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Home My WebLink About03092 - Technical Information Report �1AEGER ��IC INE�RINC ' � 94 i 9 S. 204 P[.ACE - KEr�T', WASHINGTON 9SO31 PHONE (253) 850-0934 F'wx (253) 850-0155 �.t�'�` �e - �� R October 18, 2002 '��.R Rev. 1/10/03 TECHNICAL INFORMATION REPORT JACQUES NE 24'h STREET PLAT 11 LOTS 2234 NE 24th STR�F"i RENTOI�, i'+ � � .�C �. I'fZt {' �K}�.I) FC)[Z: Jin� Ja��u�s 2509Aberd��ll .��;:. \l Renton, WA. 98056 (425) 255-2362 �S�,_ ��•i f; � �� . PREPARED BY: �� - � �, � James J. Jaeger, P.E. ' � �o�_`��r�.�''��-* . ;�;,�:_�L��' �l��l� . ��._ . �.---�, =� 3 09� �ti l TABLE OF CONTENTS ' I. OVERVIEW II. CORE DRAINAGE REQUIREMENTS • III. OFFSITE DRAINAGE IV. PREDEVELOPED DRAINAGE ' V. DEVELOPED DRAINAGE VI. DETENTION VAULT DESIGN VII. CONVEYANCE SYSTEM � VIII. EROSION CONTROL � � � � ' I. OVERVIEW � The approved preliminary plat consists of one existing residential lot with a total area of 1 .78 acres. The project will subdivide this lot into 1 1 single family residential lots. There are two existing houses, garages and other improvements currently on the lot. There are no wetlands, streams, ditches or other water courses on this property. The properfy is bordered on the east and the west (the "long" sidesJ by existing large sized residential lots, similar to the subject lot. The middle of the western properfy line is the low area of the lot. The existing drainage exits the lot at � this location and flows onto the neighboring lot to the west. There are no drainage improvements currently on the site. Water, sewer and � power/phone can be accessed from NE 24th St. along the south frontage of the properfy. The existing driveway is connected to NE 24th St. near the east side of the property. This will also be the location of a new cul-de-sac road that will connect to NE 24fh St. and run along the east side of the property to service all of the proposed lots. There will be a half diameter paved b�lb and the end of the cul-de-sac. The new internal street will be a public road. There will be a sidewalk on one side, the west side, of the new road. There will also be a shorf private joint driveway easement that will service new lots # 9 and #10 from the end of the cul-de-sac. The eastern half of the road will be constructed as part of the proposed development on the adjacent parcel to the east. The internal road will be 28 ft. wide and constructed to City standards with asphalt surfacing and vertical curbs, with the pavement all sloped to the west. The adjacent parcel to the east has applied for a preliminary plat approval with the City. This project is calied the "Demps Plat" and is basically a mirror image of the Jacques Plat. �� The properfy in its current condition has a few trees and is primarily covered with tall pasture grass and brambles. The trees are shown on the preliminary plat map. There also is a fair amount residential landscaping associated with the existing houses. The site slopes down from the east, norfh and south to the low area in the center of the western property line. The average slope is opprox. 3% . There is a steeper up-slope near the northeast corner. The drainage system will be designed in accordance with the 1990 King County Surface Water Design Manual. The proposed drainage will be collected by catch basins within the new road and routed to a detention vault. The vault will also serve as a water quality enhancement fac�lity by providing dead storage "wetpond " volume • � � under the detention volume os aliowed for a wet vault. The site soils are . - of the Everett as mapped by the SCS soiis survey. However, the lots are . � ` too small to q�alify for individual lot infiltration systems per the restrictions in the County Drainage Manual. The drainoge vault will be cast-in-place ��concrete and will be permitted under a separate building permit. The vault will be designed by a registered structural engineer. ' � Page 1 0} 2 King County Bullding and Land Development Dlvlslon TECHNICAL INFORMATION REPORT (TIR) WORKSHEET - . . �- � - . . . - . � ��- . . x «- . Project Owner � 111'�1 � PcCE`,2c�E.S I Project Name ��a_c�.ueS f �o� Address ZJ�' �c'6 �'� �• NEI Location ; Phone�5> Z53 � Z3(oZ R�n'�^�WA Township 23 F�l � I Projed Engineer _��1Li 1 �0.e.ct�X' Rar'9e �5 � Company 30.�P2r' �i�n.�+nP�X�Y� Section ; —�— Project Size I•�7 Q AC � Address Phone ��'�� S. ?.C� 1�--• Upstream Drainage Basin Si�e � AC � '� ��3� 253) � —0�34— • • �- ��i . . i�- • �- �SuSdivision I C) pOF/G HPA � Shoreline Management � Shori Subdivision ! C COE 404 � Roc+cery 0 Grading � DOE Dam Safety Structural Vaulis � Commercial C' FEMA Floodp�ain Oiher . � Other I n COE Wetlands � HPA i i � .. ,; � I n i - . � �I Communi,y �`,,{_ , f�"r RC�-n�-6Y1 � � y - ! Drair,age Basin Lo w� _ c��--� ��.e�- ( � wQS�n��-�c.,�,� � « �•,�. .. i ' [_'1 River _ �� Flood�lain Cj Stream "— �"Jetlands — ____ L-! Critical Stream Reach � Seeps�Springs C Depressions�Swales � High Groundwater Tabie � Lake - � G.