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GRADING AND STORM DRAINAGE PLAN (CONTINUED)
<br /> - AND STORM DETENTION POND SECTIONS
<br /> � GEOTECHNICAL NOTES•
<br /> 1r_�O� F� 1. PRIOR TO CONSTRUCTION ALL VEGETATION, ORGANIC SURFACE SOILS, AND 10. IN NONSTRUCTURAL AREAS, THE DEGREE OF COMPACTION CAN BE REDUCED TO 90
<br /> SEAWAY CENTER DELETERIOUS MATERIAI_S SHALL BE STRIPPED AND REMOVED FROM THE SITE. PERCENT.
<br /> BASE ON CONDITIONS OBSERVED IN THE TEST PITS, THE DEPTH OF THE STRIPPING
<br /> 0 20 40 80 CAN BE EXPECTED TO BE BETWEEN 6 AND 18 INCHES. THESE STRIPPINGS WILL 11. ALL STRUCTURAL FILL IN CITY OF EVERETT RIGHTS OF WAY MUST CONFORM TO
<br /> A PORTION OF THE NW1/4, NE1/4, SE1/4, AND SW1/4, OF THE SE1/4 OF SEC. S, TWP. ZS N.� RGE 4 EAST� W. M. NOT BE SUITABLE FOR USE AS STRUCTURAL FILL, BUT MAY BE USED FOR LIMITED CITY MATERIALS AND COMPACTION SPECIFICATIONS.
<br /> � � � DEPTHS IN NONSTRUCTURAL AREAS OR FOR LANDSCAPE PURPOSES.
<br /> I � � � CITY OF EVERETT, SNOHOMISH COUNTY, STATE OF WASHINGTON 12. ALL EXCAVATIONS AT THE SITE ASSOCIATED WITH CONFINED SPACES, SUCH AS
<br /> 2. PRIOR TO PLACING FILL, ALL EXPOSED BEARING SURFACES SHAI_L BE OBSERVED UTILITY TRENCHES, MUST BE COMPLETED IN ACCORDANCE WITH LOCAL, STATE, AND
<br /> ' � ~ RECORD DRA W/NG BY THE GEOTECHNICAL ENGINEER TO VERIFY SOIL CONDITIONS ARE AS EXPECTED FEDERAL REQUIREMENTS. BASED ON CURRENT WASHINGTON INDUSTRIAL SAFElY
<br /> � , 1 i Z Z AND SUITABLE FOR SUPPORT OF NEW FILL. AND HEALTH ACT (WISHA) REGULATIONS, LOOSE TO MEDIUM DENSE WEATHERED
<br /> ; ; ; ; CATCH BASIN SOILS AND MEDIUM DENSE TO DENSE OUTWASH SOILS WOULD BE CLASSIFIED AS
<br /> C°� 5TD GRATE � z 3. A PROOFROLL USING HEAVY RUBBER-TIRED EQUIPMENT MAY BE REQUIRED TO TYPE C SOILS. THE DENSE TO VERY DENSE UNWEATHERED TILL SOILS WOULD BE
<br /> 1 PEDESTRIAN PEDESTRIAN f F TABLE
<br /> ACCESS GATE ACCESS GATE GRAV L PEDESTRIAN �5> > DETERMINE IF ANY ISOLATED SOFf AND YIELDING AREAS ARE PRESENT. CLASSIFIED AS TYPE A SOILS.
<br /> I ¢ � ACCESS TO POND CB 35 TYPE 2 48"-DIA.
