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7110 210TH ST SW.PDFiiiiiiIIII iiiiii 2670 7110 210TH ST SW 7zN� eve (AJeS� -r"a rlr- ;5 4A e-C N 7> APPROVED Fl DEPARc rMENT t41�-r1)14 puff pifrps ul L2 OWNER APPROVED DATE BLDG OFFICIAL PERMIT NUMBER �� - CEIVE 4 OCT 16 2012 DEVELOFIIrEry I SERVICES CTiR. CITY OF EDMOMDS STREET FILE G PVC SCHEDULE 40 CONDUITS SUPPORTED ON STAINLESS STEEL SUPPORT ATTACHED TO BUILDING STRUCTURE. A?p8u'VEU AS NOTED BY ENGINEffV13 Date:, *N0 MtW IWOOMS 3 affecr, fflwft OUTHN'. Al. iMW 11- 0 1.1 E A I C I (J/. At. TERM A TE A 1 LINE CIFl.7,P UNE - 0 SECOND FLOOR _ _ _ " -' "- - I I I Ir I MECH 9M IN CHASE (CONCRETE ENCASED). SEE E3.2 FOR CONTINUATION r. I II I I ,8 M-7.9,11 (SEE -LINE DIAGRAM) - - I - - (5) 2' CO FOR ATA/ TELE/rIRF ALtR /SPARE UP, To. SECOND FLOOR MECH_RM IN CHASE. SEE F3.2 1-0- CONTIWIJAIIINN- BUILDING I "TTB2" FIRE ALARM JUNCTION BOX --- (5) 2" CO FOR DATA/ TFLE/PRE ALARM/SPARES SECONDARY FEEDERS (SEE I -LINE DIAGRAM) XFMP PAD WITH VAULT " I D. M* PER SCPUD STANDARDS IZA r MAIN SW13 277/48OV-�3041W SCPUD SERVICE XFMR (BY SCPUD) !9 PRIMARY SERVICE FROM 212114 ST. S.E. LIGHT AND REW-TACLC FOP -34. 'ATE M-7.9,11 (SEE I LINE _2RI STATION IN AI-IEFN' A15! DIAGRAM) A W WIP TO V. EMERGEtiCY GENERATOR BUILDING 2 (BY CUE.) it 4' X 4' X SO HANDHOLE WITH . _ ..)TIED IDES. OPEN BOTTOM AND TRAFFIC COVER. PROVIDE 10' LOOP OF ALL. CABLES IN MANHOLE. (nP. FOR 2) DUCT BANK. SEEF1 7 < 2L1 _j -25 ALTERNATE #A.3 LOCATION 00 � 2' CO CAP4 STUB T 25 FOR FUTURE i ALTERNATE #A3 J - ,mooLOCATION - SEE i ARTIAL PLAN 2* C TO i 701 7— I - - - -1 -1 - SHEE E 7.1 i 1PANE "2PI" .25 W I IA I t IT .. F17 'R) (120 -P j 12 [J A'TERNATE D2 12" CO TO 12CJ PANEL "21_1" 10 BLI F.A. BOX T. 2 (480V POWER) R '��(TYP FOR 6) 2" -0 :TO 12 "TTB2 2P2-It 3 APPROVED BOY PLANNING i 2P2-13 I I I lk-il PACKS 2" �O TO I \,-_ , L_ I \ _OOIflIDINATE We -UP 1 A'T T, SU P P LOC PONS IN I FIELD , RV #10 I.V. WATERFLOW SWICH OF 13 kly L - Wp" S" CON EMERG SWITCH TO MAIN SHUNT TRIP CKT POWER FOR CATE. PRC",A[)E 13KR IN PNL 'S' Zone C, Gy 9- Corner XFla&_ CONDUIT STUB --OUT-. - ----- FIRE SYSTEM VAULT FU _L DISPENSER EMERGENCY SHUT-OFF SUMP PUMP SWITCH. SWITCH SHALL BE PUSHBUTTON, NPROOF Setbacks Required Actual EXPLOSIO TYPE AND SHALL DISCONNEC it / - 4-1)" k','+0 I 1/3HP, 120V, 10 FUEL DISPENSER AND PUMP CONDUCTORS, T Front G VV ;2, W* INCLUDING GROUND'CONDU!ZIQM --MOUNT -ANU_SR0i.-5FF SNATCH ON 7 PANEL.