . `� � '�\ , ' _ _ 7231500880 7231500880 ! ,�� .� ��` �'' � - ` . 2•1�2 7231501235 � -�" ' � 1 -- -��, _ . r�, � � , �` 7231501150 � f I� '� � ,�, �, � y' � �� 231��2p � r= *'�,• +� � 7231500885 7231500885 : - ,i 2,16 ` /� . 7231501230 i " �� ' 7231501155 t � w r � �7231501160 " ` _ 723150i225" "` � 7231500895 �� i f �/ 4 g �µ - i ' - "� � 7231501225 _ � � �. �..��` '1'' � ,;.� ' � 7231500895� • 231501920 t - . 220� _ � _t � �� _ �221� �--► 7231500895 ' . • 7231501160 " , f � , � � � �� • .n � _ _r •�` _ �, r'� E � e � 723150?165 �^ ' . ,� ! �r 226 7231501910 224 �, �,�1; � . 1 ' 7231500900 � �:, (, y! �� 5 '� �" ' �7231500900 228 � 1 I i ^ � , 7231501220. _ �� . , „ 723150f170 t" �7231501215 �i.Votes Legend Addresses ii Parcels i ii O ii �i 4 0 32 64 Feec ��'YGS_1984_Web_Mercator_Auxiliary_Sphere �I C IMormatlon Tsehnology-GIS This map is a user genera;ed static output from an!Memel mapping site and C1Ty Ol O� . „ �s for reference oniy Data ayers that appear on th�s map may or may not be RentonMapSupport�Rentonwa.gov accurate,current or otherwise re iable � Finance&IT Division 7/14/2014 THIS MAP IS NOT TO BE USED FOR NAVIGATION � _ 1 2 3 4 5 6 7 � N� � � - � Qwa ReMovf Ex�snNc oRi�wnr i`�f � / ' ;�� CONTRACTOR NOTES u W�� .� A f� (� J' �o"�� 'f I � � 1. CONTRACTOR SHALL INSTALL FENpNG TO SECURE SITE. UI w��C� ExISTING CURB AND GUT7ER,PROTFGT IN PLACE(T'P) ,� '� �� .��r ; I r �... �? '€� � I ; � 2. ALL E%ISTING BUSINESSES ALONG ALLEY ARE TO REMAIN IN OPERA110N DUPoNC C y x��' REM04E E%1571NG CURB AND WT7ER----� � � `- -` / ` � ,' � �. � �� ' � �-� � �� CON57RUCTION. COORDINAiE WORK ACCORDINGLY _�Q r�F ' - :, -- ` , ��m�N E%ISTING 8�WA7ER UNE.PROTECT IN PUCE �..� . �1 � � -;,.,y,.7;,��,g., � w� _ � � ,.�� - III C��..w- REMOVE EXISTING ALLEV/�PPROACH � __- -_- - - ---- � i � I � �� - m m�o�� - ---� -- —� S. 2ND STREET o w„�,d;� � ; -�- - -- � � J ` � 1 jI- -._ ._ �PROTFLt.1N PLACE•n(w VAULT. � __ _ SAWCUT ElOS11NG CONCRETE " , '' 3 I. : 3P1F1 — -.. �I .�� W E%�S�NG SIDEWALK, CURB k GUTTER, AND ASPHALi.PROTECT IN PUCE ---�., cld - -A—I� / I EXIS7�iAFFIC SiGNAL POLE ANO HANDNOLE TESC RECOMMENDED CONSTRUCTION SEQUENCE 6 - � � ------' � - - - � . .._ -_ �\ - . . � �-- - r .i�.�.. — . . PROlECT IN-P[AL� , . � i, � 1. PRE-CONSTRUCTION AIEETING. B ' - �_�=�: - . � — — — — — _ _ � �� E7i15TiN R VAUIi$ � . . . 2 ppST SIGN W1TH NAME AND PNONE NUMBER OG ESC SUPERNSOR M Y BE ' i-AV�1l3ARf0 �' +� ' �YM:�ti1D .. .. -. - �- %"� `....j ` � � TO 8E RE�ANDIOR ' I A t N ,`,' ., T . . Ad�ad � ' I RFlOCATFD BY PSE UNpER CONSOLIOAIE�YAhI 1NE REWIRED NOiICE OF CONS1RUCilON 9GN). y ru �.�� —`- _ SEP£RATE COHTRAC� � .� �_% f, 9 3. FLAG OR FENCE CLEARING LIMITS. MSTALL CATCM BASIN INSERT(TYP) � a�y,;��% y �. INSTpLL CATCH BASIN iN5ERT5. .� " - ,��- r��- ��PER pTV OF RENTON STAN�ARD 216.J0 'V��d.s �h,`' I ��'�o--� n � % �I y}--REMOVE E%ISIING DRIVEWAY 5. CRADE AND INSTAIL CONSTRUCTION ENTRANCE(5J. � �bQ Q �� '�`�,,.�'-. �� ::� ��/ 6. INS7ALL PERIMETER PROTEC710N ($IlT FEHCE/STRAW WATTLE). °S ,� PROTECT�N PLACE EXISTING GAS - � i;�t�' I � I 3 I REMOYE E%IS71NG CURB AND CUTTER a APPURTENFNCES . � ��'�` I - I � I � 7. CONS7RUCT SEDIMENT lFiAR � � - o � —-S€p1AENT TRAP OR BAKER TMlK B. GRADE AND STA8IUZE CONSTRUC110N ROADS. ' ' �.S� �aJ � 9 .s;��.h�: __ C _ � - (36' X 12')N1TH GRAVEL CONE RISER �. i . . PEF DETAII SHEET C7.2 �� — 9. CONSTRUCT SURFACE WAlER CON7ROL5(INIERCEPTOR DIKES,PIPE SLOPE ORAINS, C �":v y ��— 'I RELOCAIE A$EXCAVATION PROGRESSES ��-- - - __,- iy�y � , ETC.)94ULTANEOUSLY YATH CIEARING AND GRADING FOR PROJECT DEVELOPMENT. i � � .. �I � I � �� 10. NNNTPIN EROSION CON7ROL MEASURES IN ACCORDANCE NITH APPENDIX D OF lHE - . _ � - � , C�I Ekl RB AND WTTER.PROTECT IN PUCE SURFACE WATER DESIGN MANUAL AND MANUFACTURER'S RECOMMENDATIONS. �I �, � _ " � � I - 11. REIOCAIE EROSION CIXJ7ROL MEASURES OR INSTALL NEW MEASURES SO 1MAT AS _. I � j� _ -� y . I 9TE CONpTI0N5 CHANGE THE EROSION AND SEDiMENT CONTROL IS ALWAYS IN �� . �s I � �� I R OVE El(ISTING SiREE7 TREE AND PUNIER(iYP) ACCORDANCE WI1H THE GT(5 EROSION AND SEDIYENT fAN7itOL STANOAROS. � F - � 1 I �� Y- .:.- � � . I � _ 12. COVER ALL AREAS THAT WILL BE UNWORKED FDR MORE 1FIAN SEYEN OAYS DURING � I � LINITS 0 CONSTRUCTIpI . -� I i �� "' �I i � - THE DRY SEASONS 0(t 7W0 DAK DURING THE WE SEASON N11H STRAW, WOOD � -72315p-1245 R YE E%IS11NG 4'STORM DRAN AND CAP AT MAIN FlBER MULCH,COMPOST,PUSTIC SHEETING OR EWIVALENT. ~ � � I 13. STABIUZE ALL AREAS 1HAT REACH�INAL GRA�E YATHIN SEVEN DAYS. � EXISTNC BUILqNG,PR07ECT IN PUCE ,_ 1_ . �� I � R D -- _ _ __-� =- _ R VE EXISTING CURB AND q1TTER 14. $EED OR SOD ANY AREAS TO REMAIN UNWORKm FOR MORE 1HAN 30 DAYS y u� - 15. UPON COMPLETION OF THE PROJECT,ALL OISTURBE�AREAS MUST BE STABNZED g a � � � a ^ � $ILT FENCE/SiRAW WATTLE _ � � - Q __ -R 1E EXISTING DRIVEWAV AND BMPS RENOVED If APPROPRIATE. �. PER CITY DF RENTON STAN�ARDS 213.�D AND 214 - - . ." = .� � — p; � 9 '�. _- 1 I � ^ _ _ .. E TING SIpE$EWER,CAP AT PROPERTY LWE 6 � � �. ._�.-r.��,c= _ _ � c _ _ . ° o � � E 8 {S �. -(- . r � R AlE EXISTING S7REET SIGN,PQt a '� �' % � • � I I - -- 7��12� TAT10N OiFIC�AL RECOMMENDATIONS ' �_' . I_. . < n o � ! � � _ ``�� — I -E%I S T IN G E�E CTRI C A C O N D Uii,PR O T ECT IN PLACE � N �� t �- .- ._. .-- . . . — � REAIOVE ERISTING ASPHALT ----— I ---- � �� i �, SAWCU7 EXISPNC CONCRETE - � - - -__ �I ILaJ E \�� z w ^ I I la � Q Ex15TiNG BWLDMG, PROTECT IN PUCE� .. ,. \ � � \ \ Q -_3i5�-!150 �-- .- - ` .- _ � �Y115 1 r r1� �w - i � �� _ �Z . . .. -\\ i �t f n", � ��, . i �- r-- � ExiSnNG ELECTRiCAL VAULT.PROTECT iN P�ACE �"� (I� Z � -- � � E%ISTING COAIMUNICAT�pN 11NES.PROTECT IN PIACE _ -- _ -��-�ry,_ �-`�� i if Q a - ...�^ - � . REMO�£EIUSTING ORIVEYIAY � Z �� " _ _ � ,_i-r�M r��' i . `_. . E%IS71NG GAS LJNE,PROTECi IN PLACE ' � --j �, _ I W � t-�--REMOYE EXISIING CURB PND WTTER CONTRACTOR NOTE W Z '� � -- � � CONSTRUCT CONSIRUCTION ENIRANCE ALL E%iSTING UTILITIES SHOMM ON PLANS ARE TO BE VERIFlED = � � Q -- � HORIZONTALLY ANO VER�CAL�V PRiOR TO ANY CONSTRUC710N. ALL � �. SAWCUT EXIS7ING CONCREIE� - i - \ , I � E%ISPNG fEA7URE5 INCLUDING BURIED UTILInES ARE SHOMN AS INDICATED � IXJ RECOR�4AP5 AND$URV£Y FURNISF1m BY OTHERS. WE ASSUME NO � � Z F I 3 PROTECT IN PUCE EXIS7ING STREET LIqiT(TYP) Z (1J � UABIU7Y FOR TIiE ACWRACY OF TNOSE RECOROS nN0 SUR�EV, FOR h1E Q � � I - - � J FlNAL LOCA710N OF EXISTING UTILITIES IN AREAS CR171CAL Tp O � _.31y.�� I -� - . �J I CONSTRUCTION CONTACT THE UTILtTV OVMER/AGENCY. � Q "-`I . 723'SE+-1230 I ' _ REMOVE E%1571NG SIDEWALK Q � I I � i � � _J � Z N �. � REAIOVE E7(ISTING WR8 AND GUTTER CITI'OF AE!�TON w , . _ PR07ECT IN PUCE E7(ISTING GAS METER N (n �3nvas jo 3�03 A�rp�uvai by. llatr. �i - -- — ssroao --. -`. . — SAWCUT EXISIING CONCRETE ' s�wcur exisnNc ca+cae� �`.'y' ' � �:; Approved by: Uate: ' � E%ISPNG ASPFiALT,PROTECT IN PLACE � `Y � � I � �. F �PROTECT IN PIAC£E%ISTINC SiDEWA�K, � sy r�� G � �_ - � cuae�cur�R, �No �sar,n�r Approti•ed by: Date: � re�rr�rue � Ex�snNc euao�+c,—�,% � --- �-t►s '237`„frtl6t? .. PROTECT IN PLACE ' �� { �a� �_ - v I , I � Appro��ed bY: Date: s�eer nne: � � � ' y � I , DEMOUTION d � ; TESC PLAN I , � , I I GRAPHIC SCALE UNDERGROUND SERVICE ALERT I I I v ONE-CALL NUAIBER m 91EEi N0. -- - - - I �- : r... � � _ (800)424-5555 C�.� � ( [p YEEI'� C�IL"'ND BUSInESS O�1S � I ineh= 20 H. BE�oRi Y0��1G 5 i_.._= �, '9. �c+= - Ba�=,� rtx�r.� J'�.C�c��-�..�._� a. aC �-_C:_'-ae,i.c�-..�,i.'a^ c ="q�. '_'� 'r _ _' . ��,-e �'C' , _ S C N ' �. OWNSHIP 2., �dORTH, R�NGE �., F� , W M. � SECTION V—CONVEYANCE SYSTEM ANALYSIS & DESIGN All conveyance pipes for this project will be smooth-interior 8-inch PVC or HDPE. There will be roof drains tightlined on the eastern side of the building conveyed to the 12" concrete storm sewer main on Main Avenue S. Given the shallow depth of the storm sewer in Main Avenue S., we have provided three storm drainage connections for the plumbing contractor to tie into. Three curb inlet Type 1 catch basins will be installed at the western flow line on Main Avenue S and routed to the existing 12" storm sewer mai near the centerline of Main Avenue S. The inlet catch basins will connect to three TiT, '� catch basins on the 12" storm sewer main. (See Figure 3 in Section 1 Alley drainage will be conveyed north in the alley via an inverted cr� Street, alley drainage will be conveyed into a PolyDrain (trench drain) system. 7 PolyDrain system will convey the drainage from the alley through the S. 2°d StTe� sidewalk to the S. 2°d Street flowline. Drainage will then flow west along the S. : Street flowline to a catch basin located at the southeast corner of the S. 2"d Street and Wells Avenue S. intersection. The KCRTS analysis determined that the peak unmitigated runoff from the entire site under developed conditions for a 100 year event will be 0.321 cfs. The conveyance analysis in Figure 8.1 at the end of this section demonstrates that an 8-inch pipe at 0.5% slope has a capacity of 0.987 cfs. Note the existing site is substantially impervious and the proposed improvements are not expected in increase the runoff generated on-site. No single pipe in the proposed onsite system will be laid that flat or carry the flow from the entire site. Consequently, we conclude that the onsite conveyance system is adequately sized for this project. See figure 8 for KCRTS output. There are no known downstream conveyance issues that were observed during the offsite analysis described in Section III. Existing impervious coverage will remain the same with the proposed development. Flow conditions will be matched to existing conditions and should not impact the City of Renton's storm water collection system. In accordance with Secrion 1.2.4.2 of the City of Renton Amendments to the KCSWDM, the proposed project need not being analyzed for downstream conveyance capacity. Renton Heritage Apartments DCI Engineers � FIGURE 8 TARGET.tXt KCRTS Program. . . File Directory: C:\KC_SWDM\KC_DATA\ [C] CREATE a new Time Series ST 0.00 0.00 0.000000 Till Forest 0.00 0.00 0.000000 Till Pasture 0.00 0.00 0.000000 Till Grass 0.00 0.00 0.000000 outwash Forest 0.00 0.00 0.000000 outwash Pasture 0.00 0.00 0.000000 Outwash Grass 0.00 0.00 0.000000 wetland 0.68 0.00 0.000000 Impervious PREDEV.tSf T 1.00000 T [T] Enter the ,4nalysis Too�s Module [P] Compute PEAKS and Flow Frequencies predev.tsf PREDEV.pkS [R] RETURN to Previous Menu [X] eXit KCRTS Program Flow Frequency ,4nalysis Time Series File:predev.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow rtate Rank rime of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.165 7 2/09/O1 2:00 0.321 1 100.00 0.990 0.145 8 1/05/02 16:00 0.247 2 25.00 0.960 0.201 3 12/08/02 18:00 0.201 3 10.00 0.900 0.169 6 8/26/04 2:00 0.201 4 5.00 0.800 0.201 4 10/28/04 16:00 0.176 5 3.00 0.667 0.176 5 1/18/06 16:00 0.169 6 2.00 0. 500 0.247 2 10/26/06 0:00 0.165 7 1.30 0.231 0.321 1 1/09/08 6:00 0.145 8 1.10 0.091 Computed Peaks 0.296 50.00 0.980 Page 1 � Results: Flow, q 0.9865 �� VeloCity, v 2.9814 1`t/sec v et 11f11tS: m mm tt Inches 'ipe diarneter, da s incnes v Velocity head, h„ 0.1381 tc � �anning roughness* n ? 