<br /> 30 LF 12" CPE� MONITORING CB #36 # ' � NOTE: 4. IF EXCESSIVELY YIELDING AREAS ARE OBSERVED, AND THEY CANNOT BE STABILIZED 13. TEMPORARY EXCAVATIONS IN TYPE C SOILS SHALL HAVE THEIR SLOPES LAID BACK
<br /> 30.46 , w/SOLID LOCKING LID IN PLACE BY COMPACTION, THE AFFECTED SOILS SHALL BE EXCAVATED AND
<br /> � ;_-_D_O @_6A36 0.;�0 ,,,�.� C� � i REMOVE ALL UNSUITABLE » AT AN INCLINATION OF 1.5:1 (HORIZONTZL:VERTICAL) OR FLATTER, FROM THE TOE
<br /> --------- ---- _ •. <, �.�; 1 = . CRUSHED ROCK �p
<br /> __ ___ RIM 435 90 MATERIAL FROM SOIL PRIOR REMOVED TO FIRM BEARING AND GRADE RESTORED WITH NEW STRUCTURAL FILL. TO THE CREST OF THE SLOPE. SIDE SLOPES IN TYPE A SOILS CAN BE
<br /> __ _ - -- -W - . , STA: +95.1 1 = I
<br /> - - - __ ______---� � OFF: .00'T__�_� _, _ • -----� ► IE=423.21 (21" N) TO ROAD CONSTRUCTION. � MPX BENEATH EMBANKMENT FILLS OR ROADWAY SUBGRADE IF DEPTHS OF EXCAVATION
<br /> � = pl�'�iBIpN TF�M X 2. BACK AT A SLOPE INCLINATION OF 0.75 OR FLATTER. FOR TEMPORARY
<br /> _ __..__._..___... ._.-.�-...-_---_-- --__-_ ' �=0.50' TQ'X3�fRENCH WITH IE=423.21 (24" S)
<br /> �=0.50'w=--:=.....�.. ____.........._ ___.___._...__..._-..�....._�.._. ..�._. -..�-.--- / M�` BRI CAN BE USED IN CONJUNCTION
<br /> � A EXCAVATION SLOPES LESS THAN 8 FEET IN HEIGHT IN TYPE A SOILS THE LOWER
<br /> CB�28 � 4 O �_,�,.�feFE_�,i;,¢, `���,�!_.! ��.� I � IE=423.21 24" NE 2:� � �\�\ SUCH AS MIRAFI 500X, OR EQUNALENT FA� C, , 3.5 FEET CAN BE CUT TO A VERTICAL CONDITION, WITH A 0.75:1 SLOPE GRADED
<br /> ;28 10 DIFFUSER TEE � �
<br /> ,.f, ;� f,. : .,.,; , .., t , *** •t* ' •**� SEE DETAIL SHEET C14 \j//�j/\�j%/\��\, �\ ,�\\/,�/,�/.,�/ ^ ,,�//� WITH CLEAN GRANULAR STRUCTURAL FILL. ABOVE. FOR TEMPORARY EXCAVATION SLOPES GREATER THAN 8 FEET IN HEIGHT
<br /> � S�" d � ' , `�.,+"�,� ;; .-`. ti , -���•: . ,-�} CB #36 TYPE 1, POND MONITORING CB ` � �����.��,�\�: \��\�� UP TO A MAXIMUM HEIGHT OF 12 FEET, THE SLOPE ABOVE THE 3.5-FOOT
<br /> �= `� � rv'°� � 5. THE NATNE TILL AND SILTIER OUTWASH SOILS ENCOUNTERED AT THE SITE CONTAIN
<br /> . _ _ _. _ � �_....