+oundwater Recharge i � Steep Slopes --- . O�her ----- -------_ --- -- - __ _ I L-: LakesideiErosion H2za•d i N otiE � _-• � _ - _� Sc:l T, � c;c�=s E�os� ^;P,,te �1.�J E��si:�e Velx�ties , ,. .. � -�� —�1°- --SJ��- _1�PQ _ __ _ - ----� .�S-' - � —— -- ---- --------- - - - i - j - -- _ - ---- -- _------- - - __... --- --. ---_ __. ' • � ---- -- --- - -_ _-_ _- -- -- -- - -- - - - I • _ , Additiona Sheets A72;c~�� 1 "� Page 2 ot � King County Bullding and Land Development Dlvlslon - ' TECHNICAL INFORMATION REPORT (TIR) WORKSHEET - . . • a . REFERENCE LIMITATIOWSITE CANSTRAIt�7T � Ch.4-Downstream Analysis 2x�S'{�. Y�0.-�v� � t ��n O O O O � Additional Sheets Ariatched . - �� i� MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS ' DURING CONSTRUCTION FOLLOWING CONSTRUCTION � Sedimentalion Fadlities ,�Stabilize Exposed Surfaoe � Stabilized Consiruction Entrance � Remove and Restore Temporary ESC Faalities ,�Perimeter Runoff Controf �Clean and Remove All Silt and�ebris i �Clearing and Grading Restrictions Ensure Operation of Permanent Faalities � ,� Cover Practices � Flag Limits of NGPES N,pt , ,� Construction Sequenoa � Oiher � � Oiher ' � « �- �� Gr2ss Lined Cha�nel C� Tank � Infiltration Method of An2!ysis ! ; �Pipe System �V2UIl Q Depression S�(� 4—I , I � Open Channel � Enercy Diss�tor Q Flow Disaersal Compensation.R.4itig�tion � � Dry Pond l.—J 1'Jetla�d � �Naive� oi Eliminated Site Storage � Wet Pond � Stream � Regional Detention �� ' ; 6rief Description of System O�ration Co�� F�/ S-�T"2� �U��"S � C��,_p a� i � c�Q-�"�`�-�cr� �o..�,l-t'/ ��fi'�a..�lt- c�i� oE�sc�ha.��-, f z� s�-ee�"' --r— ' Facility Related Site Limitations � Additional Sheets Attalched F,e'erence Faci�i,y Lir•utation � -- I �- '+�i il� . i �. =..r.� �I .� I . �Drainage Easement �Cast in Piace Vault � Other � Aocess Easement i � Ret�ining VJa,I � h'alive Grcwth Protection Easement � L� Rockery>4'H�gh � Tract � � Struc'�ra'on Steep Slo�e � Other � � . - . -�.-.: . e, � � I or a civil engineer under my supervision have visited the site. 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'" ' �a -_ __ °i � - a�l� �� .'� ,, •��_� ' � '" E .-c d � u� �� — c .. . � ' _ � � I� '" J7 ii � ',��'!r� �_��; • :ppp �_ \l��,:i + �?�� N � �� en _ �a Q , 2�'` � �' •�' � �o � r ,i : -• �, '�� ` E.�� / � • � U� �i ;� �. �" � if i� r• \i� m ti. �. �r• ` �,h � � �� }� .n � n. ,rl'9�:: � ;� 1 Y �. - ) 4 :i ry . � .�t��J�y�t,'N� r 7� �S �`;:� . \ �i r ;. .. � • '\' • � t• ap �sf�w ��s.�� .�i ��i� e .tr.'. \ ':_� Ii . . . . . , l�l I ..� •. • 1. �'Vs..l. ,1�, � . . �� •.� • ••Q� ��'�� !. r I... .. . . .'/ � �� . �`! � •�: I. ,�-• � ' . � •�+'it.'n�r , f -..hArt }�f.l,�,. .� . • � ^ `\ r� `-. t •j'� y •� � k ) �.'�, . . . �--. Y KpC � ��:��; . ., ' �.:�'.� . I • ' ' � G'" !s", �/3 � � I •Q• _ � '� 1 .� . �* n i O � . � a 4 1'' � II ��. Y U s $, . C , ' ' i �'' •�� : ..� ' I I I � 3 \� �C ,�. ' '� {��» r o, ��m�_� .-� � W m -_- S��' F � v � '� � ' • � � I � � Ii. CORE DRAINAGE REQUIREMENTS .1. Discharge at Natural Location: The site will move the discharge point from the center of the west property iine to the southwest corner. The runoff will be piped to the frontage street, NE 24th St. This is preferable to continuing to discharge into the middle of the neighboring lot. The drainage will re-combine approx. 400 ft. to the west. 2. Off-Site Analysis: An upstream and downstream drainage analysis has been performed and is detailed in section Iil of this reporf. , 3. Runoff Control: This project is providing peak rate runoff control for the 2, 10 and 100 year storm events using a detention vault with on orifice type flow restrictor. 4. Conveyance System: The project will provide conveyance piping for the street drainage and the lot roof downspouts. The piping will be sized to handle the 100 year developed storm event. 5. Erosion and Sedimentation Control Plan: An erosion control plan wiil be prepared and will be included with the engineering plans. This erosion control system wi11 include silt fencing along the west property line, construction entrance, seeding 8� mulching and clearing limits. A sediment pond will not be proposed becavse the amount of grading on this site is very minimal. 6. Maintenance and Operation: The improvements to this site will dedicated to the City and will be maintained by the City. The private driveways and drainage piping will be maintained jointly by the applicable lots. 7. Bonds and Liability: The appropriate bonding and insurance forms will be secured prior to any cons#ruction on the site. SPECIAL DRAINAGE REQUIREMENTS There are 12 special drainage requirements that may apply to any project. In this case, none of them apply to this project. , , �;, CITY OF RENTON ..ct Hearing Examiner Jesse Tanner,Mavor Fred J.Kaufman February 5,2001 Jim Hanson I' 17446 Mallard Cove Lane Mt.Vemon, WA 98274 RE: Request for Reconsideration for Jacques NE 24`�SL Plat,LUA00-127,PP,ECF Dear Mr. Hanson: This o�ce has reviewed your request for reconsideration in this matter and the response follows. The concern raised was with the wording of