0.0�2 Flow area 0.3309 n^2 � Wetted perimeter 1 .6654 �t u 'ressure slope (possibly ? equal to pipe slope), So .006 rise/run " H draulic radius 0.1987 �t � �ercent of (or ratio to) full depth (100% or 1 if flowing full) 90 °io � y Top width, T Q.400� tt v Froude number, F 0.58 Shear stress �tractive force), tau 0.1873 psf �, D C� � � Z � GC � � � m � � � z � c� m SECTION VI— SPECIAL REPORTS & STUDIES Renton Heritage Apartments DCI Engineers � V 1 1 September 11, 2014 Earth Solutions NW LLC ES-3389 • Geotechnic�l Engineering • Construction Monitoring • F��vir�_��nc�e^tal Scien��e� Renton Heritage, LLC 11747 Northeast 1S� Street, Suite 300 Bellevue, Washington 98005 Attention: Mr. Oscar Del Moro Subject: Geotechnical Evaluation Renton Heritage Apartments South 2"d Street and Main Ave. Renton, Washington Reference: Earth Consultants, Inc. (ECI) Geotechnical Engineering Study File No. E-9457, dated November 22, 2000 Geotech Consultants, Inc. Geotechnical Engineering Study JN 07190, dated July 18, 2007 Stricker Cato Murphy Architects, P.S. "Renton Heritage Apartments" Architectural, Civil, and Structural Plan Set Dear Mr. Del Moro: In accordance with your request, Earth Solutions NW, LL� (ESNW) has prepared this report and geotechnical evaluation for the proposed developmerit. The project site is located immediately southwest of the intersection of South 2"d Street and Main Street South in Renton, Washington. The property is rectangular in shape, with dirr�ensions of roughly 120 feet by 250 feet. The site has been cleared of previous structures and topography across the site is flat. Main Street South and South 2"d Street border the property to the east and north, respective{y. An alley borders the site on the west, and an existing one-story masonry building is located immediately south of the site. Development plans include constructian of a six-story apartment complex that will occupy the majority of the site area. The development will incorporate one underground parking level, with a second (partial) parking level constructed at-grade. Excavations to achieve subgrade elevation for the underground parking level and related foundations are estimated to be on the order of 10 to 13 feet below existing grade. Underlying the site, previous geotechnical investigation has revealed the presence of loose sand deposits. To achieve adequate bearing and mitigate post-construction settlement, a structural mat has been proposed for support of foundation loads. 1i�4:15 - 13bth Pl�rc- �I.E., S��iL� �(l1 • Bclle��,��e 11��98pi17 • (�}��' 4��?_4��1-F • fA� ;�-?5� 4�}9-4'11 � � Renton Heritage, LLC ES-3389 September 11, 2014 Page 2 Subsurface Conditions Previous geotechnical investigations {referenced above) provide boring data sufficient for characterizing subsurface conditions. The Geologic Map of the Renton Quadrangle (Mullineaux, 1965) identifies "artificial fill" associated with urban development throughout the site and surrounding area. Based on review of the referenced geotechnical studies and related boring data, subsurFace conditions are characterized largely as loose to medium dense sand and gravel deposits. The sand and gravel deposits are likely associated with Alluvium (Acm) that is identified along the Cedar River drainage, and beyond the limits of the area mapped as "artificial fill". Plate 1 provided as an attachment to this report illustrates the approximate subsurface boring locations. The boring logs and representative sieve data are also provided as an attachment to this report. Groundwater within the alluvial sand and gravels present throughout the site was identified at depths of roughly 20 feet (or greater) below existing grade. The groundwater encou�tered at- depth is considered a groundwater table, and seasonal fluctuations of several feet are common. With respect to the proposed development, and based on review of the referenced boring log data, the groundwater table identified at-depth (approximately 20 feet) is not expected to inffuence the proposed construction and related underground garage excavation. However, groundwater conditions should be evaluated during the initial stages of site excavation by the geotechnical engineer. As necessary, supplement recommendations to address groundwater influences will be provided. Geologic Hazards Assessment Based on review of the King County Liquefaction Susceptibility Map 11-5 (2010), the site and surrounding areas are characterized as possessing moderate to high liquefaction susceptibility. The subsurface data acquired from previous investigations identify generally loose to medium dense sand and gravel soil conditions to depths of roughly 15 to 20 feet. Given the reported soil conditions and depth to groundwater, we would characterize the site liquefaction susceptibility as moderate. With respect to the proposed development, the effects of liquefaction would largely be mitigated by the use of the currently proposed structural mat foundations, Mat Foundations Loose to medium dense alluvial sand deposits are prevalent at the projected foundation subgrade elevation for the proposed structure. Column loads associated with the proposed six- story building structure and related post-tensioned slab are estimated to be in the range of 250 to 350 kips. Due to the loose to medium dense nature of the native sand and gravel deposits at-depth, previous reports (referenced above) recommended pile foundations to mitigate settlements associated with new building loads. Boring log data contained in the referenced reports identify loose soil conditions to varying depths of up to 20 feet below grade. Based on our review, the proposed construction of a mat slab foundation can also be considered in lieu of pile foundations for purposes of mitigating post-construction settlements. The following soil parameters should be used for mat foundation design: Earth Solutions NW, LLC Renton Heritage, LLC ES-3389 September 11, 2014 Page 3 • Subgrade Preparation 1 ft. "Clean" Crushed Rock (underlain with geotextile)* • Allowable Soil Bearing 3,000 psf • Modulus of Subgrade Reaction 350 pci * Plate 2 of this report (attached) illustrates the required subgrade preparation for the mat foundation. Clean crushed rock shall be approved by the geotechnical engineer and shall be open graded with no fines (1" to 1-1l2" aggregate). Geotextile placed below the crushed rock subgrade shall consist of Mirafi 500X (or equivalent}. The specified modulus of subgrade reaction (350 pci) is intended as a design value (i.e. scale effects and subgrade improvement accounted for). As described above, the subgrade for the mat foundation should consist of 12-inches of "clean" crushed rock underlain by a woven geotextile. Given the improvement and establishment of a uniform support condition below the slab, the specified value of 350 pci for design (throughout) is appropriate. Elastic settlement of the soil supported mat slab foundation is expected to be relatively small, and in the range of 0.5 inches or less. Due to the effective "unloading" of the building site by virtue of the planned garage level excavation, there will be a compensating condition with respect to the new building loads. In this respect, settlements associated with the new building loads will be sufficiently mitigated, and are expected to be less than one inch total settlement, and one-half inch or less differential across the width of the mat foundation. Earthwork (Temporary Slopes 1 Shoring) The primary earthwork activities will involve excavations to achieve foundation subgrade elevation for the underground garage level. Excavations of roughly 10 to 13 feet below existing grade will be necessary to establish subgrade elevation for the proposed mat foundations. At locations where the basement garage level is sufficiently setback from the property line, temporary slopes can be utilized to complete the excavation. The following guidelines for temporary slope construction should be incorporated into the design: • Allowable Slope Layback 1.5H:1 V to 1 H:1V* • Unsupported Vertical Excavation 2..5 Feet {Max.) • Slope Face Protection Plastic Sheeting (Anchored) * Geotechnical engineer to observe and confirm stabitity of the temporary slope construction. Based on review of the current plan set, there are at feast two locations where shoring will be needed to supplement the temporary slope layback. Excavations along Grid Line "C" (Grids "7" to "11") and Grid Line "1" (Grids "C" to "G"} will require shoring at the base of the temporary slope. The maximum shoring height will be roughly 6 feet. Given the relatively limited height of the shoring, driven pipe pile and plywood lagging can by used to achieve the required excavation support. Plate 3 (attached) depicts a typical pipe pile shoring system (to be used on an "as-needed" basis), Earth Solutions NW,LLC � Renton Heritage, LLC ES-3389 September 11, 2014 Page 4 Structural fill placed during the site grading activities should meet the following specifications and guidelines: • Structural Fill Material Granular Soils* • Moisture Content Optimum or 2 to 4 Percentage Points Over** • Relative Compaction Min. 90 Percent (Modified Proctor) • Lift Thickness 12 Inch Max. Loose Lifts * Geotechnica/ Engineer To Confirm Suitability Of Structura/ Fi!!Materials. Onsite existing fill and native sand and gravel deposits can be considered for use as structura/ fill, 6ut may require moisfure conditioning prior to use. *'� Soils Shal!Not Be Placed Dry of Optimum With res ect to under round utilit installations and backfill local 'urisdictions ma dictate the p 9 Y , 1 Y soil type and compaction requirements for the backfill. Additionally, pavement subgrade (upper iv c m action f 95 er ent. 12 inches) should be compacted to a relat e o p o p c Retainin Walls Buildin Foundation Walls 9 � 9 1 Retaining wall design for the project will be related primarily to the building foundation walls associated with the underground garage level. The garage level foundation walls should be designed to resist at-rest earth pressures and any applicable surcharge loads. The folfowing values should be used for the building foundation wall design: • At-Rest Earth Pressure (Restrained Wall) 50 pcf • Adjacent Foundation Surcharge See Note* • Traffic Surcharge (Passenger Vehicles) 70 psf (rectangular distribution) • Passive Resistance 350 pcf (equivalent fluid) • Al�owable Soil Bearing Capacity 3,000 �sf • Coefficient of Friction 0.40 * For preliminary design purposes, a uniform surcharge of 125 psf (rectanguiar distribution� can be assumed for foundation walls subjected to an adjacent foundation or mat slab surcharge. TtF�> geotechnical engineer should provide formal surcharge design values and an evaluation of surchar� loading during final structural design. Additional surcharge loading from foundations, sloped backfill, or other loading should be included in the retaining wall design, as appropriate. Drainage should be provided behind retaining walls such that hydrostatic pressures do not develop. If drainage is not provided, hydrostatic pressures should be included in the wall design, as appropriate. The geo#echnical engineer should review retaining wall designs to verify that appropriate earth pressure va{ues