--s WC� ACKBOARD MOUNTED ON CONCRETE NOV ENCASED POSTS. r Rear DEVII:L;JFriLi�.,TSER �Ilces Other C11Y OF EDIMADS Height STREET FILE 2 Union Depot Histonc District 1701 Commerce Tacoma, Washington 98402-3207 206 383-8700(Tacom3) 206 753-0087 (Olympia) 206 383-8728 (Fax) Members of The American Ins lilule 01 Architects Ali material appearing herein constitutes the original and onpublisned work of the atchtect and may not be du phGated �.sed, or disclosed without the written consent of the architect COIK41TOUR DRAWINI A L 1" 30 10/ - /93 CASED 1 MONUMENT I I I I I M co ,O(0 �00 N:Li r6 nC p `t CiiZ "'3z 0 _I 341 TOP: 411.50 LE.: 39 i 68 DESCRIPTION LOTS 6,7,8,9, AND 10, BLOCK 6, SEATTLE HEIGHTS DIVISION NO. 4, VOLUME 9, OF PLATS, PAGE 11. RECORDS OF SNOHOMISH COUNTY, WASHINGTON. SCALE IN FEET 20 0 20 40 LEGEND CB ❑ CATCH BASIN CBMH Q CATCH BASIN MANHOLE so STORM DRAIN SSMH (6) SANITARY SEWER MANHOLE ss SEWER LINE WM ® WATER METER WV M WATER VALVE FH -b- FIRE HYDRANT w-- WATER LINE GV GAS VALVE c-- GAS LINE PP e POWER POLE GA GUY ANCHOR LP LIGHT POLE EJB w ELECTRICAL JUNCTION BOX - --- --- - OVERHEAD UTILITIY LINES NOTES W, CASED MONUMENT I PP ~ I I I ce TOP: 389.01 z I.E., N: 385.11 0 I I.E., W: 384.81 } n ;I't IAt 1 1 WV _ nnrr�� ;.r' 1d i1 1(3� FtR' w �'30" I'INr. 'il!©+OtJ ' FOUND 1 »" ww ` 1� �_•_ V, .J �x 7 FIR. 10" f'1R 11" IR I Q P IRON i . - =. ^ ' x - _ i x V s - 12" FIR CB . * 10" FIR PVC 1` �� IVEL x MAD � t I T w_ " MAD ,, 1� 5. - - - - -- $� 6" M I.E., 5: 389.913 Fmt (# I f11 - ` - -• `V - If, 11" MAD. I.E.. W: 390.13 f� - X 399.J0, 6 MAD. , VEL SSMH o w I FOUND 11 j" I?FnAR _ T -- T _, 4 M w W/ CAP MEY1tING 2621" �'�, LCOWGY t3t.(1C.K WAl 1. - i ` t 5 I TOP: 388.92 lr �:"� 8` Flft r TH 5 LE., N: 390.Q3 , �� ' 1 � MB (2)` 399.62 1 _ - i•' �"`--S 12" PVC' \i 1 LE.: 376.87 CCOLOGY 131OCK l 399.00 I6" E STORAGE BINS TOP: H395.64 t i4 E ! a 7 , a t NEWSPAPER ("� O x x SHE L 11" ALDER 1 L I.E.: 389.74 I 39 •7 X x n_ x 408.$O 8" ALD€H 39 )i(�C1 �.Q 8' PVC12" DECID. t o WA 409.20 7- R �y 409.4 17 ��_ s SD-- � -s , LP 399.80 oll 1� V CB GRAVEL \ TOP: 400.2 - -------so - `-`-s� �� I z nrt v 399.00 SUM � 10" FIR I.E.: 398.21g 8 PVC 399.00LAWN 0 , PV GRAVEL I i x iW � x p-------- T � CARPORT ar v ! \ S 3980�� STEP (CONC.) STEPS 1 8 H 4 17" IR w to .� 2 STORY %WOOD FRAME HOUSE i o WV I� ' LP - 10 i3 w ' t 39 .62 ECOLOGY, BLOCK MAIN ENANCE 1 \ I'm I t ( 1 \ \` STORAGE, BINS 12[ Ft m4ww �r HALT DRIVE , 1 ST S t x o r _ BU DING \ 1 'ti, (CONC.) • 12a R I \ \ 3�01 ECOLOGY. BLOCK- ECOLOGY BLOCK z MAINTE ANCE 1 _ 7 , BUIL NG 8� FI ( i X X 4 I f1. i + I .G5 i ECOLOGY BLOCK y.STORAG BIN STORAGE BIN FUEL TANK o CONC.� \ ti MB 8) U ECOLOGY'BLO - STORAGE BINS v I i STORAGE BIN F 1 v 12" CfDA GBAk 398.50 STA PIPE i I PP t ci TOP: 407.67't x N o S I.E.: 405.97 1\ • B SPIG47,;.� ?� - 1 w W I - -- - �� ¢ SSMH _ FUEL PUMP _ n- TOP: 407.78r� �t�-7x - \- � PP -1.E.: 393r80 ---_ --=--x t - --.X J' - �� POWER POLE WM (2) CGNC..� p' _ x-- -x_ x i , .