Condition#3,�i�hich states: 3. The applicant shall achieve a�eement with the eastern neighbor to assure that any grade transition for the new road is safe and stable. ' The concern you raised is that the City was not included and that the applicant could be subject to a"veto" by the easterly neighbor. This office is willing to alter the language and add the City,but wanu assurance that the eastern neighbor is not left with a substantial grading effort when and if they develop their property. As it now stands,the reason the applicant was pennitted to develop a "half-street"was the forecast that the other half will be constructed, and constructed in some reasonable timeframe. It would be unfair if the applicant creates a road and grade that reduces their costs,but creates an undue burden on the neighbor when that half of the road is developed because substantial grade differences were created and substantial grading is required. In other words,the common road that will be ultimately developed must be a reasonable compromise between the current applicant and the eastern property owner. Condition�3 shall be changed to read as follows: ', 3. The applicant,the City and the eastern neighbor shall achieve agreement to III assure that any grade transition for the new road is safe and stable and that the parties compromise to equally share the burden required by the grade changes ! between the two parcels to create a road that serves the public use and interest. ', If this office can be of further assistance,please fee] free to write. I Sincerely, �-Z,-�..� 11.J�'"— ��.—� Fred J. Kaufman Hearing Examiner FJK:jt cc: Mavor Jesse Tanner Jay Covington, Chief Administrative O�cer Larry Warren,City Attorney �/�� Neil Watts, Development Services � Elizabeth Higgins,Development Services Parties of Record :.��tO - � � � , 1055 South Grady Way - Renton, Washington 98055 - (425) 430-6515 �` ,. ti� . �This paper contains 50°��recydec r.a;erial.20`�:.pos'co�sumer �e��t�enri�� i anson I� , , J�m H , Jacques 24'" SVeet Preliminary Plat File No.: LUA-00-127,PP,ECF January 16,2001 _ Page 6 ',, 7. �'he applicant shall have to create a maintenance agreement for the detention facilities. ', 8. In conclusion,the proposed preliminary plat should be approved by the City Council subject to the conditions enumerated below. ' RECOMMENDATION: . The Preliminary Plat is approved subject to the following conditions: 1. Compliance with ERC Mitigation Measures: The applicant is required to comply with Mitigation � Measures, which were required by the Environmental Review Committee Threshold Determination. 2. The applicant shall either draft and record a Homeowners' Association or a maintenance agreement for the maintenance of all common improvements, including private stormwater facilities. A draft of the document shall be submitted to the city of Renton Development Services Division for review and approval by the City Attorney prior to the recording of the final plat. 3. The applicant shall achieve an agreement with the eastern neighbor to assure that any grade transition for the new road is safe and stable. 4. The City, applicant and eastern neighbor shall work to achieve appropriate alignment and location for ' utilities so tllat they may be used by the lot east of the subject site. ORDERED THIS l 6th day of January,2001. -��, c k:.�.. FRED J. KAUF AN HEARING E INER TRANSMITTED THIS 16th day of January 2001 to the parties of record: Elizabeth Higgins Keith Demps 1055 S Grady Way 2308 NE 24`� Street Renton, WA 98055 Renton, WA 98056 Kayren Kittrick Annette Demps , 1055 S Grady Way 2308 NE 24'� Street 'I Renton,WA 98055 Renton, WA 98056 I Jim Hanson I 17446 Mallard Cove Lane Mt.Vernon, WA 98274 , c � III. OFFSITE DRAINAGE A. UPSTREAM DRAINAGE The upstrecim offsite drainage contribution to this site should be accommodated by the drainage system that will be constructed within - the new plat rood. The property to the east slopes onto the site. It is now � a', a large residential lot and does not generate a significant runoff volume. � ` This volume can be handled by the new road and by calculating a bypass flow through the vault. The properfy to the north also slopes onto - the site, but this is only the rear yards of a smaller lot residential subdivision. These flows are negligible, but can be picked up by a yard drain in the • new lots connected to the drainage stub that will be provided to each new lot. There is no contribution from the south side, which is the frontage of NE 24th St. The runoff from this street currently sheet flows to the west down the shoulders. B. DOWNSTREAM DRAINAGE The drainage from the site will be dischorged from the detention vault in the center of the west properfy line and then piped to o new catch basin at the north shovlder of NE 24th St., at the west bo�ndary of the plat. This new catch basin will also collect the r�noff from the new gutter that will be constructed along the norfh side of NE 24rh St. as the frontage improvements for this plat. There currently is no existing drainage system within this porfion of NE 241h St. As such, a new pipe will be installed within the norfh shoulder of NE 24Th St., running to the west. This pipe will be a 12" CPEP pipe with a slope in excess of 5%. It will run for approx. 