have been incorporated into the design and to provide additionaf recommendations, as necessary. Earth Solutions NW,LLC Renton Heritage, LLC ES-3389 September 11, 2014 Page 5 Seismic Considerations The 2009 International Building Code speci�es several soil profiles that are used as a basis for seismic design of structures. If the project will be permitted using the 2009 1BC, based on the soil conditions observed at the test sites, Site Class D, from table 1613.5.2, should be used for design. The 2012 IBC recognizes ASCE for seismic site class definitions. If the project will be permitted under the 2012 IBC, in accordance with Table 20.3-1 of ASCE, Minimum Design Loads for Buildings and Other Structures, Site Class D, should be used for design. Drainage In our opinion, perimeter drains should be installed at or below the base of the building mat foundation and perimeter foundation walls. Plate 2 of this report illustrates a typical subsurface drain placement at the perimeter of the building mat foundation. The geotechnical engineer should assess the need for supplement foundation and sub-slab drainage at the time of construction when the building site has been fully excavated. As necessary, supplement recommendations for subsurface drainage will be provided. Limitations and Construction Observation The recommendations and conclusions provided in this report are professional opinions consistent with the level of care and skill that is typical of other members in the profession currently practicing under similar conditions in this area. A warranty is not expressed or implied. Variations in the soil and groundwater conditions reported in the referenced boring data may exist, and may not become evident until construction and related excavation activities. ESNW should reevaluate the conclusions in this report if variations are encountered. ESNW must review the final design with respect to the geotechnical recommendations provided in this report. ESNW should also be retained to provide testing and consultation services during construction to confirm soil conditions and the recommendations provided in this report. Earth Solutions NW, LLC � Renton Heritage, LLC ES-3389 September 11, 2014 Page 6 We trust this report and geotechnical evaluation meet your current needs. If you have any ', questions, or if additional information is required, please call. � Sincerely, EARTH SOLUTIONS NW, LLC � ��.1D A C�C ��c�� r �Wnsyiq, 9 �-„��, �� o _/ �� , r � i l>(1 l`� .� ��(� �• / ��(�rvnl.tr Raymond A Coglas P E Princip�i Attachments: Plate 1 — Boring Location Plan Plate 2 — Mat Foundation Deta Plate 3 — Pipe Pile Temporary �. _ Boring Logs and Sieve Data cc: Stricker Cato Murphy Architects Attention: Mr. Robin Murphy (Email only) Earth Solutions NW, LlC � S. 2ND STREET � - - - - - - - - - - - - - t , iB_5I _I_ B-6I� II NORTH I g-4 I � i —•—� � � B-2� I � � � Existing � � Buildin Existing Building I � � 9 i �l � � � I i `n Not - To - Scale i � � � }- � � � � � i Q LEGEND � � _� a-� , I ��_ � � � z B-1—�—Approximate Location of i � B_� B_2 i—� ECI Boring, Proj. No. , � E-9457, Nov. 2000 i � i � B-1—i—Approximate Location of � Geotech Bonng, Pro�. No. i i _ 07190, July 2007 i I i � I B-3I � i _ _ � Subject Site �B-5 _'_I � —� B�� Existing Building � I �-3 _,_ � - �- - - - - - - - - - � - -I , r NOTE:The graphics shown on this plate are not intended for design • � � purposes or precise scale measurements,but only to illustrate the � � � � approximate test locations relative to the approximate locabons of _ _ - existing and l or proposed site features.The informa6on illustrated is largely based on data provided by the client at the time of our study.ESNW cannot be responsible for subsequent design changes Boring Location Plan or interpretation of the data by others. R@�t011 H@1'ItBg@ Ap8rtfT1@f1tS Renton, Washington NOTE:This plate may contain areas of color.ESNW cannot be resp�nsible for any subsequent misinterpretation of the information Drwn. GLS Date 09/09/2014 Proj. No. 3389 resulting from black 8 white reproductions of this plate. Checked RAC Date Sept. 2014 Plate 1 4 Ft. or 2 Ft. Mat Foundation (per Structural) pAG6p4ay6.0a�.A6 Ap.ae609ly0DC006�n<�•apA�s �II�. p6.4V�G�,R�.Gdp� 4 O�4.QO4CQp,�A�pd44qQA.404.G.d �� II ) `a.o��aaooaasoaaa>aQD�>aaasaaeoa ooaa aoaa ; TemporarySlope av ov. av aan v.nv Pa no.v.�eo4�o� .�4v - A 4440�444.0��G��.�PcpCQOcpOQP P Qo-O Q paG O,paA � - >°�o°o•oo°no.°.Q:4°Aw a°cA a°s>•a°a•ovYeovac>e�. ,� Layback .8oav�v°n8v° n$v° ?av >av oo� voqcpaQa Qo< , III 0 Qp�� d�p�0 dpe0 40�D 4p�0 80bpOGpbp�4�a�pCld oDQpa �' - .ObO.QA�4.aDo.4.o0o.0ado9a.4bQa.0oO.apoOapoOaQ'p6a'4•il;, - � C O Q O 000 AOO ODO ODOQ.o4YQAA �O.0 o�.d +oa'oIId°'v8v4 ' dodoe'vadnoa'p'co av oa �a e a aoa•„r„ ,,y �,G •,p •,p ro.oD.b.oD.ro.aC.ro.aD.v, .9. .ro. ..p. .ro. .ro. .�. .ro. ro. .ro. .ro. ��oop-0oop-0voyoe.P� op,000a�oop�e �D aD eD aD oD aD' aD oD' 'oD,p,e,P eD,Q�D �G �D' 'oD o�y. .p. .P. .p. .p. .P. .p. .p. .p. o�p.e p.o.p. .P.e.P. .p. •p II roe.• o. .e.roo'.•�5 0•0' e•0o•e'o.o.p;oo'o.00'o.eg'�peo'0.'•ooe•o.eo oo�'U�ea•�'�o=�o•=g•�o•'�•e•'�ooe'�•�cbe=o'oo=- op'd.�.o'�'..D' aD.o. tl'a9'e ob'oG';. ro�p�v,p�='n •ro•�Pb•�•ro•�•ro.�.ro�.b.� ,o.�.oa•.o.o•.a'.o•.'.o•.po o. .o �i +:A�oQ��0 .p�oa 9-0ao b,�e�P;�eo •d e-0oo 5�0�'•P. .y. ,Q.a y .Q, .p.e A• .p. .y. p.o.,�.eQ��.o;ro.o..Qo^ I I II A:a.^•.�o. .d'vo-0a•b. .-0�eo��oe��.00�0'�c-0�'b-0 .0°eb. .b. .b. .b. .b• .0.. .A.°D.o• • A."D.:' . .'. .A.`b.A.°L.A.'D.A.'L.A. -I I•I-I I I • • -I I I-I I I-I•I I-I I•I• -I I I-I I I- I 1 Ft. "Clean"Crushed �'� Rock"Blanket Drain" 6" Diameter ', Drain ' (Rigid/ Perforated) Not - To - Scale v i i 1 '�� Mat Foundation Detail Renton Heritage Apartments Renton, Washington Drwn. GLS Date 09/10/2014 Proj. No. 3389 Checked RAC Date Sept. 2014 Plate 2 i Property Line� � Slope Layback (per Geotechnical Engineer) ` 1-1/4"Thick Exterior � Plywood Lagging � Native Soi! s� Max. Height Bottom of Excavation 4" Diameter Driven Pipe Pile(Schedule 40)� 12' Min. Embedment 4' O.C. Native Soi! V � # i � i �� Not - To - Scale Pipe Pile Temporary Shoring Renton Heritage Apartments Renton, Washington Drwn. GLS Date 09/11/2014 Proj. No. 3389 Checked RAC Date Sept. 2014 Plate 3 Boring Log Project Name: Sheet of City Center Building 1 2 Jab No. Logged by: Start Date: Completion Date: Boring No.: 9457 KMW 11/3100 11/3/00 &1 Drilling Contactor: Drilling Method: Sampling Method: Associated HSA SPT Ground Surtace Elevation: Hde Compietion: ❑Mordtoring WHI ❑ Piezometer � Abandoned,sealed with bentonite W � L � L n N a surface cond�tiorts: 1"Asphalt Concrete, 8"Concrete General Blows E Notes (°�) Ft `° '' o " `° � >' � � � � - SP-SM Br�wn poorly graded SAND with silt and gravel, v�ery dense, mo'ist 0 , � i e a 2 0 3 o ° 4 0 e° rJ 4.0 50/3" � 0 ° � 6 � . GP Brown pooriy graded GRAVEL with sand and cobbles, very dense, � � moist .. . •�• $ s i'i s . � . � •• • �o 2.8 50/S' �� 11 j•� -1°/a fines . 1 . � 12 •�� . 1 . 13 � �1� �4 � .. . s.s sois- �1• �s � �'� 16 • 1 • � •. • �� I •�• i o � �$ � •. • F- �'� � w 19 j U :.: W � � Bori�g Log � Earth Consulrants Inc. City Center Building � G<�xr.c'tink'alFti�fir'c�t�.G�kiglvtiRFltvlmni�xwnt.11Sc'M�tl:� Renton, Washington J � Z I m Proj.No. 9457 Dwn. GLS �ate Nov.2000 Checked KMW Date 11/22/00 P�ate A2 Subsurface con�tlons depicied represent our observffiions at the time and location ot this e�loratory hole,modfied by engineering tests,artalysis and judgment. They are not necessarily representative of other times and locations.We cannot aocept responsibilityr for the use or interpretation by athers of ;�f��M�tib� � � Boring Log Prujed Name: Sheet of City Center Building 2 2 ' Job No. Logged by: Start f3ate: Completion Date: Boring No.: i 9457 KMW 11/3/00 11/3/00 B-1 Drilling Corrtactor. Drilling Method: Sampling Method: Associated HSA SPT , Ground Surtace Elevation: Nole Completion: ❑Monitoring Well ❑ Piezometer � Abendoned,sealed with berrtonite � � General �y No. t $ t n � � Notes �%� Blows ,� E, Q ,� � j ET i Ft. � cn v� cn �o�� " • SP-SM Reddish brown pooriygraded SAND with silt and gravel,very D dense,water bearing , , ° 21 i o � e ° 1 o � � o ° I 24 0 a e 9 4.1 Sp/3" ' 25 0 ° � 26 0 , ° 27 0 0 28 o � � o ° . 1 � 91.0 0 SM5' o i 0 31 i 0 ° � 32 1 o � , ° 33 � o � e � 1.0 v 35 � 50/4" � o 36 � 8oring terminated at 36.0 feet below e�asting grade. Groundwater table encountered at 20.0 feet during drilling. ' � a � � � � 0 c� U � W � ^ Boring Log ' ; Earth Consultanrs Inc. City Center Building � � Gr.cxct�fin(Cal Fngfir.cc�s.GcNcxllsr�&Fnvlrcnnient,�l Sclfrttv+ g Renton,Washington � 0 z m Proj. No. 9457 Dwn. GLS Date Nov. 2000 Checked KMW Date 11/22/00 Plate A3 � Sub6urface oon�6o�s depicted represent our observations at the time and location of this e�loratory hole,modfied by engineering tests,anatysis and Juclyment. They are not neoessarily representative of other times and locatior�s.We cannot accept responsibility for the use or interptetation by others of ,.,s�.,..,..,.�...�...,w.;�i,... �— Boring Log Project Name: Sheet of City Center Building 1 2 Job No. Logged by: Start Date: Completion Date: 8oring No.: 9457 KMW 11/3/00 11/3/00 B-2 DrilNng Co�tactor: Dri(ling Method: Sampling Method: Associated HSA SPT Ground Surface Elevation: Hole Completion: ❑ Monitoring Well ❑ Piezometer � Abandoned,sealed with bentonite W No. L g � a �, � Surtace Conditions: 2"Asphalt Concrete General Q n _: c� Notes (%) BF� � N p i` N = � SM Brown silty SAND, medium dense, moist(FiU) � 2 3 4 SP-SM Brown poorly graded SAND with silt, loose to rnedium dense, moist 0 7.4 ° � 5 7 e ° 6 -6°�fines a � e ° 0 0 $ SP Brown pooriy graded SAND with gravel,dense, moist o � ° ° 9 eQo . � o . i o a � �Q 4.3 ,Q o 0 � �o 0 11 o � va °e i oa �o . 12 0 0o i e Q e ' 13 .o . 0 0 � , e a o 0 14 0 •a • 0 a� ° 15 5.1 ` "a 27 •° ° 0 0� 16 e Q o 0 p o �7 e ° e Q o � • p O • �8 o a e � e a e o ' 19 � �o • � a I woa � Boring Log �I � Earth Consultants Inc. City Center Building � Cn-orc�c�fmk�alFnglne�e��;.Gr.cNo�2tu�RF.nNmni��r.nr.�ttii�r.ntlu� Renton, Washington J � Z $ Proj.No. 9457 Dwn. GLS Date Nov. 2000 Checked KMW Date 11/22J00 Plate A4 Subsauface conditions depicted represeM our observaUo�at the time and location of this e�loratory hole,modfied by engineering tests,analysis and ' �uc�qment_ They are not necessarily representative of other times and locations.We cannot accept responsidlity for the use or imterpretation by others of � .,F...,..��.....r�e..�e.+...,w.:��.., t Boring Log Project Name: Sheet of Ciry Center Building 2 2 ' Job No. Logged by: Start Date: Comple6on Date: Boring No.: � 9457 KMW 11/3/00 11/3/00 B-2 Drilling CoM�or: Drilling Method: Sampling Method: � Associated HSA SPT Ground Surface Eleva6on: Hole Completion: ❑ Monitoring Well ❑ Pie�ometer � Abandoned,sealed with bentonite � No. t � t a v� � � General W Blows � E d �i E � E Notes (°1�) Ft. � o�i � u� � �n � 5-7 GP-GM Brown poorty graded GRAVEL with silt and sand,v�ery dense,water 5°�4� � bearing , :. 21 . � •� � � � � i •. • 24 � • � � 25 51.0 • 1 81 � � 26 I . 27 � •� . 