<br /> ------ - ?.--� :_.-_._._ -- -- -- . TW=42 . __ __ MONITOR WELL W SOLID LOCKING LID VERTICAL PORTION WILL NEED TO BE LAID BACK AT A MINIMUM SLOPE INCLINATION
<br /> ------ -- 427 � � �'���� D'�f3R�" RR1�F� --�------.-.. '•�-� - - - �, A SUFFICIENT AMOUNT OF SOIL FINES THAT WILL MAKE THEM DIFFICULT TO
<br /> y �w� ` L,=422.33 , � EGW169 PAINTED NEON PINK GEOTEXTILE FABRIC PLACED ON 6 THICK LAYER OF OF 1:1. NO VERTICAL CUT WITH A BACKSLOPE IMMEDIATELY ABOVE IS ALLOWED
<br /> , r- �- -- __ __ _
<br /> 4 1•� �' ���� � , �� 'R V -�---'"��""""-�- -.,,. � =3.67' COMPACTED SOIL COMPA AS STRU TURAL FILL WHEN T00 WET OR T00 DRY. THE ABILITY TO
<br /> /; f�i--�-�- i, ,-,. - __ ____ rr - W/(3) B O L[A R D S R I M = 4 1 8.2 6 n n CT C FOR EXCAVATION DEPTHS THAT EXCEED 12 FEET. IN THIS CASE � A FOUR -FOOT
<br /> ` ' / ,.,�-=--_30_,-LF .PERF�'�`�_ ;. = 6.00 I ,f IE=414.35 (6" W) 2 -4 QUARRY SPALLS USE THESE NATNE SOILS FROM SITE EXCAVATIONS AS STRUCTURAL FILL WILL VERTICAL CUT WITH AN EQUIVALENT HORIZONTAL BENCH TO THE CUT SLOPE TOE
<br /> _ � ' °,x�30. f ,�,1E�4��5� �.- --_ _-__
<br /> DEPEND ON ITS MOISTURE CONTENT AND THE PREVAILING WEATHER CONDITIONS AT IS REQUIRED. ALL EXPOSED TEMPORARY SLOPE FACES THAT WILL REMAIN OPEN
<br /> ti �, ,,, ` , ; I; ; x 4 6 ` �,. ` ' W=4 7A i� IE=413.35 (6" E) THE TIME OF CONSTRUCTION. IF WET SOILS ARE ENCOUNTERED, THE CONTRACTOR
<br /> �: �� I; i ---- �. ,3 � , � ' FOR AN EXTENDED PERIOD OF TIME SHALL BE COVERED WITH A DURABLE
<br /> �3�-$9� ! �I; ,, � _ "�i�����s.o . fl=9.00 ,,.. ,, �., WILL NEED TO DRY THE SOILS BY AERATION DURING DRY WEATHER CONDITIONS OR REINFORCED PLASTIC MEMBRANE DURING CONSTRUCTION TO PREVENT SLOPE
<br /> B qf30.68 � � ���' �'" , ^' - .9 ' 'R� '�� � DISPERSION TRENCH, POND-GRAVEL ACCESS ROAD USE AN ADDITIVE SUCH AS CEMENT OR LIME TO STABILIZE THE SOIL. RAVELING AND RUnING DURING PERIODS OF PRECIPITATION.
<br /> 6 � � � ' �` x 4t6. 9 ' �" �� .: � " '`� 4, *. _ � C� h�01v1?'OR RIM = 413.21
<br /> �; , �� ,, �,r �. � ..' ; � � Y ,. �~`�- � NO NUM SIDE SLOPE DETAIL ABOVE MAX WS
<br /> ' ` `'�'" Y� ( 6. THE CLEANER OUTWASH SOILS ON-SITE SHALL BE SUITABLE FOR USE AS
<br /> 3 �I I - 3. �'� � t, f Po, x 415.58 x 415.70 . 4 .46 a
<br /> � 4 � ' ' � -��� ; �' �.�,� ;; , ,^ ,,�, � ` 28 �F 6 CPEP �. 14. ALL PERMANENT CUT AND FILL SLOPES SHALL BE GRADED WITH A FINISH
<br /> � s +':�:=,~ .;s.�;.�" ,�.4:,�:',��E 42 97 � WATER QUALITY, VAULT, STRUCTURAL FILL YEAR ROUND.
<br /> .00 2,.- �i i ;i i i txy•- � �~ • SD 0.50� MONITOR 1� MODULAR WETLAND NOT TO sca,�E INCLINATION OF NO GREATER THAT 2:1. UPON COMPLETION OF GRADING, THE
<br /> �, �3 ;i i i !� i x 4,������x. MIN. TOP POND EL-4��0 E � �
<br /> (� � � �5b�;: ,�a,s.o, . (NO NUMB MWS-L-8x24-V SLOPE FACE SHALL BE APPROPRIATELY VEGETATED OR PROVIDED WITH OTHER
<br /> �- � �' � x .. °' •�7,2 MAX. W.S. EL�425.0 + , � � 7. GRANULAR SOIL IMPORTED FOR USE AS STRUCTURAL FILL SHALL MEET THE PHYSICAL MEANS TO GUARD AGAINST EROSION. FINAI_ GRADES AT THE TOP OF
<br /> 'a' `� ��..:• , .,. x 4� �S 6"- S. LINE NE1 (SEE SHEET C9 FOR DETAIL) REQUIREMENTS BELOW:
<br /> � '� I I �I ��4�...,•i, x �s. a�e.z fis.2s � cJ� THE SLOPE MUST PROMOTE SURFACE DRAINAGE AWAY FROM THE SLOPE CREST.