250 ft. and will be 10 ft. deep at the edge of the plat. It will get shallower as it travels west. This pipe will discharge into an existing (recently installed) catch basin within this norfh shoulder of NE 24th St. This catch basin currently collects drainage from the norfh, along the east side of the elementary school. The runoff from the existing, undeveloped site would enter this catch basin from the north. The out�et from this catch basin is to the west within a pipe that runs approx. 100 ft. into another catch basin, a type 2, within the norfh shoulder. This catch basin appears to be in the low area of this section of NE 24fh St. It collects the runoff from the pipes and a porfion of the surface runoff from the school site. This catch basin has a 12" outlet pipe to the south. This pipe connects to a type 2 man hole in the center of NE 24th St. The outlet pipe from this man hole is an 18" pipe at 3� tok the west. 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' ' i ;�h� j-� � , �',', �__ • _ �\ ' �: - �- �' '11 �_` - � � Z ` ' � ` l � N ��A, �li 1 `�-� � \i �1`11��1,\ � ,`� .. � . / [' 2 \\- G �� .,I � � . , „ -'� 1 , •,� \'•, ; ` �` . `�' , , , y , ��1� „ , L � � '- '� � „ r � �„ �� ' ��. i . � ,� � , � � � . : . -� , �, , , ,�;. , ;, .; . .; ' � tN-` �� C " w91�1m� �� 1 � (�, \ � \� ` _ � �� '� ��ym � -i/ 1 +� ` i��li J �\. % �� W c � �J / �\�-� j�, ��1; lY � � � )i \�`\'. � I r i l�,i � /� � 1M� 'i�� 1!_. ,�ry -� 1� I� 1 E � ' � t \ 1 � � � - � t ii ',. � .� h,1 . / ,.' , ,� �� r �;` ' l , ,n ( h ,`� ��\_� ; '`' - � ;� ie �i 'i-_i I i � ,, � ( 1 -- / � y� .. �----�� `., � I � �� \ � ' ' -' I l � /. �y � . _ _. _._ _, ' � .._. . . r �m-e�� :ie M•� i !� ! �`(fll; I,�t�i- 'd�. . i n T IV. PREDEVELOPED DRAINAGE ' The drainage from the existing site currently sheet flows towards the low � � area in the center of the western property line. This area will in tum I overflow onto the large residential lot to the south. This area is �' characterized by few trees, with a fairly dense unders#ory of tall grasses, native shrubs and brambles. There are no drainage improvements on the site. The sheet flow eventually ends up along the east side of Aberdeen Ave. NE, which is downhill, ta the west. The drainage flows across several properties, including an elementary school. The existing frontage along , NE 24th St. in not yet improved. It has a gravel shoulder. The total site areo of 1.78 acres was used as the tributary drainoge basin. The existing drainage analysis was performed using the "Waterworks" hydrology software and its summary tabies and charts are attached for reference. The methods outlined in the King County Surface Water Drainage Manual were used as guidelines. Following this page are the data sheets used for the computer input data. The computer summary sheets for peak flow and time of concentration calculations are also attached. Below is a brief description of the existing drainoge characteristics: Time of concentration: 35.45 minutes 2 year peak flow: 0.03 CFS 10 year peak flow: 0.07 CFS 100 year peak flow: 0.19 CFS total area: 1.78 acres pervious area: 1.61 acres curve number: 65 impervious area: 0.17 acres curve number: 87.6 (includes gravel driveway) � � Jaeger Engineering JACQUES PLAT DRAINAGE CALCULATIONS PREDEVELOPED HYDROGR.APH SUMMARIES BASIN SUMMARY BASIN ID: A10 NAME: PREDEVELOPED, 10 YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1 . 78 Acres BASEFLOWS : 0 . 00 cfs R.AINFALL TYPE. . . . : TYPElA PERVIOUS AREA PRECIPITATION. . . . : 2 . 90 inches AREA. . : 1 . 61 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 65 . 00 TIME OF' CONC. . . . . : 35 .45 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 . 20 AREA. . : 0 . 17 Acres . CN. . . . . 87 . 60 TcReach - Sheet L: 300 .00 ns : 0 .2400 p2yr: 2 . 00 s : 0 . 0333 PEAK R.ATE: 0 . 07 cfs VOL: 0 . 09 Ac-ft TIME : 540 min • BASIN ID: A100 NAME: PREDEVELOPED, 100 YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1 . 78 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERVIOUS AREA PRECIPITATION. . . . : 3 . 90 inches AREA. . : 1 . 61 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 65 . 00 TIME OF CONC. . . . . : 35 .45 min IMPERVIOUS AREA ' ABSTRACTION COEFF: 0 . 20 AREA. . : 0 . 17 Acres ' CN. . . . . 87 . 60 TcReach - Sheet L: 300 . 00 ns : 0 . 2400 p2yr: 2 . 00 s : 0 . 0333 PEAK RATE : 0 . 19 cfs VOL: 0 . 17 Ac-ft TIME : 490 min BASIN ID: A2 NAME: PREDEVELOPED, 2 YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1 . 78 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERVIOUS AREA PRECIPITATION. . . . : 2 . 00 inches AREA. . : 1 . 61 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 65 . 00 TIME OF CONC. . . . . : 35 .45 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 .20 AREA. . : 0 . 17 Acres CN. . . . . 