28 •� . � •� � I 12.8 50l5" �� 1 31 Boring tetminated at 31.0 feet below e�dsting grade.Groundwater � table encountered at 20.0 feet duri�g drilling. i i i i i i i ' � � � � ' 0 c� u � w � ^ Boring Log ' m Fart-h Consultants Inc. City Center Building � OCK:cNcrimh'.71Fngtr�reyti.G+Hcr�lu��i Fi�V�rTxiiix'nr��l�yr�tLirti Renton,Washington I � $ Proj.No. 9457 Dwn. GLS Date Nov. 2000 Checked KMW Date 11/22/00 Plate A5 i Subsurface conditions depded re our observations at the time and location of this e�loratory hde,mod►Fied by engineering tests,anaiysis and �udgment. They are not neoessari repre9entative of other times and locations.We cannot accept re.5pons�bility for the use or interpretation by others of r w....,.,�...e..r�....µ,:��... � Boring Log Project Name: Sheet of , City Center Buildin 1 2 Job No. Logged by: 5tart Date: Completion Date: Boring No.: � 9457 KMW 11/3/00 11/3/00 B-3 Drilfng Contador. Drilling Method: Sampling Mett�od� Associated HSA SPT Ground Surtace Elevation: Hole Completan: ❑ MoNtoring Well ❑ Piezometer � Abandoned,sealed with bentonite �. c, L „ � $ Surface Conddions: Gfav�21 �Not�es % Blows �E d� � N E, ( ) Ft � u� � cn � �'n GP Gra o�1 raded GRAVEL with sand medium dense moist Fill � SM Brown silty SAND, loose to medium dense, moist 2 3 ' 4 SP Brown poorly graded SAND with gravel, loose to medium, moist •o a O � . � 5 3.4 • � • 0 g •o 0 � � 6 e ° e a ♦ ' � -39�o fines a o � .� s Q e n I .., 8 GP Brown poo�iy graded GRAVEL w�h sand,very dense, moist �'� s . 1 . � �o 2.7 svs- i�i � >> ��i ,2 � i'i . 1 . 13 � �'j 14 . 1 . 4.7 SO/S' •� 15 • 16 •�• � ' � 17 � � �� ,s � � � �. � � • • '[9 0 � . . � � •. • ^ Bo�ng Log � Faxth Consultants Inc. City Center Buitding �' Georr..ymlral Fnghx�ys.G�!M�¢t:r54 Fnvimrn�xnfa!�cYr.ntl_a� � Renton,Washington � Z m Proj. No. 9457 Dwm. GLS Date Nov. 2000 Chedced KPNfW Date 11/22/00 Plate A6 Subsurface�tions depided represent our observatlons at the time and location of this e�loratory hde,rtw�fied by engineenng tests,analysis and judgmertt. They are not neoessarily represeniative of other times and locations_We pnnot accept responsibiGty for the use or interpretatian by others of �..r...,..�;...,.�.nro.,ae.+....«ti:�w. � Boring Log Project Name_ Sheet of City Center Buildin 2 2 ' Job No. Logged by: Start Date: Completion Date: Boring No.: i 9457 KMW 11/3/00 11/3/00 B-3 Drilling Contador: Dnlling Method: Sampling Method: Associated HSA SPT Ground Stxface Elevation: Hole Completion: ❑Monitoring WeH ❑ Piemmeter � Abandoned,sealed with bentonite Gene►dl yy No. � o t d � o a � �. .-: n U n Blows ,� E �, � E � E Notes (°1�) Ft. � cn n u� � v�i s.s sa5� . � . GP Brown pooriy graded GRAVEL with sand, very dense,water bearing � i .. . z� •�• � � •. • � � •'• _ � I •. • �1� 24 1 � � •. • 17.4 55/5' •�• � � � �;� � i � i :.: 27 . 1 . � � � 10.5 •. • � 50/3" �1♦ � Boring terminated at 29.0 feet below e�asting grade.Groundwater table encountered at 20.0 feet during drilling. � i � � � i i � � i � � � � s � � � � Boring Log ' � Farth Consultants Inc. City Center Building � � Cr�x.rlmkal Fn�nr�.�.kv�;n a.Fnvlrc+�nxnra��cte:�rl� Renton,Washington � J � � Proj. No. 9457 Dwn. GLS Date Nov.2000 Checked KMW Date 11/22/00 Plate A7 � Sut�surface condtions depided r�resertt our observations at!he time and lor,ation of this e�loratory hole,modtfled by engineering tests,arratysis and �Mdgment. They are not rx�san'ly representative of other times and locations_We caru�ot aooept respor�sibility tor the use or iMerpretation by others oi s�1:.....,.�n.do.+....N.:��.... - Boring Log Project Name: Sheet of City Center Buiiding 1 2 Job No. Logged by: Start Date: Completion Date: Baring No.: 9457 KMW 11/3/00 11/3/00 &4 Drilling Contactor: Drilling Method: Sampfing Method: Associated H SA SPT Ground SurFace Elevation: Hole Completion: ❑Monitoring Weli ❑ Pie2ometer � Abandoned,sealed with be�tonite �o. � o L �, � o Surface Conditions: 2"Asphaft Concrete General W Blows n E � '' a v n R a� � E N E Notes (%} Ft. � ri' � v> > uTi SM Brown silty SAND, loose to medium dense, moist � 2 3 SM Brown silty SAND, loose to medium dense, moist 4 11.6 5 8 s -19°/a fines � s s 3.s , � . �� GP Brown poorly graded GRAVEL with sand, dense to very dense, � 23 � moist •. • 1t •,• � 12 •. • •'• � 13 •� • . 1 • 14 s •�• 5.6 5014" • 1 . 15 � �'� 16 . 1 . • :.: 17 . 1 . � � 18 n •. • r •�' 19 o � c� �� w • • � ^ Boring Log � Earth Consul�ants Inc. City Center Building � C.-�xrc7n::aiFi�gm.t,s.t',cK,�ngtu�&Firv�rmnx�nml5ctrnr� Renton, Washington � z m Proj. No. 9457 Dwn. GLS Date Nov.2000 Checked KMW Date 11/22J00 Ptate A8 Subsurface condrtions deQided represent our observations at the time and location of this e�loratory hole,mo�fied by en�neering tests,anatysis and IudgmeM. They are not neoessarily representative of other times and locations.We qnnot accept r�onsidTity for the use or interpretation by others of T..s.,...,�;.....,.�e.ae.+..�,F,K i..., � Boring Log Projed Name: Sheet of City Center Building 2 2 � Job No. Logged by: Start Date: Completion Date: Boring Na.: 9457 KMVU 11/3/00 11/3/00 &4 � Drilling Contactor. Drilling Method: Sampling Method: � Associated HSA SPT Ground Surface Elevation: Hole Completion: ❑Monitoring Well ❑ Piezometer � Abandoned,sealed with bentonite � Generdl Vr/ N0. � o r °i cn o � Notes �%� BIOws � i. p `" m � T 1 Ft. � cn v� cn ��6 37 SP-SM Brown pooriy graded SAND with silt and gravel, dense,water ' bearing , ° 21 � I v � e ° � o � � o ° 24 0 �.� �.� 25 -medium dense � 0 11 , o 26 � , ° 27 � i ; 28 e i ° 29 GP Brown poorly graded GRAVEL with sand, v+ery dense,water bearing ' . w � •. • 3p 52 �1� i 47 � 31 •. • � •'• � 32 � •�• • � • 33 � � ��• � . � . � � � •. • � •�� -no reco�rery ' 50/5" �_ 36 Boring terminated at 36.0 feet below e�asting grade. Groundwater table encountered at 20.0 feet during drilling. � i � � � i 0 0 w � � n Boring Log � � Earth Consultanrs Inc. City Center Building , � �� G�ymkal Fngl��rex�.G.-cmlcr�lv�R.Fnv!rmi�ienr�l�c�lrny.� J Renton, Washington � � Z m Proj.No. 9457 Dwn. GLS Date Nov. 2000 Checked KMW Date 11/22/00 Plate A9 � SubsurFace conditions depided esent our observatbns at the time and IoCation of this e�loratory hole,modfied by engineering tests,analysis and �udgmertt. They are not nece�ari r representative of other times and locations.We cannat accept��sidtity for the use or interpretation by others of �nf,v...�fi....�veeen►�i nn tihi�L.., � Boring Log Project Name: Sheet of City Center Building 1 2 Job Pto. Logged by: Start Date: Completion Date: Borfng No.: 9457 KMW 11/3/00 11/3/00 &5 Drilling Contactor: Drilling Method: Samping Method: Associated HSA SPT Ground Surface Elevation: Hole Completion: ❑Monftoring Well ❑ Piemmeter � Abandoned,sealed with bentonite No. � o L d � o Surface Conditions: Notes I W B�s '�° i. 01 " m `� �. ��°� Ft � v� � v� � v� GP Gra oori raded GRAVEL witFt sand loose moist Fill � SM Brown silty SAND, loose, moist 2 3 SM Brown silty SAND, loose to medium dense, moist 4 12.9 5 ts fi -29%fines _ � s 9 SM Brown pooriy graded SAND with s�t and gravel, wery dense, moist 65 �o 50/4" 11 12 � 13 I 14 ML Brown sandy SILT, medium dense, moist 26.5 �5 ' 14 16 , 1 , 17 GP Brown poo�iy graded GRAVEL with sand,very dense, moist � .. • � �1� �s i � ' •. . o • • 19 � c� . � . w 'I � Boring Log � Fart�h Consultants Inc. City Center Building � Cx�R'(Ylni('dl FngTtx'ttS.Gt:fMkYjLtifti&Fllv�rtxtnlP.Ylrrll�c'ffTttl� I � Renton,Washington � Z S Proj.No. 9457 Dwn. GLS Date Nov. 2000 Checiced KMW Date 11/22/00 P�ate A10 Subsurhace oo�tions depic:ted represerrt our ot�ervations at the time and location of this e�loratory hole,modfied by engineering tests,anaty�s and judgmerrt. They are not necessarily representative of other times and iocations.We cannot accept responsib'lity for the use or interpretation by athers of �..�...,�;.,.....«�..►�.,.,�►,:�i.�,,, � Boring Log Projed Name: Sheet of City Center Building 2 2 � Job No. Logged by: Start Date: Completion Date: Boring No.: i 9457 KMW 11/3/00 1113/00 B-5 Drilling CoMactor. Drilling Method: Sampling Method: Associated HSA SPT � Ground Surfaoe Elevation: Hoie Completion: i ❑ Mor►itoring Well ❑ Piezometer � Abandoned,sealed with bentonde � No. " o t u� rn General $ NMes �� Blows �� Q LL � ? T � Ft. � rn cn u� 16.4 so�o�� . � . GP Brown pooriy graded GRAVEL with sand, v�ery dense,water bearing � � •. � 21 •�• i � � i �� . 1 . � � � �'� � . 1 . 24 � � •�• 16_9 . � . 25 50/4" � �;� 26 w :.: 27 . � . � 28 •. • � •�• � i � •. • �'� � i 13.7 � � ��' •.• 31 Boring terminated at 31.0 feet below e�as[ing grade. Groundwater ' table encountered at 20.0 feet during drilling. � i � � � � � � � � � � 0 c� � U W � Boring Log � � Farth Consultants Inc. City Center Building � C'1 Gr.�r�cYi�fcal Fn�firrs,i,<<Hcr3Un R.Fnvlmnnlenr,�l ticir.ntt� o - Renton,Washington , � Z m Proj.No. 9457 Dwn. GLS Date Nov. 2000 Checked KNiW Date 11122/00 Plate A11 ' Subsurface condtions depicted represent our observations at the time and location of this e�loratory hole,modfied by engineering tests,anafysis and �udgment. They are rat neoessarity represerrtative of other times and locations.We cannot accep�respor�sibility for the use or interpretahon by others of �� t— � � � � � ■ � � � •� � � � � ' • � � •. . . �� t�ir�.'�Mi�1� �L'��CZ��■�1/�� 1 ��i:'i'� ��■��`,t7ta��■�■ �� ..��.��..��■.��i�-.��■�■�...��....C.�� ...�.�.��.��.��.��.�.�..��.....�� . �� . .�.��■�.��■�.■�..��..-.....��- ' ��■L'.�C.e��■■�■��■�■�■■.��■�■■.�_� , �■��■ . ..o�� ■�ri.��■�■�.■.��.■■■■.� � ��■�� ::��::��.��..�C�:��::��::'::�� . . .� ��■��a��n��■�� ' ��■�■r��'��■��■■■�� ' ��ii�ii��i��i■i��iiiii�� , ��t��■�■�� . ��►��■��o*��■��■��■� ��iel■��5��I�■��■�� • ��■��■��■a��i��■��■��■■�� ■��ui��■■�� .� �� ■� ��s�a��r��■■■■.�� , ��_��o��■��r��■�■�� 1��■a��M��S��r�� ■� ■��/�■�� • ��\��1�� r�1��t�� ■�� ' � � � ��r�� 1��■�� • �. ��C��M��1�■��■�� L��■��■�� ■�� ■��\��■��■■■�� , � �� resrr■ ��■�� , ��..��■��..��..�►�:C:::�C�:�:::�CC::C:::�CC '' .. ��■��■..._�� ..��..■��■... ..�.�.��■...�:::C��::':::�� ■��■�■��e��a��n C�� ' ' ��ii�iii��a� ■��■�■�� ' • ��■�� ■��■��■■�� i� ► ■��■�� r.:��■�� C'�►\�i��■��■�� :� �� ■r��■■�� r��■��►� 8��■■�� ■��I��\��r�� ' ��■��■�� \ ��■��` ��fi��■��A■�/�� , . � -----.---8��'�:==��a�E:;::===�9:�5'g'== ' ��■��■ ■�� .,. ��■ ��. � �.�� _� „��.��.■�■■ �� , ��i�■■i�i i��i■�,�■■��■■��i�u��■� ��...��■■�� . . . - � � • �� ' • � . . � .�• ' • � ' • � � • • •� mm � ,. - ' � • � . . . . �. • : • • . � .. . - � � : • : . ... . � - . a � � � � ■ � � • • •• ► _ • � ' • 4 � • • • � - �� '� �.r..�� r . ,. ii�.�r��, �=ir■�� ■��■�� ' .�• ��■��1��■��i� �� • �� i��■�■�� A��E�=��/��r� .� ��r��l�� 1�1r�■�� l��r�� ......■��■...��■�..C��■��..■.��.�■.■■..�.�� ..■��..�� .�..�� . �....��.....�� ■�L��`!�■r►'��r��■��1�� • ��C�:��::��:��_"C�C��::��:::::CC�� . . .� ��_�►;��r��■�� ' ��r��■��i.��r ■r��■■■��■�� . �■��i=�,�r��a��1� . ��r�� '1/�1��■/�� V�� ■��■��■��,��n��.� ��■��►��n��■�� • ��5\'�N�� ■��1��f■■�� /��■��1�M��■�■�� •� � ��r��'��I��■�■■�� ■��■��/�A '��rr��■�� 5/��/��r�� I��A��A�� . ��_�� 1 � � � ��r��lr�� • �� ■ ��■��r�� \��■�� A��1\��/�■■�� 1 i��r�� i � �� ■ �1� �� . ��r�� ■ ■ ��■�� ■��t/�� r��■��■� ��■��a��■�a��■■■�� ' ��■��,��■�■�� ■��■��r��■��■��r�� ■�■�■�� ■��a��■ ��`�� • ' ��■��r��■■��■�� .� �.��.��■..�■.��_�.��.��■�=�.■C��...■.�� ..�. �.��... .�.■��■� .■ ��......��.�� =�C�■.��.��..■�.�.��■�. ■�� .....�.