<br /> t ' .' ��� �TA��I's' EL'�17'2�{ SD � 0.50� t RIM = 435.10
<br /> ¢ � . � � a �0 ��:�';�;4;� p� �y� p����M N. �INE SE/ WATER MUST NOT BE ALLOWED TO FLOW UNCONTROLLED OVER THE SLOPE FACE.
<br /> JZ.7Q � ' �::�35 � �) '+� W�VM � rVl\V-`fl�� 446.Om IE=422.60 (24�� SW)
<br /> CB 1C�8 TYPE 1 U.S. SIEVE SIZE PERCENT PASSING
<br /> � ���cQ N`� �����j��' �� �E�1(nQ�1J-��'Q sa(�` TW=426.00 � INLET PIPE TO IE=421.27 (24" NE) 6 INCHES 100
<br /> � ��?* � �I 4k `�',' ' "Zs.98 - � PROTRUDE INTO 2�� CRUSHED ROCK X N0. 4 75 MAXIMUM 15. ALL FILL PLACED FOR EMBANKMENT CONSTRUCTION SHALL MEET THE STRUCTURAL
<br /> � �w, # a � i ; ,,,�,�•.:,; D �TE �i85 850 CF
<br /> FILL REQUIREMENTS LISTED UNDER NOTE #7. IN ADDITION, WHERE NEW FILLS
<br /> 33 2�' � ' c �� 1 � I � �� ��,��;�� � ' . 4,s.�8 1586 p=9.00' STRUCTURE 6" MP N0. 200 5 MAXIMUM*
<br /> �" " r � ' ' I °" '+'`'� �-F"•'.�:"• �:'''�-•yh�'p•r"••�•';;� �i ti 4•,'; � 98 � 2;1 ARE PLACED OVER EXISTING SLOPES OF 20 PERCENT OR GREATER, THE
<br /> \� � �� � j E� � 1� �*4}1g�F':`,,!�;��5'•' .' ��,4C4� t,P� �,'��' �if�{X'��y,��f y1z
<br /> - x i 76 ' ; I I '� �.�-`" �`�' ��� �, ; �• 41591 .� MPX STRUCTURAL FILL SHALL BE KEYED AND BENCHED INTO COMPETENT NATIVE SOILS.
<br /> � .:;: a..��„•.� �. . 5Y*t:;. 428.06 �
<br /> ,� 136�.. .�,.,� . 2rc�.F)k.'•.-,`� . ... %
<br /> ;I, � ' ' �I I 4� w::'•�.,.;;; fi.' , y�,'�, ,,,,,.,,,,' BASED ON THE / -INCH FRACTION EE GENERALIZED SLOPE FILL DETAIL SHEET C
<br /> � � � \ Y + Y � •}��'.'^' S� \
<br /> W� ;I � � ' " ,' � ' '' ,,� TW=4 6.00 �, ���� * 3 4 S 9
<br /> il" � � f�.i�,sa c r c� -
<br /> 'i � Z i li �i i !i '�,.;..,,��''� ' ��,,;'�.��,��:`�;'��>>." s � � = 6 NATIVE SOIL��_` „�, ,� ° ( )
<br /> �- 1 i� ?,•..:�.,.�, •.e�.,;,,r. ;.,;�,•,,;.;:''a,s.� : � ' ETAINING WALL �f
<br /> � =1 II I .. ,�-• . :r.�<'�"�..�,;..:. ..,},'!,�'a`5•.:�•�`'aJ-.r,.�...,... �=9.00 „ ��`,- �• >•�- .- -=� 8. PRIOR TO USE, THE GEOTECHNICAL ENGINEER SHALL EXAMINE AND TEST ALL
<br /> !I ; � , � � tI ;.•.�h. .�,y���• ,.�..y+., t;4.a..,,�.,:;r;,ti;;,�,.,;;r:,... ,, , � 16. AT A MINIMUM, A TOE DRAIN, DAYLIGHTED AT EACH END, SHALL BE INSTALLED IN