87 . 60 TcReach - Sheet L: 300 . 00 ns : 0 .2400 p2yr: 2 . 00 s : 0 . 0333 PEAK RATE: 0 . 03 cfs VOL: 0 . 03 Ac-ft TIME : 960 min �� I� _ �.� 'O - BL' ( = -�-�'� �� - N�J S a ; �ti Q�-S �-a 'ss�0-�j �-�- -�.� c� /�l° ura� s � a..,(„ � ��!s n�."� f�'a , � � � ��'� � V'�1-� a� l.`.�.o� ''s a�fi� �o v�--�o��,� � �, �S 1�� a c� -s ��S' �r U� -a � , � �`� � � 1 , � �-; w� v+mo t�s' v�a� -att-,ra 1� s��os -a.��s � ; a�,o� _� S�o `�� out�s v� �c�� "�� L I ' O :. < �a x-�J ' °�� L� = rf� . Z� ' p °�''LS - �L D'�,7 -� Q, �p' C = "�� .�r-a�w�u �.�,c� ;c�c� n��.►�'; �.�� .- �- f �a- , �' ��, �: �L- - -� �� `� �' ' � - �S L'�'� _ � �Z -x� �Z �- i�'� �C�'C�j -�' ,Q( X ,�'I ; 1�c�r''�� ; a�,c� �, � ��b = N � ` �� bo 'o - ` � �ib� � o�L.Z _ �2 ��c ��2 ' ►,.�c o�-�c� �G'�.Yr; o S -�i �,g _ ��'z'r�2-�' ; -as�o l,1 �'�a-'as � c� � _ ��2 �►�'S '.��/�o�xp-J �Z �S G�Z.0 1 c ��1 �,'l� -+��'o(jC °12 -�-� j�� x�-�1'b ' 2Sc�Oy � � • ��a-x,0 S f�Ca�/�a2��l L �1�5�� -p ��v'J� :?�'Qw�N � �� .s�,-� SL, � _ � �S '� = ��no G;-' S t'�.Q I ; �� i � N i �� C�-'�7� _ ?�"�d S'�n�"J�} (� , � �-� -�► �o - `,°►� � S�-� �-�a' � _�'� S� ��'o = �� -�. �-�� •�c�� u, �.� _ �.�� ,�l 1� Z _ a� � � �,� p' 2 : C �-�; � S��d �� n� GS�, � � C'� �.��'� �l'��i-`o -aaS) S a�n U►vJ S-� � �� _ �J. � = OO � - -a�o S • �� c�'� Z. - Zi � - � � � � ,� � I �. -�'-�r'�'-.a°� �,,� �- v�' --�.U`o "-�a) _ �- �# �� .c -�u►o� � W, �o -�� ` ' �� .5� c,v��, '. 'a-�c�.sYJc� �"�caa�'ava ss��,0 C�QI�- . -�a`� � �- o�� : C�� '�u`'�,�t� � �'�'✓ \�'` � (�1��-.L��7 rIQ'J � Q � �'� G C�.�� -�-,��,�a � �,��a.�� - , . � � � t File Basin Hydrograph Storage Discharge Level pool 3eee5eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeee; eeeeeeeeee; o ° SHEET FLOW CALCULATOR - INITIAL 300 FEET ° o 0 0 0 0 °DES°Mannings Sheet Flow. . . . . . 0 . 2400 ° o °ARE°Flow Length (ft) . . . . . . . . : 300 . 00 °HOICES ° °RAI°2 yr 24 hr rainfall (in) : 2 . 00 ° o °TIM°Land Slope (ft/ft) . . . . . . . 0 . 0333 ° o °TIM° COMPUTED TRAVEL TIME (min) : 35 .45 ° o oRAIo -TYPICAL MANNINGS VALUES FOR INITIAL 300 FT °A ° o�S o 0 0 °BAS°Smooth Surfaces . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . 011 ° ° °STO°Fallow Fields of Loose Soil Surface. . . . . . . . . . . . . . . 0 . 05 °y ° ° °Cultivated Soil with residue cover (s<=0 . 2 ft/ft) : 0 . 06 ° ° .� °PER°Cultivated Soil with residue cover (s>0 . 2 ft/ft) . : 0 . 17 ° ° °AR�°Short prairie grass and lawns . . . . . . . . . . . . . . . . . . . . . 0 . 15 ° ° °CN °Dense grasses . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . 24 ° ° 0 oBermuda grass . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 .41 ° • ° 0 oRange (natural) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . 13 � o °PEA°Woods or forest with light underbrush. . . . . . . . . . . . : 0 .40 ° ° °PEA°Woods or forest with dense underbrush. . . . . . . . . . . . : 0 . 80 ° ° °TOTo 0 0 °OF10Key: QUIT F5Key: CLEAR °ete ° ° Pgaeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeefit ° aeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeee � ��- �t=�1 t'_l,-c�rE V �`,�r1 ;-� D� �t��=t�.-�'��t�?� J N V. DEVELOPED DRAINAGE The developed project will include the new concrete detenfiion vault ond wet vault located in the on the south end of future lot #8, near the west/center of the site. It will be located within drainage easements for the respective lots. The site drainage will be routed into the va�lt using catch basins and pipes located within the new road. Each new lot will be furnished with a piped drainage stub that will be connected to the street drainage system or piped directly into the vault with a pipe in the rear yards of the lots. The areas used to calculate the flows were the same as ', those areas used in the predeveloped drainage calculations. It should be � ' noted that the frontage improvements were included in the detention ccalculations because there is no physical way that the frontage drainage can be routed into the vault. The detention vault was sized to meet the performance criteria established by the City of Renton standards. This criteria is that the vault ' can only release at a rate not to exceed the 2 year predeveloped peak flow while retaining the 2 year developed peak flow. This is the same for ' the 10 year and 100 year peak flows. A 30% additional volume factor of safety is added to the detention pond design volume that was cc,lculated for the 2 year,l0 year and 100 year storms, as specified in the King County Manual. The site does not have the area available for a biofiltration � swale. Thus, a wet vault will be used to meet the water quality standards. The wet vault will utilize the detention vault and will provide the required dead storage below the detention live storage. The volume for the dead storage will equal the volume of the water quality design storm, the 6 mos. storm. Per the King County Manual, the 6 mos. storm is calculated using 1/3 of the 2 year storm isopluvial. Similar to the existing condition, the SBUH hydrograph method was used to determine the peak flows for the