�� • , ��■��.�.��.■ ��.�.�C■•..�.�.. �■_�� , . ..�.��■� .�� ....�■�.�..��.. . ��. ��..� C■.�� .. .■��.. �----�d.�. �9�� =a-oa�m .�--�--��—:�.ag��c� , ��.�'::::.:��::'�:1.'�'=�..��{':�C��C�:�... �.::....�..::..��. ,� . - - - . M � � � � ��■� , � � � � 1 � , 1� �m � ., , ' �� r • � ,. � . . � : . � . �• • : . � . � < �� ` BORING 1 �o'��`��o-'°��`°4�4��G�5G� Description s:'�e 9rovm SANO and grevel, medium-fo coarse-grained, mofsl,loose .. :o g,•.� ..�o�° 1 � ,� � � •°'- 1�s�o i t: ■ •� !�� 5 a;:a;. �� .s ��e � } •• p r0 • o�s�0� � ��O�.J1 ��'i O 3 2 � o� �� re..�e• � 10 •s�..o e•••s :i;; .e;ti i � �,�.e , � ' 4 3 l°�'�� ,e. .o. •° 'oE . . �e 15 "�� .:t-_, ,. . . .r�-.'• :;.::o � e•.. 10 4 ''S 9 SW 2O ..{• ' ,�.�: . •: ••s ��i.° o ��.i •S o� i a ,� -becomes Iron stained,ail�some fine-gralned sand,wet,very dense I s2 s ,. ; ,. a �;• � 25 ,� �o... s. ►.. l: .:�•.t .g N e, . s .,. � °�+:`•: 60 6 o s• r, t,�,o °:o°: 30 0.•;or • : .�. :�i.�° �. �P e•.�a• � et o •o �ex 79/11 7 �:', : .•:. :e,:. 35 '''� e o •�O •�et1�• • `� 1 e��. 87/ :?_,%. 10.5 8 � =i.•.°:: 40 * Test boring was terminated at 39 feet on June 14, 2007. * Groundwater seepage was encountered at 25 feet during drilling. ' BORING LOG �. � GEOTECH 207 - 219 Main Avenue South CONSULTANTS,nvc Renton, Washington Job Date: toggedby: Plafe: 07190 Jut 2007 ZJM 3 � �, 80RING 2 t� �� o �, �,o��`��d`��°��t450-�` �gG�' Description i,,`1, Brown SAN�and gravel,rnedium-to coarse-grained,very moist,medium-dense .:t°• e.•ws •....` � •� �O�I 35 1 °� °• ��t• . .' ,..• 5 `�:`� s� �a �e: �� •• o . e Z�ei •�•• � ,•;'j,e 22 2 •°� 3 0 s �'- �o•;•o �� •°..::. • e• .i '�;o •• .e'�E• +e •� i � O Ma e 14 3 °••` ��. .: ••� .� .. . ' 15 ''•�°s .o°f.� .�:.. . .�o. o :o;;e • ,•,t 51 4 � ''`;b:. SW . 20 � .r•.,. — _�� .� �r:;: . • •� ��:o 25 � � ��... -wilh larger gravels ..o•s. o •: i �V� i�� 1� ZrJ La. �o st i � �� a: � o �oof � e� � � '�.�" fi3 6 t• e -beoomes very dense t':• °:1°o 30 a�• o!� . : o� �° �:fo� ��e�� '�.- d ••�t�� '.o' 6� 7 oi�e� .•.•: y.:.�. 35 ,•�.' .�:s:$ • •: t �ao � '•` �• 47 8 �°�=� -becomes 6n�to coarse-grained e:�mt • '- 40 � Test boring was terminated at 39 feet on June 14, 2007. " Groundwater seepage was encountered at 20 feet during driffing. BORIh'G LOG � GEOTECH 207 - 219 Main Avenue SoUth C�T'SULTAN'I'S,nvc. Renfon, Washington � ' Job Dafe: Logged by: Plate: 07190 Ju 2007 ZJM 4 � BORirv� 3 0��`3�o-L��'��`J��4��4�� . ,�n � 4 c�o �5 Description Asphall over FiLL 5!8"minus crushed rock 3 1 :. Srorm SAND,fine-lo medium-grained,very moist,loose 5 : SP : :��- 17 2 ��.: , bo�e." Brown SAND and gravel,medium-lo coarse-grained,very maisl,medium-dense a�,.�..g g 3 ' Oa��p 'o'�- a -becomes loase .:'`: o•.•o 40 s..:•� , • . 23 4 •r =3 e' -becomes medium-dense ��°°�S1 ' �a�.. . 5� 5 a�-��• s e f •°i �J e„a~ � s��.sp u oe} e ,S e� �� fe'•`• ��oi:u �� 't 26 6 ��;'�o' ..h , o •; t 20 .«. sW �`�� -becomes dense o:• .: 48 7 �.°a��o� a °. s 2�-J �''a l: � �.. ;. . .i:°a� ,•-� �i e ��oe0 i • � ��ie�. rJ� 8 ��t� r ea �' s� •� 30 ��'�� s� .el� : � 0 t�po' •�!.�� or d ��0�00 �� e 60 .7 •I os �'� er�L'•° ;°i:� 35 � '� '► ;s e. . .e•ti1, . e�°i 1 I ��s O:�'b 79111 10 0° oL :f.�..f. 40 '' 7est boring was terminated at 39 feet on June 14, 2007. '` Groundwater seepage was encountered at 26 feet during drilling. B OR.ING LOG .� GEOTEC�I 207 - 219 Main A�enue South corrsL-L�c�rrrs,nvc. Renton, VlJashington ` Job Date: Logged by; PJafe; 07190 July 2007 ZJM 5 � BORING 4 ��'�eQ�'e�e �� 4°�� 4�e 5 �,o`� �,�an ��° �t �y� �5G Description 5/8"minus crushedrock FILL 3 � � Brown SAND,fine-to mecium-grained,moist. loose(Fl/l) 5 5 2 ` 0 3 � F1LL Brown SANO and gravsl,fine-to coatse-grained,very moist, very loose 10 3 4 ' -glass shards 3 � � M� Gray orange motUed,sandy SILT,highty plas6c,very motst, soP :a�� Brown SANC and graval,rnedlum-to coa�rained,very rnast,rnedium-dense 15 of � ,a - : :a{.e e �o'.'e yai s 6 � •�.� •s a. 73/11 6 :��=�� w�s��s� a �O 'i 1 2U • •-.• .. . a+�;:;: •: •o� y�i�� ° �e.i •i� .Z�. - 23 7 :e:s°o. o �; i — ,.,,. 2� s•. e:' SW $ s :. e ��•= -becomes dense 41 S � •'}�' ;; s-•• •;:°; 30 . •°r= •;::� e:�•�e �..�� or d �..�• 87�I� 9 � o:��: e•. • -becomes very dense :•::o 3S ' . •o - . ::;• .oe��e •.a • �� 1 o.•' . i��•�� 79 �� ° �� .; -ot . , .. 40 � Test boring was terminated at 39 feet on June '14, 2007. * Groundwater seepage was encountered at 24 feet during drilling. B ORING LO G `„ � GEUTE CI� 207 - 219 Main Avenue South corrsvi.r.�.��rrs,n�c. Renton, Washington � �– Job Date: Logged by: Plafe: 07190 Jul 2007 ZJM 6 � ��, �� o� z BORlNG 5 �� d` � •�5 4° 4� �,o� `�,�a�0 �,�° �i 5a� �5� Descri�fion Asphalt over FILL ��minus crushed rodc 4 � �-�4. , Brown SAND,fine-to medium-grained,moist,toose .� . !•• 5 '�:°: •, �.t• �p i f° C �o�� i��01� O •0'�� •�1:t�• �2 2 � p: �et Brown SAND and gravel,fine-to toarsa-grained, moist, medium-dense e'.'a 10 '�'''°� .•• •: :z... .�o• o, •,'� : ,� , o:.e . 42 3 ' ro-.•o. �.�;•; -becomes medium-to coarse-grained,dense . ed :`�. ::: : 15 ��r• .o �,.� . • .r�=. a :�>i:e ��' .! 40 4 ' '=�''. a ��5• � s�y e��•• 2� sw �.e.. ,,,•• .ti 8 5 � S ° � ,e . .�e. i �,- t � :NO-� 2�7 �•�I •1 i�� ;.�;r ��bC • �4i�s 27 6 � ..' t•• e�^ea0 30 °, •� •:o Y,e �:to°� • e ��o� ' ted�e •� f 32 7 '• �=� -becomes dense e;�o �.�: .3j�J e s� ,i .l �e=e •�• e�°e o °i 1 e.�e q o:.•b' -becomes very dense 62 8 � •1:': 40 * Test boring was terminated at 39 feet on .lune 14, 2007, * Groundwater seepage was encountered at 24 feet during dril�ing. BORING L�G �, � GEOTECH 2p7 - 219 Main Avenue South CONSULTANTS,n�Tc. Renton, Washington Jab Date; Logged by: Plale: 07190 Jul 2007 ZJM 7 � � BORiNG 6 ��eo-�e`e �5 4°c Q�e 5 �,o� �r'° �� 4�� ya�` �SG Descriptinn Brown, silly SAA1D w"sth gravel,hne-io medium-grained,very+noist, loose to medium-dense jFil� FILL 21 1 � - - -- _ •°t•• • Brwm SAND and gravel,medium-to coarse-Srained,very moisl,loose s, �,. 5 "�;°, ., o� . .:� ..- . o �•°� e,g..� ..•. 8 2 � �'��' o �r: l�'•�o 1U ��Ii E ..� �•. :s�;� °e�.: '• •: ti .�-•• ' 20 3 ! . ea=� -becomes medium-dense o° ••ti • . e� ... .• • .f G •�•e.�• !J �� ° o� ��l .t•'.'• '�.�;o • e�.1 28 4 �;r�s� � �. o°�: � 20 ° SW � ., . . •• s� ei o•j �'e• � 6 5 ; -becomes loose,wood in sampfe "h e �%�•: : — _,�� 23 . s.°a. oi . s. q,..�r .o�° s •. o ��oe� 42 6 ' •�t� � -becorr�es�ense s• e. a�=e� 30 �. .•� •o�:°: ti:pe°� ,.,�e .o:.% 76 7 f ;��"'= -becomes very dense ro•e. �o.:. 35 � '' _� :a�; .s, � �a �o°°: t taoe e� � � . w�• • 66 V �°'s� e i �e� .��.�. 4� # Test boring was terminated at 39 feet on June 14, 2007. � Groundwater seepage was encountered at 24 feet during drilling. BORING LOG � � GEOTECH 207 - 219 Main Avenue South � con�svLT,�rrx�s,�c. Renton, Washing#on � , Job Dafe: Logged by; Plafe: 07190 Juiy 2007 ZJM 8 � BORING 7 y�s�bti�tie o�y F��fi�Q�e G�' �,a ,�� q�� ya J5 Description Brown 5AN0 and gravel,finE to mediurn-graine�,moisi,medium-dense(Fil� 18 1 � 5 FILL 13 2 � �4 24 3 � �5 -Pea gravel :e� •�� Brown SAND and gravel,medium-to coarse-grained,very masl,dense .;� a•-.'e �t o i:� � : •�.Z 50/5.5 4 ;;s4� ,:a► � i •: t Za ,... �:,•ti ,,.;. . . s°i.• e�' •i �' ••S e. 33 5 ��,,'�; ! . � �� t . 25 '' �•' ' � �,: �, .. :�.. .. . SW ' I : 22 6 � �� ;� i s• �• a �Is�� 30 �. •� e,•.er• .: r e p:ie!• � •��► ar d ye.:qe �� 7 'o.��: -becomes very dense � 1�.5 �•t o=:�e 'o�i:o 35 e .•.ti e � ;� .. �a �• o� • �O �� 1 •M• � 0 � b�'�O 71111 8 �`�=� o; o� �� e��. 4� � Test boring was term(nated at 39 feet on June 14, 20R7. * Groundwater seepage was encountered at 25 feei during drilling. ' BOl.2ING LOG � GE O TE CH 207 - 219 Main A�enue South CONSULTANTS,nvc. Renton, Washingfon � � Job Date: Logged by: Plate: 07190 Jul 2047 Z.JM 9 � SECTION VII— OTHER PERMITS This project will require building and grading permits. The project site is less than an - acre and will not require a Construction Stormwater General Permit from the Deparhnent of Ecology. � �� Renton Heritage Apartments DCI Engineers _ SECTION VIII — CSWPPP ANALYSIS & DESIGN PART A— ESC PLAN ANALYSIS AND DESIGN KCSWDM Appendix D.3 requires that the following categories of erosion sedimentation control measures be considered for every ground-disturbing project: 1. Clearing Limits: Prior to any site clearing or grading, areas to remain undisturbed during project construction shall be delineated on the project's ESC plan and physically marked on the project site. The entire site will be subject to clearing and grading. Project limits «�ill be delineated in the field by fencing or flagging. 2. Cover Measures: Temporary and permanent cover measures s{zall be provided when necessary to protect disturbed areas. The intent of these measures is to prevent erosion by having as much area as possible covered during any period of precipitation. Exposed soil «�ill be covered or mulched within time limits detailed in the construction plans. Permanent landscape areas «�ill be replanted as soon as practicable. 3. Perimeter Protection: Perimeter protection to filter sediment from sheet flow shall be provided downstream of all disturbed areas prior to upslope grading. Straw wattles will be installed around the perimeter of all disturbed areas along with inlet protection at catch basins impacted by construction. Barrier measures are detailed in the construction plans. 4. Traffic Area Stabilization: Unsurfaced entrances, roads, and parking areas used by construction tra�c shall be stabilized to minimize erosion and tracking of sediment offsite. A quarry spall surfaced construction entrance into the site will be provided. The requirements for the entrance are detailed in the construction plans. S. Sediment Retention: Surface water collected from all disturbed areas of the site shall be routed through a sediment pond or trap prior to release from the site, except those areas at the perimeter of the site small enough to be treated solely with perimeter protection. Sediment retention facilities shall be installed prior to grading any contributing area. It is anticipated that perimeter siltation barriers and inlet protection will provide better silt control than sediment ponds on this 0.68 acre site. The proposed project will excavate one story below grade for the proposed parking garage and foundation. All runoff during construction will be contained on-site. In the event water at the base of Renton Heritage Aparhnents DCI Engineers � _ excavation does no infiltrate, baker tanks maybe utilized to settle out pumped water prior to discharge to the City's storm water conveyance system. 6. Surface Water Collection: Surface water collection measures (e.g., ditches, berms, etc.)shall be installed to intercept all surface water from disturbed areas, convey it to a sediment pond or trap, and discharge it downstream of any disturbed areas. Areas at the perimeter of the site, which are small enough to be treated solely with perimeter protection, do not require surface water collection. Significant sources of upstream surface water that drain onto disturbed areas shall be intercepted and measures shall be installed concurrently with or immediately following rough grading and shall be designed, constructed, and stabilized as needed to minimize erosion. No significant runoff is expected to enter the site from neighboring parcels. On-site construction runoff will sheet flow across the site toward the silt barriers at the perimeter. The contractor will have the option of directing concentrated flows toward or away from specific areas as work progresses. 