�': t t51 �y1�`' C j , W/, STREET 4'1GHT I WM (2) 398 40d.00 7 IN iD ifE 4 I P X �✓ �� f ; i \ ° r in N c te r^ s C:;1 � N C', ? l t 399.50 { \ X a a v o O c� X 410.40 4 I0.10 t 1 �'\ �' t �'� -_� 1 ',� 13 M NKEY�rPOD > ) v y� _J x 399 00 2 - N _ C7 :} i I X 400.40 ` 14" PINE . -1 CV �owww m _ _ _ �- ryp ` z398.90 400.40 rcli F ! .41V -SIDE SEWE MARKER f l EC QROAG 8LOCK N , It C7 i GE 'STORAGE g FIPo 1 i - I i i 30'30 �_ � ;� � 1 � ' o � ST Y _3 , � � T �I � � s 1M o ®V ELw , i wM N 8 50 99 60 39 . 40 .00 19"-FIR 30' v 411.15 z 410.75� ` ' �� iI�' CLU�T R 399-90 1 W TWIN 18" LLOW 1 -�� 398.80 ��\y I �� I� R pCO o to t I PP�v 00 30" FI r ` ' �.� o X 399.50� 39.5\� vv I� V °' Q ® !► 1��" FIR 1 "FIR 19' FIR' 3�39.44� �` ! '� 398.90 ; .} . s r3MAD 399.00 399.70 6VND 399.003oFIR 399.5B TH 1 4" INE0�-2344 'g N 4DO IR _ ASH '� �`.�1i '' o� \ iQ.4D 32"• FIR t �z FIR 410.0V� !•< X r 411.25 ; I ...�... ,.��) �` IN `1�2" WILLO A DE CLUB CONCRETE i � 13 FIR T�' � 8"+HEt.LOCK �� [� /�-\ r � �t� � � z I t 3" FIR ND ( + x \ 6 OW V D� t t" FIR 26. FIR �' ` , % 2 j' % 39935 ; ' ,�, 6 I _ 100 I FIR ASPHALT` 14" FIR! 391 � GRINDING$. 1.•' i i ! o n 9" FIR 4" 0 CEDAR :••• 399.7- ) I . 383.55 W TWIN 6" HEM. 30" FI i ;fir STOCKPILE' J _ " LE.: 93.93 BURIED 1 380.45 3"-ORN. CEDAR 1 % 18" IR \\ " (PREVIOUS LOCATED) / \ i ; v 1 18" FIR y 13" MA 40 00 9.70 399. x 397.70 W CAP �w.m.A 2,. 2v > G FIR 17FIR I`. 0. ``� . 395 v�1.0 x x 400.50 x 39 :� % ND R f i; �� d 13" FIR 4' ORN. CEDAR B ! 0" FlR i m� I� \ TWIN 16 R CONC T .FIR 9" F{R MT. ASH i "408.70 r 407.80 408.5 �/ i A 24" FIR - \. - �.l8" 'ILLdW. :GATE - 14" FIR,,17 �a 1 z SPRUCE X J J� r ) �26 FIR 14 FIR`, FIR 44} j 1.0' FI w 'v_ 24" x - I n¢ n 1 8" CEDAR Cr FIR 24"` FI x x -x .l' r U 23" FIR_ •2 j' j 8" FIR A - t O Lo3 - - =492 50 TJB ® TELEPHONE JUNCTION BOX BASIS OF BEARINGS: MONUMENT LINE 212TH ST. SW, ASSUMED T TELEPHONE LINES DATUM: CITY OF EDMONDS, MEAN LOWER LOW WATER BENCH MARK: HEAD OF SPIKE IN POWER POLE MB o MAILBOX AT SE CORNER 72ND AND 210TH - -- DITCH LINE ELEVATION: 410.51' TH 0 TEST HOLE REFERENCE: RECORD OF SURVEY, VOLUME 28, PAGE 171 S Jz- SIGN FOR BOUNDARY SURVEY CONTROL x FENCE B BOLLARD 400 FINISH CONTOUR z 399.50 SPOT ELEVATION, FINISH GRADE PROPOSED CATCH BASIN PROPOSED SAN. MANHOLE ROCKERY RETAINING WALL CI -� 24" Firi) y 2C" / FIR' 40O - / CB TOP: 390.57 I.E.: 387.37 TOP: 388.98 I.E., N: 386.78 I.E., S: 386.83 8' CON o 1100 14" FIR N 0 I' /, ' I 1.1.: .t:1l.13 1 r�• '�.` ?4" FIR N j ITOP: 383.84 I.E., E: 378,64 I.E., N: 376.24 I.E., W: 376.34 PP CB TOP: 382.96 /4" I.E., N: 377.76 I.E., E: 375.76 } I WV SSMH w - 12" POPLAR TO : 397.61 ,",SSMH 384.3, F� Ii IR \ \ `� LE., N: 393.26 \ /� r� 4 I r' 375.02 '1,J I a \ '• t I.E.. W: 393.43 ASPHALT ROCKERY_ I, GA (2)�.. PWOWER EET IGHT 4f.20 �� is I.E.. S: 393.41 \. 8" PVC - ss .g BVCTSS`-_^-T' ;i C:i \ 1 t SS-�-�`S SS' - 't ; 1 IT�- m PVC s` i t S----s�---- - i 'SSMH CB CASED �--sS 8" PVC 8" PVC s SS - _ J t TOP: 384.93 } 3e NC. 0 4 j ss- sS - - MONUMENT z TBM: SPIK IN POWER POLE ! S - - TO 395 10 o / _ - - i �C.