various storm events. A level pool analysis was performed to evaluate the pond performance during the various required scenarios. The computer data sheets for the developed flows follow this page as well as the works sheets and the time of concentration calculations. A brief summary of the developed drainage characteristics are: l L � time of concentration: 7.02 minutes 2 year peak flow: 0.38CFS 10 year peak flow: 0.60 CFS ]00 year peak fiow: 0.91 CFS totat area: 1.78 acres pervious area: 0.84 acres curve number: 68 impervious area: 0.94 acres curve number: 98 ' Jaeger Engineering JACQUES PLAT DRAINAGE CALCULATIONS DEVELOPED HYDROGR.APH SUNII�IARIES ' BASIN SUMMARY , BASIN ID: B10 NAME: DEVELOPED, 10 YEAR II SBUH METHODOLOGY � TOTAL AREA. . . . . . . : 1 . 78 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERVIOUS AREA PRECIPITATION. . . . : 2 . 90 inches AREA. . : 0 . 84 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 68 . 00 TIME OF CONC . . . . . : 7 . 02 min IMPERVIOUS AREA ABSTR.ACTION COEFF: 0 .20 AREA. . : 0 . 94 Acres CN. . . . . 98 . 00 TcReach - Sheet L: 90 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 0670 FEA�: i�'i'E : G . 60 c�s 'vC:� : 0 . �5 Ac-ft TI'✓.E : 480 min EySI�v �� : �1�� r�:� . �..��LC=��, �C:J �:'�rR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1 . 78 Acres BASEFLOWS : 0 . 00 cr, RAINFALL TYPE . . . . : TYPElA PERVIOUS AREA PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 84 Acr�� TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 68 . 00 TIME OF CONC. . . . . : 7 . 02 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 . 20 AREA. . : 0 . 94 Acres CN. . . . : 98 . 00 TcReach - Sheet L: 90 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 0670 PEAK RATE : 0 . 91 cfs VOL : 0 . 37 P.c-ft TIME : 480 min BAS IN ID : B2 NFI�^E : DEVELOPED, 2 YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1 . 78 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERVIOUS AREA PRECIPITATION. . . . : 2 . 00 inches AREA. . : 0 . 84 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 68 . 00 TIME OF CONC. . . . . : 7 . 02 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 . 20 AREA. . : 0 . 94 Acres CN. . . . . 98 . 00 TcReach - Sheet L: 90 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 0670 PEAK RATE: 0 . 38 cfs VOL : 0 . 15 Ac-ft TIME : 480 min I� S�� t �• p ; oo� � �J S� o�' C = Z� q ;� g��o = � -�, s c�c�-�-� �;-�-=.�� a��c�'►�1��Q � � Ul L�-� ev�G �J �U� �.2 = ��d 9 .�,,, c,2 _ Z� ,� .;:, , S-1�,1 I 11C1�4 ps 7 � ; ('-�S �� -�"�w.�r� �as� s a��u�W Z � 'L = �.�. � �b %L� � - �o� - Z � � = "��o�S �-a-�.� � �c�r-o� ;�c�'o �C� 1 �c�—j �o -av,►� ' �'aa� v��► .�a(� S S CWJ'0 r� � �o�--� ��S ob : �� -,� -�� t-,�-�,��.� C� �,� J 1 i I`��..� � �. �\.!�,j �Q �"v�1� � � t/ � -f�c� '� _ -I^b ' p - ��' . S c�o �n�� ('� �C,b = � � ��t -bb O ; <� � �� ; s nc�i r�.xa�� s�c��.�w+ 1 0�� - a.b'��J/S.L,v n (� �� g ;�S' � a��.� � I-�"��a ' °.� �`�; �''a�l C�# �'-'�° 8L� � �,°�s.�I L I ' Q7 = sTa� I I . . '`r�S V�� T W a��J�Z� �"�O � �� w n�1 �1�� Z , C;-�� '��vvti-c�� f"a'��( a�c� �c3.� s�o aw�-�oS � S� B�L� � - ��O ��'-s I�Q-L : �� - r �� .�o� s��rro ��_ File Basin Hydrograph Storage Discharge Level pool 3eee5eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeee; eeeeeeeeee ; o ° SHEET FLOW CALCULATOR - INITIAL 300 FEET ° o 0 0 0 0 °DES°Mannings Sheet Flow. . . . . : 0 . 1500 ° o °ARE°Flow Length (ft) . . . . . . . . : 90 . 00 °HOICES ° °RAI°2 yr 24 �hr rainfall (in} : 2 . 00 ° ° °TIM°Land Slope (ft/ft) . . . . . . : 0 . 0670 ° ° °TIM° COMPUTED TRAVEL TIME (min) : 7 . 02 ° ° °RAIo TYPICAL MANNINGS VALUES FOR INITIAL 300 FT °A ° o�so 0 0 °BAS°Smooth Surfaces . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . 011 ° ° °STO°Fallow Fields of Loose Soil Surface . . . . . . . . . . . . . . . 0 . 05 °y o ° °Cultivated Soil with residue cover (s<=0 . 2 ft/ft) : 0 . 06 ° ° °PER°Cultivated Soil with residue cover (s>0 . 2 ft/ft) . : 0 . 17 ° ° °ARE°Short prairie grass and lawns . . . . . . . . . . . . . . . . . . . . . 0 . 15 ° ° °CN °Dense grasses . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . 24 ° ° ° °Bermuda grass . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . 41 ° ' � 0 oRange (natural) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . 13 � o °PEA°Woods or forest with light underbrush. . . . . . . . . . . . : 0 .40 ° ° °PEA°Woods or forest with dense underbrush. . . . . . . . . . . . : 0 . 80 ° ° °TOT° o 0 °OF10Key: QUIT F5Key: CLEAR °ete ° ° Pgaeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeefit ° aeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeee � �' � � �� . ,.;r� ,� -t' _ v- ,�N C�{.,;�P.�`1� t�l r � \'�':_ ' "� � �T Er�c�1 o N �1'�u LT pE5"�� File Basin Hydrograph Storage Discharge Level pool J2eeeeeeeeeeeeeeeeeeeeee ; 0 0 _ °Rectangular vault ° °Trapezoidal basin ° °Underground pipe ° °Sto list ° 3eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeee; ° ° RECTANGULAR VAULT o 0 ° STOR.AGE STRUCTURE ID: 1 0 0 ° °eeeee f °Name . : DETENTION VAULT ° °Length (ft) . . . . . . . . . 