7. Dewatering Control: The water resulting from construction site de-watering activities must be treated prior to discharge or disposed of as specified. No dewatering is anticipated for this project if it is constructed during the dry season. Wet season work may require enhanced measures, including management of dewatering effluent. 8. Dust Control: Preventive measures to minimize wind transport of soil shall be implemented when a tra�c hazard may be created or when sediment transported by wind is likely to be deposited in water resources. The construction site will be sprinkled to mitigate dust issues. 9. Flow Control: Surface water from disturbed areas must be routed through the project's onsite flow control facility or other provisions must be made to prevent increases in the existing site conditions 2-year and 1 D year runoff peaks discharging from the project site during construction. The entire existing site is impervious due to previous development on the parcels. Consequently, no construction related increase in runoff is anticipated. PART B— SWPPS PLAN DESIGN Vehicles, construction equipment and/or petroleum product storage/dispensing: • All vehicles, equipment and petroleum product storage/dispensing areas will be inspected regularly to detect any leaks or spills and to identify maintenance needs to prevent leaks or spills. • On-site fueling tanks and petroleum product storage containers shall include secondary containment. Renton Heritage Apartments DCI Engineers � I, _ • Spill prevention measures, such as drip pans, will be used when conducting maintenance and repair of vehicles or equipment. • In order to perform emergency repairs on site, temporary plastic will be placed beneath and, if raining, over the vehicle. �; • Contaminated surfaces shall be cleaned immediately following any discharge or ; spill incident. ,_} �� %�'� ,.� i �} ; � Renton Heritage Apartments DCI Engineers SECTION IX—BOND QUANTITIES, FACILITY SUMMARIES & DECLARATION OF COVENANT � Renton Heritage Apartments DCI Engineers / � Site Improvement Bond Quantity Worksheet Original bond computations prepared by: Name: Z.p�v� '�'-}-Z J G(Yr�� Date: 2"I�— �S PE Rag(stration Number. Tel.#: Zp�--']cd'��gC�� Firm Name: D�L— [n�w1 Y1C�XG Address: �S I$ �-1-c�/v.v-� Si-�-r��- S u:.�-1S � W� q4i l�� P�o�e�t No: Lu A l�l- �o��133 � S��+c, t oou GU-H , SA -N Mo D . ROAD IMPRdVEMENTS&DRAINAGE FACILITIES FINANCfAL GUARANTEE REQUiREMENTS PERFORMANCE BQND•'• PUBUC ROAb�DRAfNAGE I AMOUNT MAINTENANCFJDEFECT BOND•,•• StabilizatioNErasion Sediment Gantrol(ESC) (A) $ 7�S�� - Existing Right-of-Way Improvements (B) $ �3�� - Future Public Road Improvements&Drainage Facilities (C) $ - Private Improvements (D) $ ��5�3 - Construction Bond'Amount (A+B+C+D) = TO7AL (T) S �r'J�' � � � 1 - Minimum bond'amount is 51000. (B+C)X Maintenance/Defect Bond'Total o.zo= $ 2�, ��2 - NAME OF PERSON PREPARING BOND'REDUCTfON: ��1+�1 ��aYrKS Date: Z j Z- I S •NOTE:The word"bond"as used In this document means any financial guarantee acceptable to the City ot Renton. `"NOTE:qll prices include labor,equfpment,materials,overhead and profit. Prtces are from RS Means data adjusted for the Seattle area or from local sources if not included in the RS Means database. REQUIRED BOND'AMOUNTS ARE SUBJECT TO REVIEW AND MObIFICATION BY RDSD Page 1 of 1 Unit prices updated:2/12/02 Version:4/22/02 REF 8-H BOND QUANTITY WORKSHEET.xIs Report Date: 1/19/2Q10 Site Improvement Bond Quantity Worksheet Existing Future PuGlic Private Quantfty Complated Right-of•Way Road lmprovements Improveme�ts (Bond Reduction)�' 8�Drainage Facil$ies Quant. n�t rice nd < uant. t, . uant t uant. Cost Complete Cost GENERALaI:7EMS, > .�,;'`� �No. �: ; , ., „�� , ,.,,., .,,: � „ „ , � � , , �,� <_, �... , .<.:; Backfill8 Compaciion-embankment GI-1 $ 5.62 CY O.Oa 0.00 0.00 DAD Bac�ll 8�Compaction-lrench GI-2 $ 8.53 CY 0.00 0.00 0.00 0.00 C�eadRemove Brush,by hand GI-3 $ 0.36 5Y 0.00 0.00 0.00 0.00 Clearing/GrubbingfT'ree Removaf GI-4 $8,876.96 Acre O.pO 0.00 0.00 0.00 Excavatlon-bulk GI-5 S 1.50 CY � --- " - 0.00 0.00 � � 0.00 0.00 Excavaiion-Trench GI-6 $ 4.06 CY Z N 3� 0.00 0.00 U.OQ D.00 Fencing,cedar,fi'high GI-7 $ 18.55 LF 0.00 0.00 0.00 0.00 Fencing,chain link,vinyl coated, 6'high GI-8 S 13.44 LF 0.00 0.06 O.OU O.OD Fencing,chain fink,gate,vinyl coated, 2 GI-9 $1,271.81 Each 0.00 O.QO O.UO 0.00 Fencing,split rail,3'high GI-1 $ 12.12 LF 0.00 0.00 O.QD 0.00 Fill&compact-common barrow GI-11 $ 22.57 CY 0.00 0.60 O.QO 0.00 Ffll&compact-gravel base GI-1 $ 25.48 CY �, 6 p.00 0.00 D.00 D.00 Fill&campact-screened topsoil GI-1 $ 37.85 CY 0.00 0.00 0.00 0.00 Gabion,12"deep,stone filled mesh GI-1 $ 54.31 SY 0.00 O.DO 0.00 0.00 Gabion,18"deep,stone filled mesh GI-i 5 74.85 SY 0.00 0.00 0.00 0.00 Gabton,36"deep,slone Flled mesh C�I-1 $ 132.48 SY 0.00 0.00 6.00 0.00 Grading,flne,by hand GI-1 $ 2.02 SY O.OD 0.00 0.00 D.00 Grading,fine,with grader GI-1 $ 0.95 SY 0.00 Q.00 0.00 0.60 Monuments,3'long GI-1 $ 135.13 Each O.OU 0.00 0.00 0.00 Sensitive Areas Sign GI-2 $ 2,88 Each 0.00 0.00 O.oD 0.00 Sodding,1"deep,sloped ground Gl-21 $ 7.46 SY 0.00 0.00 0.00 D.00 Surveying,Ilne&grade GI-2 $ 788.26 �ay O.QO 0.00 0.00 D.00 Surveying,lot locationllines GI-2 $1,556.64 Acre 0.00 0.00 0.00 0.00 Traffic control crew(2 Ilaggers) GI-2 $ 85.18 HR �g , 0.00 Q.00 0.00 6.00 Trafl,4"chipped wood GI-2 $ 7.59 SY 0.00 0.00 O.OD O.OQ 7rail,4"crushed cinder GI-2 $ 8.33 SY 0.00 0.00 D.00 0.00 Trail,4"tap course GI-2 $ 8.19 SY 0.00 0.00 O.QO 0.00 Wall,retaining,concrete GI-2 � 44,16 SF 0.00 0.00 0.00 0.00 all,rockery G -2 9.49 S O.OU O.QO . 0.00 Page 2 of 7 SUBTOTAL T$! �j,S�J.$Q }fl 0.00 �(,�jzS 0.00 0.00 Unit prices updated:?112102 Version:4122142 _ F"�£ ,,B�..0 "Jr:"TI�..�._Zf�_.�E__�. :� f :: 9 1t / � Site Improvement Bond Quantity Worksheet Existlng Future Public P►ivate Bond Rsductlon` Right-of-way Road Improvements Improvements 3 Dralnage Facilities Quant. nit nce nit uant. ost uant. Cost uant. ost Complete Cost ROAD IMPROVEMENT_ No.. _; ; � � . . - , , ,;,.:.: AC Grinding,4'wide machine<1000sy RI-1 $ 23.00 SY d • p 35 0 0.00 0.00 0.00 0.00 AC Grinding,4'wide machlne 1000-200D RI-2 S 5.75 SY 0.00 O.UO 0.00 0.00 AC Grinding,4'wfde machlne>2006sy RI-3 $ 1.38 SY 0.00 0.00 D.00 0.00 AC Removal/DisposallRepa(r RI-4 � 41.14 SY � 0.00 0.00 0.00 0.00 Barricade,type I RI-5 $ 30.63 LF 0.00 0.00 0.00 0.00 Barricade,type III(Permanent) RI-6 $ 45.05 LF 0.00 0.00 0.00 0_00 Curb b Gutter,ralled RI-7 S 13.27 LF 0.00 0.00 0.00 O.QO Curb&Gulter,vertical RI-8 $ 9.69 LF ,7(�0.00 0.00 0.00 0.60 Curb and Gutter,demolltfon and dlsposal RI-9 $ 13.58 LF +{ 0.00 0.00 U.00 0.00 Curb,extruded asphalt RI-1 $ 2.44 LF O.QQ 0.00 0.00 0.00 Curb,extruded concrete RI-11 $ 2.56 LF 0.00 0.00 O.OD 0.00 Sawcut,asphalt,3"depth RI-1 $ 1.85 LF Z,S O.UD 0.00 0.00 0.00 Sawcut,concrete,per 1'depth RI-1 S 1.69 LF 0.60 0.00 0.00 0.00 Sealant,asphalt Rl-1 $ 0.99 LF 0.00 0.00 0.00 U.O6 Shoulder,AC, (seo AC raad unit price) Rl-1 $ - SY 0.00 0.00 6.00 O.OD Shoulder,gravel,4"thick RI-1 $ 7.53 5Y 0.00 0.00 0.00 0.00 5idewalk,4"thick RI-1 $ 30.52 SY q(� ��•$ ppG, 0.00 0.00 0.00 b.00 Sidewalk,4"thick,demolition and dispos RI-1 $ 27.73 SY Q 0.00 0.00 0.00 0.60 Sidewalk,5"thick RI-1 $ 34.9A 5Y 0.00 O.QO 0.06 0.00 Sidewalk,5"thick,demolltion and dispas RI-2 $ 34.65 SY a.00 O.UO 0.00 0.00 Sign,handicap RI-21 a 85.2B Each 0.00 0.00 0.00 0.00 Striping,per statl RI-2 $ 5.82 Each 0.00 O.DO 0.00 0.00 Striping,thermoplastic,(for crosswalk) RI-2 S 2.36 SF 0.00 0.00 0.00 0.00 Striping,4"reRectorized line I-2 0.25 L 0.00 0.00 .00 Page 3 of 7 SU6TO7AL �'�� 2�10�1�.00 0.00 6.00 0.00 Unit prices updated:2/92/02 Versian:4l22102 REF S-H BOND QUANTITY WORKSNEE7.xls Report Date: 1/1912010 Site Improvemenfi Bond Quantity Worksheet � � ''' ' , ' � Existing Future Pubfic Private Bond Reduction" ' ' � ' 'i , � � �, '. � � ' " � Right-of-way Road Improvoments Improvements ' ' ` � 8�Drainage Facilities G1Uan� nit nce nit uant ost Quant. ast Quant, ost Cpmplete Cost � �� :, „-, For KCRS'93,(additional 2.5�"base)add:RS-1 $ N�3.60 SY 1 0.00 w� O.OD�, l A ` 0 00 0.00 AC Overlay,1.5"AC RS-2 $ 7.39 SY 0.00 0.00 O.UO D.00 AC Overlay,2"AC RS-3 $ 8.75 SY y �[ ,5 p 0.00 O.DO 0.00 D.DO AC Road,2",4"rock,First 2500 SY RS-4 $ 17.24 SY 0.00 0.00 0.00 0.06 AC Raad,2",4"rock,Qty.over 25005Y RS-5 $ 13.36 SY 0.00 O.OQ 0.00 0.06 AC Road,3",4"rock,First 2500 SY RS-6 � 19.69 SY 0.00 6.00 U.00 6.00 AC Road,3",4"rock,Qty.over 2500 SY RS-7 $ 15.81 SY 0.00 0.00 6.00 0.00 AC Road,5",First 2500 SY RS-8 $ 14.57 SY 0.00 0.00 0.00 0.00 AC Road,5",Qty.Over 2500 SY R5-9 � 13.94 SY 0.00 0.00 0.00 0.00 AC Road,6",First 25D0 SY S-1 $ 16.76 SY 0.00 0.00 0.00 0.00 AC Road,6",Qty.Over 2500 SY S-1 $ 16.12 SY 0.00 0.00 0.00 0.00 Asphalt Treated Base,4"thlck S-1 $ 9.21 SY 0.00 0.00 0.00 0.00 Gravel Road,4"rock,�irst 2500 5Y S-1 S 11,41 SY 0.00 0.00 O.pO 0.00 Gravel Road,4"rock,Qty.aver 2500 SY S-1 a 7.53 SY 0.00 0.00 0.00 O.OQ PCC Road,5",no base,over 2500 SY S-1 $ 21.51 SY 0.00 0.00 0.00 0.00 PCC Road, 6",no base,over 2500 SY S-1 $ 21.87 SY 0.00 0.00 0.00 O.pO hickened Edge 5- 8.89 LF 0.0� 0.00 0. 0 Page 4 of 7 SUBTOTAL � 3��3�,$O p,pp 0.00 0.00 0.00 Unit prices updated:2/12/02 Version:4122102 F��F ..B_..0 -'J�."'�I_'"N--Zf-- �f--� :� [ a: 9 tl 1 � Site Improvement Bond Quantity Worksheet ` i�;d'z',��Existing Future'Pu61ic Private "Bond Reduction•:. Right-of•way Road Improvements Improvements &Drainage Facilitias Quant Unrt nce nR uant. Cost uant. ost uant. Cost Complete Cost � Foc Cutvert p�oes, Average of 4'cover,was assumed:Assuma perforated,PVC Is same price as solkJ pipe.; Access Road,WD D-1 $ 16.74 SY 0.00 0.00 0.00 0.00 Bollards-tixed D-2 $ 244.74 Each 0.00 0.00 0.60 0.00 Bollards-removable D-3 $ 452.34 Each 6.00 O.UO 0.00 0.00 '(CBs include frame and lid) CB Type I b-4 $1,257.84 Each .00 0.00 0.00 0.00 CB Type IL D-5 $1,433.59 Each 0.00 0.00 0.00 0.00 CB 7ype II,48"diameter D-6 �2,033.57 Each 3 pp,"j 0.00 0.00 0.00 0.00 for additional depth over 4' D-7 $ 436.52 FT 0.00 0.00 0.00 O.OQ CB Type II,54"diameter D-8 $2,182.54 Each 0.00 0.00 D.00 0.00 for additional depth over 4' D-9 S 486.53 FT 0.00 O.QO o.oa O.UO CB Type II,&0"diameter D-10 S 2,351.52 Each 0.00 0.00 O.QO 0.00 for additional depth over 4' D-11 $ 536.54 F7 O.OD 0.00 0.00 0.00 CB Type II,72"diameter D-12 $3,212.64 Each 0.00 0.00 0.00 0.00 I for additional depth over 4' D-13 $ 692.21 FT 0.00 0.00 0.00 0.00 Through-curb Inlet Framework(Add) D-1b $ 366.09 Each 0.00 0.00 0.00 8.00 Cleanout,PVC,A" D-15 S 130.55 Each 0.00 0.00 0.00 0.00 Cleanout,PVC,6" D-16 $ 174.90 Each 0.00 0.00 GQ (op 0.00 U.00 Cleanoui,PVC,8" D-17 $ 224.19 Each 0.00 0.00 0.00 0.00 Culvert,PVC,4" 0-1 B $ 8.64 LF 0.00 0.00 0.00 0.00 Culvert,PVC,6" D-19 $ 12.60 LF �.00 0.06 0.06 0.60 Culvert,pVC, 8" D-20 $ 13.33 LF 0.00 O.OQ 0.60 0.00 Culvert,PVC,12" O-21 $ 21.77 LF 0.00 O.QO 0.00 0.00 Culvert,CMP,8" D-22 $ 17.25 LF 0.00 0.00 0.00 0.00 Culvert,CMP,12" D-23 $ 26.45 LF 0.00 0.00 0.00 0.00 Culvert,CMP,15" D-24 $ 32.73 LF 0.00 0.00 0.00 0.00 Culvert,CMP,18" b-25 $ 37.74 LF 0.00 0.00 0.00 0.00 Culvert,CMP,24" D-26 $ 53.33 LF 0.00 0.00 0.00 0.00 Culvert,CMP,30" D-27 $ 71.45 LF 0.00 0.00 0.00 0.00 Culvert,CMP,36" D-28 $ 112.11 LF 0.00 0.00 Q.00 0.00 Culvert,CMP,48" D-29 $ 140.83 LF 0.00 0.00 Q.00 O.OD Culvert,CMP,60" D-30 $ 235.45 LF 0.00 8.00 0.00 0.00 u vert,CMP,72" -3 02. 