- j N2'21'S0"W `� f LE:. E: 82.4 s-- --j-� l -� ASPHALT l LE.: � 388 40 ' LE;, E: �82.33 2.16' \ SSMH ELEVATION: , 410,51' t - +-- - BUR ED °� 72nd Avenue_ W -y' ASPHALT STOCKPILE DESIGN LE.: 389.44 c, ! ,n CONC- ?v BEING REMOVED �r M _ i 12" 6" �� CONC.1 WALK J ` TSSMH/OP 407.77 , I t / ! t. �12 HIGH "P ESSURE GAS ` ? 3 V S �.._ \ _ `, f ASPHALT ^ S 3 ® T m ,• LE.: 391.9C ----�t---F-`__` r j \ j C J' � ., S o JB ." - � W ce z ---- -_ _ _ __ Yx ` x�x ; PHONE o r --- ~` V , FIR ^�4,19 - x - ; : BOOTH CBMH WV S ; - 9" \ x x t s--f l x GATE TRANSFORMER --` GOING. WV r M t TOP: 383.03 - w ln/ 14" CEDA1� 13"'CEDAR - i6" FIR 15" FIR ' 21R'��`x s, ;b �B LE., N: 378.03 1 Fl �- -"� t '', EJB POWER POLE I C MH CB I 6".CEDA ?n % W/ STREET LIGHT _ T : 384.89 LE., S: 375.83 S �_ 23" FIR f v I. N: 380.29 TOP: 406.97 4 FIR 1" ` + J �`` 16" CEDAR 27J `Flit 15"- FIR 7" FI RI ! 1 ' t I.E. W: 377.27 ¢ _ .. r \ �. 5ONiAtAER 9" CEDAR J \' i j I (1 $lE y `o I.E., NW: 379,00 _._ _ i ._19":FIR \ a - i ` C �l `.� r i f 44'�oc K'+sh� ,j' I y 1 LE.. SW: 379.00 I LE., S: 376.71 II THIS MAP REPRESENTS A PARTIAL RESURVEY SHOWING i S REGRADING IN CERTAIN AREAS AND SUPERSEDES THE TOFJGRAPHIC MAP RELEASED MARCH 1992 TO MERRITT + PARDINI, ARCHITECTS. G3 30 z .i l_ d z N 1ZV) 1 to Y NU OmU oU) wp= Em t,". o- N = ..ee�� °UtY O JC.D �uZi -, - U :D d- 1n z a o W O H z U SCALE 1" -20' DES. SHEET NO. °R. SMW cH. RLS F.B. 714 w 1 sfEs DATE AUG. 2, 1993 F,LE 22-93-022 NO. "THESE : DRMVINGS ARE ISSUE() FOR AGEUCY PERIV11T REVIEVIPURPOSE3 4I`M AI`4111 ARE I10-T TO 9C 11�1f`n FOR 01d1 r5"1'RUCTI0t?`;'- S\2293022\022.OWG IOCT 2 7 1993 CASED MONUMENT _ _ _ - -- - - ---•-- ----- -------- - ----- ,---------.-------�--------.------.------ --- - -- -_ - =- =----- - I. . • t - , LEGEND Union De 1 ►iratoric C 1701 Corr' Tacoma, Y 98402-32, 206-383 Percival U, 218 1/2 `, Olympia, Y, 128501-10[ i 206-753-`: I i�___< . GV GAS VALVE I _ ( t The Amer GAS LINE emners ' (RS{1tU1C , . I �' PP -G POWER POLE - oo rn ,d, ,� SCALE iN, FEET � GA --) GUY ANCHOR 1 I., r7 '-t N NI r\ CO o o r n o o I �� _ x- LP LIGHT POLE - I •- I .- r- 20 0 20 4o EJB ® ELECTRICAL JUNCTION BQX • I `t 3 z �' I J , I- t" Z �' 0 OVERHEAD UTILITIY LINES S t m �p w w M 0 w w q t 1 i� % ', TOP: 388.98 ' ►- ` �- SSMH .. I/ 114 TOP: 411.50 , ,/ !/ /''`-�' "'.. �f �-' / ," CB 386.78 �- " {� I.�. N: r -� �.- ' �,. _ % TOP: 390.57 I.E. S: 386.83 " 8 CONs CB SD I. E.: 395.68 / ' J r r r , / W N, .r 20" F1R� �/ ,'/ /' ,/ �/� _ .,I ,/ 11 ? ` LE.: 387.37 8 CONC TOP: 389.01 *' 24 FIR ,% !' r' r' / z LE., N: 385.11 U "' *2'; '1� „' ICY.- _ .--�' 1 FIR ! 14" [R- % ,;! ! �" i_ \ \ CO) LE., W: 384.81 z _._.. - ` l _. -_... _ .. - - .. _. -..._ ... LLLLIIII \ '� ''' ��R ''- , • » pV C 4 f 4� ' U I /i I.E.^397.13 ,') `\ gQ4 56,ii,ii ,��' v, ;fin ". ;\ 12 w FOUND 1" -�!' � "' .