50 . 00 ° °Width (ft) . . . . . . . . . . 26 . 00 ° 2 l �� p� v py,r °Starting Elevation. : 296 . 50 �—' � 1 °Max Elev of Vault . . : 303 . 50 ° v�,J(1- ��-�� °Stage-Sto Increment : 0 . 10 ° °Structure Vol (cf) . : 9100 . 00 ° , v ' � ° Ac-f t . . 0 .21 � �(,U �1"�1 Ov,.— �� °PGUP PGDN F3 : Get F6 : Delete F10 : Exit ° �� i`�M� t�� aeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeef Available Memory remaining: 204040 bytes Current Data Set Name : \jacques .bsn File Basin Hydrograph Storage Discharge Level pool 3eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeee ; ° MULTIPLE ORIFICE ° ° DISCHARGE STRUCTURE ID: 1 ° 0 0 °Name : FLOW RESTRICTOR � °Peak Dsgn Release Rate: 0 . 07 cfs Orif /flow/elev ° °Orifice Coefficient. . . : 0 . 62 Dia (in} /cfs/ ft ° °Lowest Orifice Dia (in) . . : 0 . 82 0 . 82 0 . 04 cfs ° °hl : Outlet to 2nd Orifice: 4 . 00 300 . 50 ft ° °Second Orifice Dia (in) . . : 1 . 00 0 . 81 0 . 03 cfs ° °h2 : 2nd to 3rd Orifice . . . : 1 . 60 302 . 10 ft ° °Third Orifice Dia (in) . . : 2 .50 2 . 50 0 . 11 cfs ° °h3 : 3rd to 4th Orifice. . . : 0 . 00 ° °Fourth Orifice Dia (in) . . : 0 . 00 ° °h4 : 4th to 5th Orifice. . . : 0. 00 ° °Top Orifice Dia (in) . . : 0 . 00 ° o �l� o °Elevation of Lowest Orifice. . . . . 294 . 50 n° °Outlet Elevation. . . . . . . . . . . . . . . . 296 .50 R��` ��R° °Max Elev Above Outlet . . . . . . . . . . . 302 . 50 ° °Stage-Disch Increment . . . . . . . . . . . 0 . 10 ° 0 0 Av°PGUP PGDN F3 : Get F6 : Delete F10 : Exit ° Cuaeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeee2ef . ,� � Jaeger Engineering JACQUES 24TH ST PLAT DRAINAGE CALCULATIONS LEVEL POOL ANALYSIS LEVEL POOL TABLE SUMMARY MATCH INFLOW ST DI <-PEAK-> STORAGE <---- ----DESCRIPTION---------> (Cfs) (Cfs) id id <-STAGE> id VOL (cf) 2 YEAR . . . . . . . . . . . . . . . . . . . . . . . 0 . 03 0 .38 1 1 300 . 05 11 4609 . 99 10 YEAR . . . . . . . . . . . . . . . . . . . . . . 0 . 07 0 . 60 1 1 301 . 92 12 7044 . 10 100 year . . . . . . . . . . . . . . . . . . . . . 0 . 19 0 . 91 1 1 302 .47 13 7754 . 80 ROUTING COMPARISON TABLE MATCH INFLOW STO DIS PEAK PEAK OUT DESCRIPTION PEAK PEAK No. No. STG OUT HYD -------------- � YEAR 0 . 03 0 . 38 1 1 300 . 05 0 . 03 11 10 YEAR 0 . 07 0 . 60 1 1 301 . 92 0 . 07 12 100 year 0 . 19 0 . 91 1 1 302 .47 0 . 18 13 �=\r�� t�f�-� � � VSI'nG �p�X �(.o � �/Q.l�� 14 �� Lv � l r1o��' 3o/a S(Z,n� ' ' ' Jaeger Engineering JACQUES PLAT DRAINAGE CALCULATIONS �� WATER QUALITY HYDROGRAPH SUMMARY -• --------------------------------------------------------------------- --------------------------------------------------------------------- Z,O- : Q.b7 BASIN SUMMARY 3 3 BASIN ID: C2 NAME: WATER QUALITY STORM, 6 MOS . SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1 . 78 Acres BASEFLOWS : 0 . 00 cfs R.AINFALL TYPE. . . . : YPElA PERVIOUS AREA PRECIPITATION. . . . : 0 . 67 inches AREA. . : 0 . 84 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 68 . 00 TIME OF CONC. . . . . : 7 . 02 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 .20 AREA. . : 0 . 94 Acres CN. . . . : 98 . 00 TcReach - Sheet L: 90 . 00 ns : 0 2yr: 2 . 00 s : 0 . 0670 PEAK RATE: 0 . 10 cfs VOL: 0 . 04 Ac-ft TIME: 480 min ' W�V P�-�� 1 C.��{.-.GU:��D�.15 ,� ' c-:� ,�r✓� ; � � `i��1�� l,l�o�� C.�.0 o-� t� `:I D r---3 �, 0 3� �- �� . � � � �2� ' � �!; J 1'r� �..?:�%�a-l� �� /0� l�YY\.Q. = r-�, � � � `�,� D 1 v m e p��c�c.eaQ , 3 Z�}-�� 2C�� x 3` �� ' ��d�2 � Q 'r` (U SE 24� �F �1e �E� "�" ' rl °'� �e �'l f _ 3. (`(� ��n ��1 v,M su r� ce.�r'-� r�� ►�� _ � �/o �t- "�'�-�bU�-Y� �m�.e.rv� o�s a..Y'� C ��'" �`v�C �C' . (`�o�""°.�� . � lm�e.+-v. o.�c�- '' D , 9 4 1�� ' �- � � '-;-(o S� fj� p�x-� r.�o�u �r� _ �(�� D�� = �-p�} ,�� F' G� c�.r� Prn v i cQ.e� = 2 4-�� _ �?1� .SF �`� O . . , � '� VII. CONVEYANCE SYSTEM � The piping was sized to accommodate the 100 year developed flows as identified in this section of the report. The modified rational method was used as shown in the King County Drainage Manual. The pipes for this plat ore a minimum 12" diameter and all will be corrugated polyethylene, double-walled pipe such as ADS-N 12 or equal. The 100 year storm flow for the entire site was calculated. It was checked that each main pipe -segment could handle the entire site's 100 year peak flow. Vlil. EROSION CONTROL SYSTEM I The erosion control system was designed to eliminate any onsite runoff from entering the adjacent properties or right-of-way. In order to accomplish this, an interceptor swale will be constructed south of the proposed new road. This swale will discharge into a sediment pond ' located near the norfhwest comer of the properfy. The permanent detention vault will eventually be constructed just south of the location of the sediment pond. The sediment pond will use infiltration to dispose of water until the discharge pipe from the vault to the system in NE 24th St. is constructed. Additionally, silt fencing will installed along the west properfy line which is . the low properfy line. There are no improvements along this line, which is common with a large residential lot. The proposed grading for this plat is well-defined and limited to the road and utility areas. The area disturbed will be minimized. The existing vegetation will be left on the ground as much as possible during the site work. Disturbed areas will be covered with seed and mulch after disturbance. The nature of the existing soils, being an Everett series sand, minimizes the potential for runoff from the properfy. The erosion control plans also show the clearing limits and the locations for rock pad construction access points. L ♦ �- � APPENDIX � CIie�RTS, TABLES, GRAPHS FROH KIPIG COLJNTY SWH HANUAL . KING COUNTY, WASHINGTON, SURFACE WATER DESTGN MANUAL . .