0.00 0.00 . Page 5 of 7 SUBTOTAL � 1 I� �'3 r.�� 0.00 O.OD $ ��6a 0.00 0.00 Unft prices updated:2/12/02 Version:4122102 REF S-H BOND QUANTITY WORKSHEET.xIs Report Date:1/19/201d Site Improvement Bond Quantity Worksheet Existing Future Public Private Bond Reduction` Right-of•way Road Improvements Improvements DRAINAGE CONTINUED �Drainage Facilities Quant. o. Unrt Prrce Unit uant Cost uent. ost Quant. ost Complete Cost Culvert,Concrete.8" D-32 21.02 LF 0 0 0 p Culvert,Concrete,12" D-33 $ 30.05 LF 0 0 0 0 Culvsrt,Cancrete,15" D-34 $ 37.34 LF Q 0 0 0 Culvert,Concrete,18" D-35 $ 44.51 LF Q 0 0 0 Culvert,Concrete,24" D-36 $ 61.07 LF 4 0 0 0 Culve�t,Concrete,30" D-37 $ 104.1 B LF b 0 0 0 Culvert,Concrete,36" D-38 $ 137.&3 LF U 0 0 0 Culvert,Concrete,42" D-39 $ 158.42 LF p p p p Culvert,Concrete,48" D-40 $ 175.94 LF 0 0 0 0 Culvert,CPP,6" D-41 $ 10.70 LF 0 0 0 0 Culvart,CPP,B" b-42 $ 16.10 LF 0 D 0 p Culvert,CPP,12" D-43 $ 20.70 LF 0 0 0 0 Culvert,CPP, 15" Q-44 $ 23.00 LF 0 0 0 0 Culvert,CPP,18" D-45 $ 27.60 LF 0 0 0 0 Culvert,CPP,24" d-46 $ 36.80 LF 0 0 0 0 Culvert,CPP,30" Q-47 $ 46.30 LF 0 0 0 0 Culvert,CPP,36" D-48 $ 55.20 LF 0 0 0 0 Ditching D-49 S 8.08 CY 0 0 0 0 Flow Dlspersal Trench (1,436 base+) D-54 $ 25.99 LF French Drain (3'depth) 0-51 $ 22.6D lF 0 0 0 0 Geotextile,laid in trench,polypropylene D-52 $ 2.40 SY 0 0 9 0 Infiltretion pand testing D-53 $ 7A.75 NR 6 0 0 0 Mid-tank Access Riser,48"dia, 6'deep D-54 $1,6D5.40 Each Q 0 0 0 Pond Overttow Spillway D-55 $ 14,01 SY 0 0 0 0 ReskrictodOil Separator,12" D-56 $1,045.19 Eeah 0 0 0 0 RestrictorlOil Separator,15" D-57 $1,095.56 Each Q 0 0 0 RestrictodOil Separator,18" D-58 $i,146.16 Each 0 0 0 0 Riprap,placed D-59 $ 39.08 CY 0 0 0 0 Tank End Reducer(38"diameter) D-60 5 1,000.50 Each 0 0 0 0 Trash Rack,12" D-61 $ 211.97 Each 0 0 0 0 Trash Rack,15" D-62 $ 237.27 Each 0 ' 0 0 0 Trash Rack, 78" D-63 $ 268.89 Each 0 0 0 0 rash Rack,21" - 306.8 ach 0 0 0 Page 8 of 7 SUBTOTAL 0 0 0 0 Unit prices updated:2/12/02 Version:4122/02 �--t..�..•1C-"'�""TI_"V._�I.�.�F_�-; . � - �_ :; _ 9 � / _ ._, _ _, .. . . ., ,. _, .. � � _ Site Improvement Bond Quantity Vl/orksheet � Existing Future Public Private Bond Reduction" � . Right-of-way Road Improvements Improvements &Drainage Facilities Quant. nd nce rnt uant. nce uanL Cost Quant. Cost Complete Cost PARKING LOT SURFACING _. __ , . , No. 2"AC,2"top course rock&A"barrow PL-1 $ 95.84 SY 0 0 0 0 2"AC, 1.5" top caurse&2.5"base cou PL-2 $ 17,24 SY U 0 0 0 4"select borrow PL-3 $ 4.55 SY D 0 0 0 1.5"top course rock 8 2.5"base course PL-A $ 11.41 SY 0 0 0 0 WRITE=IN=ITEMS'; � �" � ��: ' �"` a„�� ` ' ,., , � -., � t (Such as detention/water qua[ily vaults.) No. WI-1 Each 0 0.00 O.QO 0.00 WI-2 5Y 0 O.OU O.oO 0.fl0 WI-3 CY 0 0.00 D.00 0.00 WI-4 LF 0 0.00 0.00 0.00 wi-s Fr o �.00 o.00 o.00 wi-s o a.00 o.00 o.00 � wi-7 o a.00 o.00 o,o� wi-a o o.00 a.00 a.00 WI-9 0 0.00 0.00 0.00 w�-,o o .o o. .00 SUBTOTAL 0.00 0.00 0.00 0.00 SUBTOTAL(SUMALLPAGES): .� IO2�3�3,�Q0.00 0.00 � �I��G(y,�O�DU 8.00 30•�CONTINGENCY 8.MOBILIZATION: -� 30 ,Gqy��00.00 0.00 4�j�5�.3$ O.OQ 0.00 GRANDi'UTAL: ,� �3'-�i��S 0.00 p,p6 �ls�s�_ O.OQ O.QO COLUMN: B C D E Page 7 of 7 Unit prices updated:2/17J02 Version:4/22l02 REF 8-H BOND QUANTITY WORKSHEET.xIs Report Date: 1N912010 Return Address: � City Clerk's Office - City of Renton 1055 S Crrady Way Renton,WA 98057 , DECLARATION OF COVENANT FOR INSPECTION AND MAINTENANCE OF STORMWATER FACILITIES AND BMPS ` ' Grantor: COSm05 �J6�a�M�+►� �a�'pvn� Grantee: City of Renton Legal Description: s�� 1L�r �4- ��4Tt`'`F�H�D� Assessor's Tax Parcel ID#: ��I SO ► a y$"� }a13 1 So 1�..40 . �a.3 t 5 a E a3� � �a 3�SO� �3� ; IN CONSIDERATION of the approved City of Renton pernvt � for application file No. LUA/SWP relating to the real property("Properiy") described above,the Grantor(s),the owner(s)in fee of that Property,hereby covenants(covenant)with the � City of Renton, a political subdivision of the state of Washington, that he/she(they)will observe, consent to, and abide by the conditions and obligations set forth and described in Paragraphs 1 through 10 below with regard to the Property, and hereby grants(grant)an easement as described in Paragraphs 2 and 3. Grantor(s)hereby grants(grant), covenants(covenant),and agrees(agree)as follows: 1. The Grantor(s) or his/her(their) successors in interest and assigns ("Owners of the described property") shall at their own cost, operate,maintain,and keep in good repair, the Propert�'s stormwater ; facilities and/or best management practices ("BMPs") constructed as required in the approved construction plans and specifications on file with the City of Renton and submitted to the ' City of Renton for the review and approval of permit(s) . The property's stormwater facilities and/or best management practices("BMPs")are shown and/or listed on E�thibit A. The property's stormwater facilities and�'or BMPs shall be maintained in compliance with the operation and maintenance schedule included and attached herein as Exhibit B. Stormwater facilities include pipes, swales, tanks,vaults,ponds, and other engineered structures designed to manage and/or treat stormwater on the Property. Stormwater BMPs include dispersion and infiltration devices,native vegeta.ted areas, permeable pavements, vegetated roofs,rainwater harvesting systems,reduced impervious surface coverage, and other measures designed to reduce the amount of stormwater runoff on the Property. 2. City of Renton shall have the right to ingress and egress over those portions of the Property necessary to perform inspections of the stormwater facilities and BMPs and conduct maintenance activities specified in this Declaration of Covenant and in accordance with RMC 4-6-030. 3. If City of Renton detemunes that maintenance or repair work is required to be done to any of the stormwater facilities or BMPs, City of Renton shall give natice of the specific maintenance and/or repair work required pursuant to RMC 4-6-030. The City shall also set a reasonable time in which such Page 1 of 3 Form Approved by City Attomey 10/2013 .� work is to be completed by the Owners. If the above required maintenance or repair is not completed within the time set by the City,the City may perform the required maintenance or repair,and hereby is given access to the Property, subject to the exclusion in Paragraph 2 above, for such purposes. Written notice will be sent to the Owners stating the City's intention to perform such work. This work will not commence until at least seven(7)days after such notice is mailed. If,within the sole discreti�n of the City,there exists an imminent or present danger,the seven(7) day notice period will be waived and maintenance and/or repair work will begin immediately. 4. If at any time the City of Renton reasonably determines tbat a stormwater facility or BMP on the Property creates any of the hazardous conditions listed in RMC 4-4-060 G or relevant municipal successor's codes as applicable and herein incorporated by reference, the City may take measures specified therein. 5. The Owners shall assume all responsibility for the cost of any maintenance or repair work completed by the City as described in Paragraph 3 or any measures taken by the City to address hazardous conditions as described in Paragraph 4. Such responsibility shall include reimbursement to the City within thirty(30)days of the receipt of the invoice for any such work performed. Overdue payments will require payment of interest at the current legal rate as liquidated damages. If legal action ensues, the prevailing party is entitled to recover reasonable litigation costs and attorney's fees. 6. The Owners are hereby required to obtain written approval from City of Renton prior to filling,piping, cutting, or removing vegetation(except in routine landscape maintenance)in open vegetated stormwater facilities(such as swales, channels,ditches,ponds, etc.), or perfomung any alterations or modifications to the stormwater facilities and BMPs referenced in this Declaration of Covenant. 7. Any notice or consent required to be given or otherwise provided for by the provisions of this Agreement shall be effective upon personal delivery, or three(3) days after mailing by Certified Mail, return receipt requested. 8. With regard to the matters addressed herein,this agreement constitutes the entire agreemen• between the parties, and supersedes all prior discussions,negoriarions, and all agreements whatsoe�, whether oral or written. 9. This Declaration of Covenant is intended to protect the value and desirability of the rea: properiy described above, and shall inure to the benefit of all the citizens of the City of Renton an�l successors and assigns. This Declaration of Covenant shall ru n �t�i i'-� th� I�3 n�3 �,�n�i h� h i n d::1�� .�,��r Grantor(s),and Grantor's(s') successors in interest,and assign�. 10. ThisDeclarationofCovenantmaybeterminated b} ��uuun ut�a �tr�<<�r, a�r:�mcnt h� th� Owners and the City that is recorded by King County in its real property records. IN WITNESS WHEREOF,this Declaration of Covenant for the Inspection and Maintenance of Stormwater Facilities and BMPs is executed this day of ,20 GRANTOR,owner of the Property GRANTOR, owner of the Property Page 2 of 3 Form Approved by City Attorney 10/2013 � STATE OF WASHINGTON ) COUNTY OF KING )ss. On this day personally appeared before me: , to me known to be the individual(s) described in and who executed the within and foregoing instrument and acknowledged that they signed the same as their free and voluntary act and deed, for the uses and purposes therein stated. Given under my hand and official seal this day of ,20 Printed name Notary Public in and for the State of Washington, residing at :vly appointrnent expires Page 3 of 3 Form Approved by City Attomey 10/2013 Legal Uescripti�►n (R�P�N Dsx y�1� LOTS 16 THROUGH 20 INCLUSIVE, BLOCK 13. :"i_. �. i �.!; ! �:: i � . t�i RENTON, ACCORDING TO THE PLAT RECORDED IN VOLUME 1 OF PL PAGE 135, IN KING COUNTY, WASHINGTON; EXCEPT THE WEST 5 FEET OF SAID LOT 16 DEEDED TO THE C'T"?