- / N . ; ASPHALT " PINE _ 24 �,�W ;c ; ' __-�_ __-__r-- a �4 ._ ,�... " , 1p FjR ; ; Sp�p-S Q PIPE ��l I ,-/ IRON WV i JV2 x. .� g -F 7" -FlR_. ` _ -8.^MAD 7" FIR --' ��_.. 1 FIR ( ' _ �� r ___ __.__- ____ -- - _.._... _ ,,...� _...� �_ X ___ _ 4 _ - J 0",.-FiR �.. r GRAVE W J N __ .... _....... x I f �-�' -r' z, 10 FIR pVC �� L f `: /CN, 1. N ,r-w-_____ �,% . .: __.._._.._-._.,_.. x x x \ _ MAD.. ��Uf7395.83 i ,c �` S \ ' w . PVC ,-: 6" FIR '� 2 ' EviP i / .. W c i x x11 x- x' l._.X X I 9" \FI 12''` .MAC., r _ ._ 6r�--MAD. 6" 'iv1. �j I.E., S: 389.93 � 1 F ``GRAVEL , _- - ------ `\ " ( J o FH n�. _ . \, I.\ .- I - It '®_ t.E., W: 390.1;3 :� S �_ ✓�-.. _� \ , I O \ SSMH v o w ; FOUND - I. 2" REBAR �� ` \ WALL J - i \ �" FIR ; TH 5 I.E., N: 390.Q3 Z ,� �t\ } MB 2 \ TOP: 388.92 ! _ i6-.O-L E.: 376.87`' M �:o F�W W/ CAPMEYRING 2'�21" ECOLOGY BLOCK' $j ` { �8" P,IN --~"'- _% - - s\\ � �' LOGY BLOCK t✓f -CBMH 12" PVC ! \ \.: ' \ ~1-4 , PINE ,..-..16' f3fNE _ %i { L I 1 S' PINE t / l "<- e/ N .� ` \I. ', i ST 6A?E BINS i \ TOP: 395.64 0 1 i x �` zd pEFt _ ' \ i o SHE `"" - _ `: 11 A R '1 11 /`�` __-_--- /--_ _ " 1 S '� i D- CONC. WA K `� N ;.. LDE 1 VC i.E.: 389.74 + a J �. �J. \ �, gl p s �\ 12" DECI `t ¢ x: X 8r, ALDER \1. I LP \ v C. r J I. \ \ t -/ ! 1 � ` ZO i \ `¢` I \ ' % €f - - T FIR \ \ ` ` \ ' /' --S , X', ! \ U SUMP 10" FIR r f, I r l '' CB S O \ A. I } \\\ ,, ` GRAVEL TOP: 400.29 / s s�-�- i :/ %LAWN ~ i v"'i 1.�� / _ 1. i ; 1. `I 1\ ..\ \� `\ '' j I.E.: 398.21 8 PVC S GRAVEL 1 f CARPORT Y i x .WM \ / cn a 't ', \ i o----s STEP t / o N \`• ` (GONG.) o \ STEPS ®TH 4 17" FIR ! �' Q d. x , t% ; -J 2-STORY •. w U ` Ln �' CO WOOD FRAME HOUSE 8" FIR i 1 ' ` � I i \.. 1.``, POND LP \ �. \t I ID --_ _- OMB U i ,m o ' I { `�t > � ` WV / ECOLOGI�, BLOCK i o 12" FIR �r w I S, i1 i '- -- MAINTENANCE _J CARPORT 1„ tT. STORAGE. BINS BUILDING STEPS x m p w w � 0, AS11 PHALT DRIVE ! ` % �,z \ ;\ w (CONC.) . %2 i FIR 0 01- _ _ 1 i \ / r''' MAINTENANCE U ( N ) ; 1 8 1 FIR ,! -* i + i ' i ECOLOGY BLOCK \ \ � \ - N ECIiLOGY BLOCK I , FUEL TANK BUILDING _�3_: , \ , I 12' CEDAR l a N I ; ` ECOLOGY BLOCK fy ;'STORAGE BIN STORAGE BIN` i o CONC. f11, 1 t -i_- \ I U MB (8) If7l ; ,� ECOLOGY 'BLOCK STORAGE BINS U !' �'~- 11 1't STORAGE `BIN a \ B® �--`" 1 0 l� $ ,. NDPtf`E•--.. `� r� krgsMb�� 1. ` 1 / PP " I / ./ . \ I 11 4 z�' TOP: 4C . 67 ` \ ',. } i t f , �` �.�o i `' - ,S `'" - -----..,,� ` cry 4. Qc" x ' o I,E., 4C` ,97 \ l -$ SP'TGOT.,� " PP ? �QP� SOP �OQ i F\``� F\ �`�"i' ��40� F� :F� i. ., ? WV U-11 + W ' ! _� 11 .-__ \ B \\ �__--"_,,.i i \ �_ I G G s r e "' r ``t'`n �, � 6" '''FIR •,' \ I X /• t \i^- .,...._..___._.-.___._ ''G I- � IK �+ !\ - ��' ' i j . N4 , X SSMH � 1f ,' x ?