<br /> � ; � � � � I ;), .t }, �„y T ,, t �F x,. 9.5, 6 CRUSHED ROCK MATERIALS IMPORTED TO THE SITE FOR USE AS STRUCTURAL FILL. THE KEY CUT AS SHOWN ON THE DEfAIL ON SHEET C9. DEPENDING ON SEEPAGE
<br /> !'�i }8}9`S , a��.,.., ���.� ..'�� 7 .23
<br /> =� 4`��, x � � � j � '� ` 417. 5��;�:.�.�,����� � o.�, TW=426. � 110» CRUSHED ROCK
<br /> . �,� TW=432. 7 _� �. .;� PLACE ROCK 1 ABOVE CROWN 6�� THICK LAYER OF CONDITIONS, DRAINS MAY ALSO BE REQUIRED ALONG INDIVIDUAL BENCHES
<br /> i `� I F"' � � d �;���^�,���' -�.=�_ _ --. ,� _ , • -�. .- UNDER ACCESS ROAD » » 9. STRUCTURAL FILL SHALL BE PLACED IN UNIFORM LOOSE LAYERS NOT EXCEEDING EXCAVATED ON THE SLOPE FACE. THE GEOTECHNICAL ENGINEER SHALL BE
<br /> , � . � A=7.50 '�_; �r 2 -4 QUARRY SPALLS 12 INCHES AND COMPACTED TO A MINIMUM OF 95 PERCENT OF THE SOIL S
<br /> j � ' � � jl �� � , � ��'�.�•x �- �" n �W13.17 � ;,,, �1 � PRESENT AT THE SITE DURING BENCHING OPERATIONS TO DETERMINE IF
<br /> � .,. � , � I� i � �,,,� x $ � _ ,�� TOP LAYER OF GEOTEXTILE FABRIC MAXIMUM DRY DENSITY, AS DETERMINED BY AMERICAN SOCIETY FOR TESTING AND ADDITIONAL DRAINS WILL BE REQUIRED.
<br /> � � i; � �} , �, �, � = �/, 62 , ,s� IE=�y- � � ��.. ' _ SEE LINER DETAIL SHEET C15 FOR MATERIALS (ASTM) TEST DESIGNATION D-698 (STANDARD PROCTOR). THE
<br /> � , r�� I n�F� ` .r � 2 MIN.
<br /> ! d 4 �_6d �; i � ""�.' 416.17 IIII� CONDITION BELOW TOP FABRIC LAYER MOISTURE CONTENT OF THE SOIL AT THE TIME OF COMPACTION SHALL BE WITHIN 17. THE GEOTECHNICAL ENGINEER SHALL BE PRESENT AT THE SITE DURING
<br /> �s�'" : R���ao � _' � >° � U;
<br /> i i I � �` I �;t�; ; / o � � �% 3<.5� =435.25 � CONSTRUCTION OF THE STORMWATER POND TO ENSURE THE FACILITY IS
<br /> � I � ��� {�.,{£ �� �� � TWO PERCENT OF ITS OPTIMUM, AS DETERMINED BY THIS ASTM STANDARD.
<br /> �" DISCHARGE
<br /> 435.50 ='; I � y I�.: � ' �-���:- 4.4, =4 3.62 � �= 1'MIN. CONSTRUCTED IN STRICT ACCORDANCE WITH THE APPROVED DESIGN.
<br /> ,
<br /> ' �'` � . � PIPE
<br /> . I � I = I ry :,;; �� .,- �� 0=11.63
<br /> .�... �.;
<br /> : x ,;�- -. ; -- 4 5.66 . � �_ - POND-GRAVEL ACCESS ROAD
<br /> � �GB� : ,,��,� t�� T �2 __..___. � EDGE OF NGPE --
<br /> �,,��� -� '" � TW=43 00 PROTECTION � � o
<br /> � ' �� �� --� 42�., w=4 , . 6 ,�� , SIDE SLOPE DETAIL BELOW MAX WS
<br /> .