�Y nF RENTON BY QUIT CLAIM DEED RECORDED MAY 7, 1979 UNDER RECORDING NO. 7905070b29: AND EXCEPT THF. WEST 5 FEET OF SAID LOT 17 DEEDED Tn RENTON BY Q ,� � ��,�� , �i _ �, � SECTION X —OPERATIONS & MAINTENANCE MANUAL Renton Heritage Apartments DCI Engineers DRAINAGE FACILITIES ' OPERATIONS & MAINTENANCE MANUAL I . I Renton Heritage Apartments 207-219 Main Avenue South Renton. Washingtor� Prepared by: � � � � E t� G I fl E E R S 818 Stewart Street Seattle.WA 98101-3311 (206)332-1900 Phone (888)433-8�30 Toil Free (2061 332-160G Fax DCI Job No. 14012-0023 July 9, 2014 � The stormwater management system for the Renton Heritage Apartments consists of a Type 1 catch basin located on Main Avenue South, an open curb face frame and grate catch basin and connecting pipes. Catch basins & connecting pipes: Catch basins aze located at collection points and pipe junctions. They include sumps below the outlets to store accumulated sediment. Catch basins must be inspected periodically and emptied of sediment as needed, either by mechanical or manual means. Connecting pipes are designed to be self-flushing in large storms, and do not ordinarily require maintenance. The follotii-ir2g pages ifzclude drnwings of the layout arad details of the drainage components,followed by maintena�ace guidelines from the King Counry Stormwater Design Manual (KCSWDM). f � � � � � � > PIPE ALLOWANCES m Z 3 � ' �MAXIMUM c PIPE MATERIAL IN51DE FRAME AND VANED GRATE ouM�rere REINFORCE�OR 12„ PLAIN CONCRETE ALL METAL PIPE 15' ,� 3p. .LA �' CPSSP* � (STD.SPEC.9-0520) � 12� � S• SOLID WALL PVC (STD.SPEC.9-D5.12(1)� �� PROFILE WALL PVC 15. 6°OR 12° (STD.SPEC.9-05.12(2)) *CORRUGATED POLYETHYLENE STORM SEWER PIPE i• ONE#3 BAR HOOP FOR 6"HEIGHT TWO tl3 BAR HOOPS FOR 12'HEIGHT RECTANGULAR ADJUSTMENT SECTION Za�,C�61 rs'lcFtiO• `Sg� �s� NOTES Q� 1. As acceptable attematives to the rebar shown in the PRECAST BASE (� SECTION,fibers(placed according to the Standard Specifications),or A�`�' �' wire mesh having a minimum area of 0.12 square inches per foot shail � be used with the minimum required rebar shown in the ALTERNATIVE � PRECAST BASE SECTION. Wire mesh shall not be placed in the knockouts. #3 BAR FACH CORNER � Z 2. The knockout diameter shall not be greater than 20". Knockouts shall / � have a wall thidcness of 2"minimum to 2.5"maximum. Provide a 1.5" N minimum gap between the knockout wall and the outside of the pipe. After the pipe is installed,fill the gap with joint mortar in accordance #3 BAR FACH SIDE •:ry with Standard Specification 9-04.3. 3. The maximum depth f�om the finished grade to the lowest pipe invert shall be 5'. #3 BAR EACH WAY a 4. The frame and grate must be installed with the flange down. PRECAST BASE SECTI�N 5. The Precast Base Section may have a rounded floor,and the walis may be sloped at a rate of 1:24 or steeper. 6. The opening shall be measured at the top of the precast base section. 7. All pickup holes shall be grouted full after the basin has been placed. B. All grade rings and castings shall be set in mortar in accordance with Standard Specification 9-04.3. k3 BAR EACH CORNER 18"MIN. i #3 BAR HOOP � SEE NOTE 1 ALTERNATIVE PRECAST BASE SECTION 1'�Y i STD. PLAN - 200.00 �� + PUBLIC WORKS CATCH BASIN TYPE 1 ' �N�O$ DEPARTMENT .'v1A�CH 2��i � I 5 112' � 1'R y LEVEL � HOOD � � � � 1'MIN. 1 m 1!2'MIN. s � OPENING HEIGH7 � 4'MIN. � 0 1 TOP OF GRA7E SEE NOTE 3 � Ff2AME I I DETAIL SECTION OA � � CATCH BASIN -T � (c 0.58') 29'Mw. =3" I (=0.25') 1'MIN. 20 1/4' TYP. I I GRATE� I 1 o � z � a SEE NOTE 4 =34•(WIDE SIDE) N � mP�) CATCH BASIN TYPE 1 � SEE NO7E 2 p � z � 1 g z 40'(WIDE SiDE) I ry N �•�.� � i�:� CATCH BASIN TYPE 1L � •..� � O � ' � SEE NOTE 1 � � TOP VIEW 8ECTION { A ,l FRAME DETAII � NOTE8 � 1. The asymme6y of the Combination Inlet shall be considered when � calculating the offset distance for the catch basin. See SECTION A. 1 2. The dimensions of the Frame and Hood may vary slightly among dif- ferent manufacturers. The Frame may have cast features intended � CURB OR CURB ANO GUTTER to support a grate guard. Hood units shall mount outside of the � Frame. The methods for fastening the Safety Bar/Debris Guard Roa i MATCH TOP OF HOOD to the Hood may vary. The Hood may include casting lugs. The top TO TOP OF CURB(TYP.) of the Hood may be cast with a pattem. i HO°D�, 3. Attach the Hood to the frame with two 3/4"X 2"hex head bolts,nuts, i and oversize washers. The washers shall have diameters adequate S�AFNE�TTYIBAR�/DEBRIS GUARD to assure full bearing across the slots. � 20�•2a'VANED GRATE 4. When bolt-down grates are specified in the contract,provide two � � i FRAME holes in the frame that are vertically aligned with the grate siots. Tap each hole to accept a 5/8"x-11 NC x 2"allen head cap screw. i Location of bolt-down holes varies among different manufadurers. See BOLT-DOWN DETAIL � 5 Only ductile iron Vaned Grates shall be used. i 6. This plan is intended to show the installation details of a manufao- �� tured product. It is not the intent of this plan to show the speafic � ISOMETRIC VIEW details necessary to fabricate the castings shown on this drawing. ti`�Y o STD. PLAN - 203.00 , *� � PUBLIC WORKS OPEN CURB FACE �i DEPARTMENT FRAME AND GRATE MARCH 2O08 � �NTo ' INSTALLATION DETAIL � APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL,CONVEYANCE,AND WQ FACILIT'IES ' NO. 5-CATCH BASINS AND MANHOLES Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Structure Sediment Sediment exceeds 60%of the depth from the Sump of catch basin contains no bottom of the catch basin to the invert of the sediment. lowest pipe into or ouf of the catch basin or is within 6 inches of the invert of the lowest pipe into or out of the catch basin. Trash and debris Trash or debris of more than Yz cubic foot which No Trash or debris blocking or is located immediately in front of the catch basin potentialiy blocking entrance to opening or is blocking capaaty of the catch basin catch basin. by more than 10%. Trash or debris in the catch basin that exceeds No trash or debris in the catch basin. '/,the depth from the bottom of basin to invert the lowest pipe into or out of the basin. Dead animals or vegetation that could generate No dead animals or vegetation odors that could cause complaints or dangerous present within catch basin. gases(e.g.,methane). Deposits of garbage exceeding 1 cubic foot in No condition present which would volume. attract or support the breeding of insects or rodents. j Damage to frame Corner of frame extends more than'/.inch past Frame is even with curb. and/or top slab curb face into the street(If applicable). Top slab has holes larger than 2 square inches or Top slab is free of holes and cracks. cracks wider than Y.inch. Frame not sitting flush on top slab,i.e., Frame is sitting flush on top slab. separa6on of more than'/<inch of the frame from the top slab. Cradcs in walls or Cracks wider than Yz inch and longer than 3 feet, Catch basin is sealed and bottom any evidence of soil particles entering catch structurally sound. basin through cracks,or maintenance person judges that catch basin is unsound. Cracks wider than Yz inch and longer than 1 foot No cracks more than'/,inch wide at at the joint of any inlet/outlet pipe or any evidence the joint of inleUouUet pipe. of soil particles entering catch basin through cradcs. Sett{emenU Catch basin has settled more than 1 inch or has Basin replaced or repaired to design misalignment rotated more than 2 inches out of alignment. standards. Damaged pipe joints Cradcs wider than Yrinch at the joint of the No cracks more than Y.-inch wide at inlet/outlet pipes or any evidence of soil entering the joint of inleUoutlet pipes. the catch basin at the joint of the inlet/outlet pipes. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil,gasoline,concrete slurcies or paint. according to applicable regu(ations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. InIeVOutlet Pipe Sediment Sediment filling 20%or more of the pipe. Inlet/outlet pipes clear of sediment. accumulation Trash and debris Trash and debris accumulated in inleUoutlet No trash or debris in pipes. pipes(includes floatables and non-floatables). Damaged Cracks wider than Yrinch at the joint of the No cracks more than'/.-inch wide at inlet/outlet pipes or any evidence of soil entering the joint of the inlet/outlet pipe. at the joints of the inleUoutlet pipes. 2009 Surface Water Design Manual—Appendix A 1!9/2009 A-9 APPENDIX A MAINTENA:�ICE RFQUIREMENTS FLOW CONTROL,COIvti'EYANCE,AND WQ FACILITIES NO. 5- CATCH BASINS AND MANHOLES Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Metat Gretes Unsafe grate opening Grate with opening wider than'/B inch. Grate opening meets design (Catch Basins) standards. Trash and debris Trash and debris that is blocking more than 20% Grate free of trash and debris. of grate surface. footnote to guidelines for disposal Damaged or missing Grate missing or broken member(s)of the grate. Grate is in place and meets design Any open structure requires urgent standards. maintenance. Manhole Cover/Lid Covedlid not in piace CoverAid is missing or only partially in place. Covedlid protects opening to Any open structure requires urgent structure. maintenance. Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools. Not Working maintenance person with proper tools.Bolts cannot be seated. Self-locking coveNlid does not work. Coverllid difficult to One maintenance person cannot remove Cover/lid can be removed and Remove cover/lid after applying 80�bs.of lift. reinstalled by one maintenance person. ' 1/9/2009 2009 Surface Water Design Manual—Appendix A A-10 � APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL,CONVEYANCE,AND WQ FACILITIES I NO. 6-CONVEYANCE PIPES AND DfTCHES Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When I Component Maintenance is Performed ', Pipes Sediment 8�debris Accumulated sediment or debris that exceeds Water flows freely through pipes. accumulation 20°k of the diameter of the pipe. Vegetation/roots Vegetation/roots that reduce free movement of Water flaws freely through pipes. water through pipes. Contaminants and Any evidence of contaminants or pollution such Materiais removed and disposed of pollution as oil,gasoline,concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants ' present other than a surface oil fiim. ', Damage to protective Protective coating is damaged;rust or corrosion Pipe repaired or replaced. I coa6ng or corrosion is weakening the structural integrity of any part of ' P�Pe� I Damaged Any dent that decreases the cross section area of Pipe repaired or replaced. , pipe by more than 20%or is determined to have , weakened structural integrity of the pipe. � Ditches Trash and debris Trash and debris exceeds 1 cubic foot per 1,000 Trash and debris cleared from , square feet of ditch and slopes. ditches. j Sediment Accumulated sediment that exceeds 20%of the Ditch cleaned/flushed of all sediment ' accumulation design depth. and debris so that it matches design. Noxious weeds Any noxious or nuisance vegetation which may Noxious and nuisance vegetation constitute a hazard to County personnel or the removed according to applicable public. reguiations_ No danger of noxious vegetation where County personnel or the public might normally be. , Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil,gasoline,concrete slurries or paint. according to applicab�e regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surtace oil film. Vegeta6on Vegetation that reduces free movement of water Water flows freely through ditches. through ditches. Erosion damage to Any erosion observed on a ditch slope. Slopes are nat eroding. slopes Rock lining out of One layer or less of rock exists above native soil Replace rocks to design standards. place or missing(If area 5 square feet or more,any exposed native Applicable) soil. ' I �� 2009 Surface Water Design Manual—Appendix A 1/9/2009 A-11 