� ' �` \-FUEL PUMP : ,� ___ ,•`, D� j �`1� 1 1 1 - .. / t 2 \ r` 5 TOP: 407.78 \ _ \1, I i x ; - / x // f _ 11 �._._,_-_ '` l \� POWER''tiPOLE, { ! \. / �ss - t GA PP I.E.. 393.80 x rx \ x `\ ` I / , ® �11 ---_ �� ! W / W-_ G \N \It STREET FIGHT z \` I,` `2) „. CON P G x X x X \\ \ I % ;� / TH 7 ! -"'�.... `'- _ „ '� _ �.� -_, ` " \ �t WM 1`Ll% `'`` ' r I I i 1 J` 24 CEDAR I4 1D'_•�tR•,` 11 /' / '1 'r \ , I yy I . ' / .� i I � l `i '\ \ \ I \ il- ' to EXP'r ` V.. 1 \ _,_..�. ___ '<14" APPLE -.� cn N N tt) 0 N I ? + i ; i`. �% j>> �i `\ter /' / ! "'"' ` �`' \ `� y <\ L ao,ri (3 - ; t '� + I i ' /` ' i / i �` \ \ i\ ' �--- - �` \ _ti, 13" ,MONKEi':'PO '� I . ro ov O U i I ? j fl ! ! ` j' 1 j`, % 1' �' ,` \ \ \ l -_ \ l i �\ I ? M # _� '� / t ' e, , •.., \ <\ \ \ r---------I-1_IX x x " \ // �' �? w %Q. - t + _ l x � ,i�-• -.-J' 1 \ '�. ' f 11 ? -r• - l //fI.' 1 r• 1 % m 0 I,1_i �.i LJJ � LAWN - t / i ."� ( i'` \' \ \ :, 1 \ \ ; U l- - - - _.. -' •-.. ....--.-.". '; " i ; ( ! DENSE 8f?USH �\\ 1 \ C• \ �\ SitDE SEWER MARKER 1 ,, ," _ _..._........ I t' f ,C' i t \ \ i, \5 /, - -•� \ i. x x r f e 1 Project Title t �.. -.. - - _- _-_._......_ P 1. ( s s ! j '11 -' ST0 K ILE \\ ! \s \ t. " s s ` / I In i , �____________..___.1 Fife i �; / ;' `I '� �✓ \\ _.� `•\ \'\ � !j` r �- STOCKPILE s `L I ®TH 3 i 1 1 i �,` /_11,, ( \, t j GRAVEL \ x I _ CONC.F] � '` + ii ,.:-?� -''- �`' �\ '" '' '_ y \ , '.r-\\;Y, '• •� `. \ �,` t'•, j IMPOUND YARD �\ i � ,, ,t\ -} I / i� ,4 I I { ' , I \ '\� \ $ I �1 , 1 ♦ T 1. i ` , ,+ Q• ` J` IJ I ,.�'-1 �, t 'i I t / /� y \`\ ``�, \\ �I ��- ` I \,. /'- '' '`\ \ ?• i :' /i X I'1 \ ` ~ ` i �'` c�i1 it i 1"� - Q N oQf BRICK HOUSE 4 i ��,.. ,� \ <\ \\ \\ �_.r/ r \ ;,r ,,� / - _ / ._� ' " , 19" FIR 30' 30' ��•��✓✓ , . \ , - f /' \ . i i ' _ , 1 _ x 1 % ✓ U \ 1.X X _._. I Z I q LL OW CL R 1 'II. ' ! 4� __._._._... _._- _g' FtR.. _ .- __ ----------,_....._---...._ -.._ i iii \ x I l , i � \ ." -`" ^. 1 ! 1\ / '\ �� ^� '\- �t ` ' r � r - - . � " _ _ .�"�` . --.- -..._. ' r! 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'---^ - � ` r i 1 - ", j'• �t� � \ 3 � � (1 \_, 1p \/ �.. �:! \ ,,i •' Eli\ \` \ ,\ \ Z �� i• �`�ICI,__ " i j, ' ( _ :Y- I i '`\ \ ,,•`wwom -N .Q. 1 4) > S ;PP 16" FiR *%,..19" '`FIR\ `\ ` ` \ , �` i r I ,I`.� , ,; 1 ( I r n rt _.._. _.% ®I I- --i , 1 , FIR. \ x r i -� 1 /' ! ' / IT � �,%_ , 1 i J 1 18" CON i 1 M t \ \ i' , , CB e 3 AD. , i E. `NOT FOUND I I I �, ' ,' •.` I. .. 41 1. 7 j 1 `, 12" FIR \ � �\ ' �`\ t �,\ r '1 '\ -._ s TOP: 383.84 s i E 8\ 4„ , 3d" FIR ! 1 ,\ { 19 TH 1 %l` \ \ _. i } ? i, \ \` '�� LE., E: 378.64 +� " V -,.� 24 PINE r J I.E.. 41 1.94 PVC t \ ` i `. \ \ , ,.; I DENSE $RU H \ _�. -- I.E., Ii 376.24 \ ` \ I I. I . - , •w g pl'C , •i p t 1'C FIR \.\ \ \ `� \\\ BRUSK \\, ,t �� \, !r I ,,i \ i \`,\ w� /' I.E., W: 376.34 Ld r I N \LL wv , ��___ X \\ \ ,�.4 8" 5PRUCE� \ , , j .., `, ` o I C \ A'SH\.CLU ER %Y (\ �• i C1 ? ^ \ \ \ ►- In r I , ; ; �t 32' F[R \ \ \` I \\ ' 1 7 \ % J f I j ` t^ (• .