� . • FIGURE 3S.2A HYDROLOGIC SOIL GROUP OF TNE SOILS IN�NC COUNTY . HY�RaLOGIC HY�ROLOGIC• SO1L GROUP GAOUP• SOII GROUP GROUP' � Atderwood C Orcas Peat D Arents. Alderwood t,�aterial C Oridta D Arents, Everett Material 8 Ovail C Beausfte C Plchuck C Bellingham 0 Puget D Briscot D Puyallup B Buckley D Ragnar B Coastai Beaches Variabte Rernon D Earlmont Silt Loam D Rlverwash Variabie Edgewick C Salai C Everett Sammamish D . Ir�dianofa Seattle D � Kitsap C Shacar 0 Iaaus C Si S�t C Mbced Mwial Land Variabte Snohomish 0 Nellton A Sultan C Newberg B Tukwda D Nooksack C Urban Variable Normal Sandy Loam 0 Woodimn7le D _ HYDROLOGIC SOIL GROUP CLASSIFlCATIONS .. A. (lflw runoH potentiaf). Sods having htgh intltratton rates, even when thoroughly wetted, and consisting chief)y of deep, well-to-excesslvely dralned sands or gravels. These soiis have a high rate ot water transmission. B. (Moderately low rurw!f potenttal). Soils having moderate inntration �ates when thoroughly wetted, and consisting chleAy ci moderately fine to moderately coarse textures. These sols have a moderate rate o� water transmissioR C. Q�loderately high runo8 potentlai). Soas having slow In�i tratlon rates when thoroughly wetted, and consisUnq chieAy o( so8s wfth a layer that Impedes dowrnvard movemertt of water, or soiis with moderately flne lo Me textures These soHs have a sJow rate o(water transmission. D. (High runoH potentlaf). So9s having very slow Inmtratlon rates when thoroughfy weried and conslsting chlefly of day so0s with a hlgh swelilnfl poterrttal. sofls whh a permanerrt high water table. soAs with a hardpan or day layer at or near the surFace, and shallow sols over nearly impervious material. These soDs have a very slow rate of wate�transmtssion. • From SCS. TR-55. Second Edklon, Jttne 1986, Exhibft A-1. Revislons made (rom SCS, SoH Irtterprelation Record, Form �YS. September 1988. 3.5.2-2 1/5 • 1� � KiNG COUNTY, WASI� INGTON, SURFACE WATER DESIGN MANUAL TABLE 3.52B SCS WESTERN�i'ASHINGTON RUNOF'F CURVE NUMBERS SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS (Published by SCS in 1982) RunoH curve numbers for selected agricultural, suburban and urban land use lor Type tA raintali distribution, 24-hour storm duration. ' CURVE NUMBERS BY HYD OGIC SOIL GROUP LAND USE DESCRIPTION A B C D Culthrated land(1): winter condltlon 86 91 9d 95 Mountain open areas: low growing brush and grasslands 74 82 89 92 Meadow or pasture: 55 78 85 89 b�p�(• r Wood or torest land: undisturbed 42 64 76 81 Wood or iorest tand: young second g�owth or brush 55 72 81 86 OrChard: with tover crop 81 88 92 94 Open spaces, lawns, parks, golt courses, cemeteries. landscaping. ��X� . good condition: grass cover on 75% or more o(the area 8p 86 gp Q,e,�(, fair condRion: grass cover on 50% ' to 75% of the area 77 85 90 92 � Gravel raads and parking lots � ,,` 6 85 89 91 t7irt roaus and parking lots �'�`� 72 82 87 89 Impervious surfaces, pavement, roois, etc. 9 98 98 98 �"' ��c�-V Open water bodies� �akes, wetlands, ponds, etc. 00 100 t00 100 Singie Fam�1y Aesidential (2) Dwelling Unit/Gross Ac►e 96 Impervious (3) 1.0 DU/GA i5 Separate curve number 1.5 DU/GA 20 shall be selected 2.0 DU/GA 25 tor pervious and 2.5 DU/GA 30 impervious portion 3.0 DU/GA 34 of the site or basin 3.5 DU/GA 38 4.0 DU/GA q2 4.5 DU/GA 46 5.0 DU/GA 4g 5.5 DU/GA 50 6.0 DU/GA 52 6.5 DU/GA 54 7.0 DU/GA 56 Planned unit developments. % impervious condominiums, apartments, must be computed commercial business and industrial areas. (1) For a more detailed descriptfon of agricultural land use cun+e numbers refer to Nationai Engineering Handbook, Sectlon 4, Hydrdogy, Chapter 9, August 1972. (2) Assumes roo( and driveway runoH Is dlrected into sireet/storm system. (3) The remaining pervious areas Qawn) are considered lo be in good condition for these curve numbers. 3.5.?-3 1/90 • • � • � • fM�I � '� � �� . { � - ,,,r�� M�� `'-�° � � �� , t��.�' �� - , �� .. : ��, � � �� _ � ..,�� "�1 , � � ,�� e�� r, - � � . , , «. . , �._ \� .. ��o,�`=�� " �� • �� ,�� '� � r�� w� �" ' i►1�� a � - = � ., 4�► ._.�, y� • • '�.��r' a;��. ;�� ,,. R,,e-',3•- �•a.�..�� I� . :��---�.�,}� ��'�=i � �� / �� .,,� ��.�� ;�� , �.�r ,f'�,.�� .' f _�� i� •� ' �t� � ;�l,,..��,.��l��-��- ��'( 1� � . � �' - � � � �� a�, , �� ,_ . � � �l4 : �. ►��r _ ... 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