<br /> � �� .�� ��,a�ti,r-- " e-s.44
<br /> , � ` '' Y;�� •=�z59 ��- , � �'4� ROCK THICKNESS=1' MIN. (AS SHOWN ON PLAN)
<br /> NOT TO SCALE
<br /> ��`' 6 a '
<br /> � � c�p � 1�.� l < �` ` l�`L,,✓x.._ a3o:zi
<br /> � � I �� 'x+ ��"� ���� � ,�. s � FILTER FABRIC LINER UNDER ROCK
<br /> �w� ,� �� � � ���� ' � _ �JAILHOUSE OVERFLOW % � �
<br /> p .,.-�'� �' ._�. NOTE: RIP RAP PAD SHALL BE TWICE THE WIDTH OF THE PIPE. 4� _ _ _ ___ � _ _ ___ _ _ _ _ __ _ __ _ _ 44O
<br /> � ° �' I�''s ��`���':' . a3o.ae � - • STRUCTURE SEE DEfAIL ��
<br /> � . ,, .. . �� r� � � _ _ _ _ _ > __ _ _�_ _ _ _ ___ PROPOSED��STORM DE7ENT10N POND _ _ _ __ __ _ _ __ _ _ _. . .. .., _ _
<br /> ; . �: .,.:< , � _ _ _ , _: . . . . __.....
<br /> A� . � � �. •;.,,. _�� ; � � 5.62 SHEET C14 � ,_ ___ _._...... � _.
<br /> � � . ��_ I _.._._ _. .. _ �._.._.. _.._._,. ... . ...�._..._... _. �__ ..... _ _ MIN. �TOP� OF PON�D� EL.=426A . >.._ _ '
<br /> ;�>,, � _ ��� � � � ___..
<br /> � .-- ,..�< _. ____�___�..__.__...,_�.__...._..__.....---_..�._. __._�.______._.__._. _e� _..__�.�_..._.__... .____._______._��_._.._ . _.._....__..._. .�.�_.�__ ,...____� ___....��� __.._..._.._..._._._�._.�.__.�._ .___._�..___._.__..�_._.__._.�. _____ _....._.._ �_.__..�._______,.__�.
<br /> �� ��� 'I I .•-��.,� � „ LINER PENETRATION � , � , " = _ _ � _ _ -- -------�----- __
<br /> RIP RAP PAD DETAIL _.. ,�.�.. � �_. .�__.. __.�_� _ _ MAx. :w:s. ��._ 4��.0 �� �_ ._.�.__. _�_..__._.. _..�_.�__�_ __._._��._. _ .._� ____�._�.__.__ ___�_._..
<br /> � ���� �� � ' �� 436. • � ___ _�._.. �_...��__�_.__._. � ._ . ��_ __ ____ - � _ � . - --
<br /> I �?,��,�t� �.�_�-r`" I MANHOLE BOOT DEfAIL - _ �__... �. ___� _.._.__ __._ _�
<br /> ��..._..: _.. __..... _
<br /> � .�_ �_--- --
<br /> �`�. r . � � 185 _...__ _� _.._ -_... STATiC W��.S. EL=4 t 7.25
<br /> -'� � y�``��� ��a�� , =435 00 SEE DETAIL SHEET C15 / „_,_. . _. ......_ _.. _ ......_ _ . . _ _ .
<br /> �
<br /> i �
<br /> .� I t" ...:- - NOT TO SCALE _.. _
<br /> � , , 4 � AC S ,�'l A 1.41'�� ��� LF 24"
<br /> � . , __ BOTTOM OF PONQ..E�.-416.5
<br /> "����� -'�l �� FENCE ��., CPEP SD � �A�221X : �'�� �r�..- �
<br /> - � x �•, x a35.}E-' ' . �. � r, .
<br /> .:.
<br /> : � � �. . - _'- - - - - - - , . ,
<br /> EX15TtNG GR��DE AT _ _ _.
<br /> - - - - _.
<br /> ,�___... .._ ,.�__�_.._
<br /> 4\ 37 00: ;>- d„ 1 -00 � MONITOR W�:�L �165 _- .. � f� .