} `\ Q i i%'r FIR r , 'I ; . '; , 'ti ', 39r, .FIR \ } ,,\ .� ``` _ �- ''s•-; \ . �, '\ ' `, `\ >< `\ . %of I if 1. 11 u:l N {1, I ) , 1 cf \ \:.71 �� TWIN 1 2" WI LOW %C{\/.`�Jl� �� \\` \\ \ - _....._._..� ,/ i it r 1 \ �\ I z � O YJ CONCRETE B" 1iEMLOC}C j \ DEC. CLUSTER' 13' FIR 11 3 FIR "`•. "__- " POND ' „ 1 1" ` \x\ r' \ 6" WiLLOW0 r `� x _� \ \\ - ®TH 2 l/ i r ri I ` \ 4 O g l' a , ;'. \ ao I \ i i �\ - a � �. i' 12" FIR i { ! ...tit o i 1. 2 6 FIR; J \ ,� i - '•` "'' \ \ _ - - I ' \t \\- x U I Or l0 I 1 , , ,\ ., \\ \\ •\ `\ �,. "- ..\ •� 71 , 'v:' /• `'i i l \ , I. �._..__ ..,...�- r i :�. I f I \`� -•`', I an I `� 2 STORY 1,11 20" FIR' j .\ _.\� \ I' _--; ` ; , ; , i \ \ j l •4 } 1-, 1 : vNi ' WOOD FR ME HOUSE w `\ �\ t \ `,'t �' %' j -' 1 1 i FiIR r CB ~ `+ r c� j Cw - 14" FIR 1.w � \ `\ 1 , + YART) WASTE; f t \ . .�-'''f i . t'' " I _ �- w \\ i ". -, `�. I STOCKF?ILF. i t � `\ `- i J, ' I { I ! TOP:-'38 5 i' 1' PP r o' " w \ \ 30 FIR \`,'\ \ - f ` - 1 3`. 5` ; �_ i 9 FIR 4" ORN. CEDAR t v^ `TWIN 6" HEM\ * \� `\ \' ! _ a \ \ \ _ \ \ \ ,� /r, \ \ „ I' LE.: 380.45' cn o 1 3" ORN. CEDAR z Z \ \ 18 fIR \ ` I X \ __- _ l 1 \\\��'� y.�V /� � ,;�,,� `\ \` - - �: !8 REB " r "\ .\ r t OUND' S AR t I o O 18 \FIR u,, `,``. `' t �' = �; \ I !N/ ;CAP R.M'A. 7 92 C bo I : � - U r It \ , \ 13" MAD. .� ,.' s'; �`\ \ , ' M i' I I \ B I I N v 4.r CED g v i 2E" FIR 1 Tom` FIR \ ` , \ •, L. / \ `.•\ . i , " �% i 1 >. C I TOP: 382.96 I rn �': ! 13" FIR ORN. AR 0" FlR \ r"'� L' `; 3ya;-`�.��-i// \ . " / 1� i,- // 18 FIR' % I TOP: i I.E. N: 377. 6 ti m WV ,, 2 \:;' ` _ _. _- \.` -.� T�Vti�f-1fr ��DAR ,i ," / �`. i ,%. S r 7 i :i a _ '� -. LE.`393. Iix S r. E. E 375.76 I m 1 _ '(( ' \ /' \ `` ` - __.`-_ y r 1 1\ -- .ry I r I ! I -. f _ 1 r .... .- i`�.__ 7' ,FIR \ \ ,'i - (R ''� r N �____ - - --- _____.._ -- ,.;.v_ 18 DECr6: -. i / % X �' � _ -- S ; , \\ .� \ „ -_._ ___ __ __ �,. -' - -- - -_� 3 C�/V-� - ) GATE x _ .' % ' l . E:: ' 382 94 W M ,, I " ► ` \ ,• 24 'FIR,' /;, , - ,,8"° WILLOYLl1_ C - _ -10" .blR` r -�' t. i _.. I "• ' 4 FIR, L ., ` ti �x _.._ _._. --_�� .--- D EC I D. :. - - -. - - - _ W -- , - - • M)= I FIR 14 \ FIR ti - __ _ 8.r - __ _ __- -- i 11' SPRUCE1.. 26. 24 FIR ; _ �' =•= _ \ 1 \ ti - ,\ / N ? I' n h x--t�- �� -p gr �CE 0 FIR, 24" FI I. -26 12 C0 i o Q LAWN 1 .� 60�%. ' - N Date 1 I' ! U 23" FIR " ► ; r:-- _.. `� . �.3., `1` \ ^ \, , ', ; �S '' \ .e . 1- sJv8" FIR j t-�: �' I o MB 2 ' + ,. I ; { I I .' (( - G ) - . - / I 8 MA ' \ i ^E --�- =_ �'.% _ '�"`_.._ 1 � �____1 ,. s`{ `` 1 CB ____' _ - ) :, i , 1 { .. 1 i WV '\ SSMH j 1 W 2 `11 ...�w I �� P \ `, _ �,nG. -- 6"_ FIR" .