<br /> f �
<br /> , , 'f,, x ass.e , ` ' . ; �,,. . � - � �ECTION L1NE i
<br /> ,�', `::� i � 3 LF 24° CPEP � �� ,� � �: - - _
<br /> ,. � 4/ �
<br /> � :,:. � i R�V:�ItC.? YYt_L. �?/�? f ��{ � - %
<br /> ,� _. �
<br /> i / `. '
<br /> �.�'t � ,�D� SD � 4.6 � ` � � �� :� �' � _ - �- � - ---- -- ;
<br /> ,
<br /> � � � �
<br /> . N�1 / �^-�. � � / -
<br /> 436J ,�. , i : i .,' �, -- _ _ _ - -
<br /> .1
<br /> ,� � �... , ..
<br /> .
<br /> . �
<br /> -t�, i
<br /> � �
<br /> -, i VIiA, +��, VAU LT, � ' ' � � - . , _..� _�.. _T �_._ �
<br /> � i _� �_
<br /> ,: ! \ / �.
<br /> ; . ., �
<br /> ' 436.10 � ,�: i M0 , f�. I p�VD I � � _� \ ` � � '- �INER AI��HORING-�0� i
<br /> . .�-.:.. ._ __ __�- _ _ _.. _.. �_..
<br /> M ' ����� ; E ._��� � : _ ___ __ BURIED LINER ANCHORING _ _.�.� __�- �- _ _.--- �..� _ � RETAINhNG V1lALL P-ER - -�-- _. -- _ __
<br /> ,
<br /> . � 3 t i ... �� _.�
<br /> / ,_ �_��_�
<br /> �_ ,,. REfAINING WAI1 � _ �..
<br /> � � , __. ... .__ _.__._.___._ . _. __PER ANCFfOR __ __ ._... � �_ T__._._A._�:�:��� _�m_� � BATFEN STRtP D�TAIL __, __ . __��___�____
<br /> , (SEE SHEET C9 FOR DETAIL) �
<br /> � � TRENCH -DOUBLE LINER
<br /> __ .. .� _� __._- ._-_ _ \ -�
<br /> �,. �, 36
<br /> RIM = 435.10 / MONITOR WELL #16? F I_ __�....rt_ m_. �.m. �� -.-�-._�` SNEET :C�.S � �\ _ TW EL:=426:0 . ��--_._ ^ _.
<br /> _� � a"' ` LF 24" CPE IE = 422.60 (24" SW) •' . .
<br /> • ��,J MAX W.S. EL:=425.0 � -- ,, �
<br /> �-�.�, SD � . .75� � IE = 421.27 (24" NE) �"� I �- �\\ - � � � , 5
<br /> = 4,2
<br /> _ :- � - - -
<br /> . ; �.. i � \ ,
<br /> :;
<br /> �J .. TW_435. � ` EDGE OF NGPE ,. �p� '` -�- ��� - \� � � -- --- -
<br /> �
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<br /> No. Dote By Ckd. Appr. Revision Designed �!L �P pH�L Ipp ��? �.Ils 18215 72ND AVENUE SOUTH FOr' Tl���e� GRADING AND �
<br /> s 3�0�/�8 MDY cP cP RECORD ORAW/NG � a� wasy 'o � � KENT WA 98032 BERTCH CAPITAL PARTNERS 17798 �
<br /> , si,4i,8 �oY �P �P REVISED RECORD DRAW/NG PER WATFR MA/N REYISIONS Drawn �K Horizontal o� , .y��.�, � �� , STORM DRAINAGE PLAN (CONTINUED) °
<br /> �„=40, N ' �Z m� Z (425)251 -6222
<br /> C/O GREG BERTCH � �
<br /> Checked �P � (425)251 -8782 FAX %
<br /> V e r t i c a l �o � 38375 0 �,� y 'Y = 0 U U 0 0 AND STORM DETENTION POND SECTIONS Sheet o
<br /> Approved � '`�Fs F��S T ER�' ��`�' �'G �� �y CIVIL ENGINEERING, LAND PLANNING, 82 1164TH AVEN E N.E.� S �E Z FOR �
<br /> 2 s�°"A` ��G `T�N� ENG�N�� SURVEYING, ENVIRONMENTAL SERVICES REDMOND SEAWAY CENTER 3301 SEAWAY BLVD. C6 of 15 �
<br /> N/A
<br /> Date �19/16 8 �4 2��8 , WA 98052 ( �
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