- r --- '\ �\ \, - 12"`POPLAR TOP: 397.61 - \ i r t r ` ►- `'\ `` TOP: 384.37 . , r , I - - .._ � r, _-�, �_ ! __ \ ,\ '\ ` \ LE.. N: 393.26 �\ i �I ( w } I `r' �, i 375.02'. FH _.. ASPHALT \ 4 __ _ - I , - S5 G,` f \ t 1 /-` - - rn POWER POLE 11. _`� I , I `� � N 1'J ---- _ > _ \ �'` LE., S: 393.41 \'` PVC I' _. '=--=--sue pV - ss - - -- ---I r<L . . . �.__-. _1. •--•. , GA (2} N (� N -_-.. _... -__ __._. ��,. \ , I 1 I S Ss-•---r! _ � F - --- C I `- W/ STREET LIGHT I% 7 ` 1 n 1y- �-. __ r-" __... ..._-._-_ ,�' , \\ v\< �'•� I � � 'I I� �---- i� ! SSMF ( f 1 C•B r Z CASED ` r ` •" cn s SS SS 8 PVC SS sS SS /" r %% ! �„ �'�,.`� A� vv 1 8" :aVC �g i S / �� -I� I -- i 12 t, �I /: / TOP:.39510 !' i TOP: 384.93 36' CO C. Sheet Contests MONUMENT s s5 , / SPHAI' s Ss SS ss ss 8 PVC . '''v_ > I I�� c - ''� ! 1 L E.I E: 382.33 TBM: SPIKE IN POWER OLE '1 'vim_ - ; , 1 , - �' I ; ; j + 1 J i 3 j o 1 Z P % ' I ._ \ •�'. \, ` , ��' i I i ._... '' .Er, S: 382.4 l" .:� U .t,a / r, - ��, , ` ; ` ` I 1`j,`�'r2 50 �•, �, r A ,7 l.E. i 3$8.40 , = 2.16 1 . . . . . - III 1 O i A I-- G I , \' - ELEVATION: `410.51' I _ r I - �I-=- -�, �I�;:I .� s' ' -' I �--- \N MH. 1 - 11 `' 72nd Avenue -.w __ -' ' S 12" N 5 1.1.\ kr% __--f - ---- �-` -i j.1 I \ \ BURIED; a O �rL f \.. �� 1 CONC.' WALK ti i O C. 2\i - -7 ba - 1 I I! 1 i /ASPHALT.' STOCKPILE `.; \ �I I~SIGtI LE.: 389.45. r c'' M I i12" HIGH'PiIRE GAS f .nI `• 1/ \ i + 3' 1 l N 36" COS SSMH.' <I 11 f S Ii `�- �`\ I r / So GV . . . , . . . %f '/ p TOP:407.77 j ( j ' . •_ \ _ \ �•� _. rr_ - -', 4 -/'/ % j f'' f j .� `� f �`", - \ \,' \ l j ' ASPHALT ' i S WM v t ®TDB / N \�/" N I.E..�391.90 t : - �� -�`i' -ti._ __.�_ _ - �_ - //. -"' /' -� __..--.-_-•re'`Iia6'-` i i -r *ice 'iv~ �: _.� \ -`\- •\ I t1. O CB Z 1 C. N "CT S - \ `•�_yl = "� _ �` �, r '`_ '''i% ' , �i�4 , / �, .i ' .. - ' i \ j / «_-'� _ © X \ , \ 1 X i --►5 5 O B r-- - _ - PHONE - U -.,4--. `,. � S \ .-----.--__�_,,..,.--•..•- ;:L --�=�.._-� ___--4? -`~'� /,;,� l:E^,'�394j1 ?`______--- - I -_.- j` �,',, BOOTH r ; - r `*,\ " ..�T� �'-'`- _ _C -•- :�,:'' �~?� X X �X --ic r:02------~-_ P�-.-: , ti F ta CBMH WV 5 �. r -\ 9" FIR -�," �---_ - E' IX I GATE I - CONC. ; WV M \ I T f7ANSFbR�i(ER`- � � TOP: 383.03 / _ " -� „ - � 1. ; f / - _ `''`, x-�- ' 1 t _ 1 I, i ® - POWER POLE B 1 LE., N: 378.03 \ 14 CEDAR 13" CEDAR 16 FUR 15" FIR _ _----- 21" F1R ' I I `_-, c' w C MH �- WV I ` �` 16" FI -''- _ r, 6" CEDA c I I \''•- `t EJB 3 / W/ STREET LIGHT = w, i T 384.89 LE., S: 375.83 M7,71 CB `\ " - -- 1 '-_ •' w - 23 FIR I ': I i U TOP: 4 6.97 S .�' . T4"- FIR ��` \ ` 1 , . I. N: 29 scale O \. 16" CEDAR '�: ii 15=--FIR. L . \ PP�NG 7" FI 21 F1 \ \` ; �;% I 1 I 00 I. W: 33 O .27 1 \ a n F \. L - - _, 27." EfR `. \, '\ SMN�A�NER 9,r CEDAR i \� , 1 t . 1 I I ,Q LE., NW: 379.00 i� \ _ __ ...a.9 „ FlR _ � CO , ; '\ % { ; t .E.. SW: 6.71 nI . L I .. --]-? - I . ' 0 10, o �,.. Sneat• No, ' - BAR 2 0 i9g2 :..::: I REID MIDDLETON .. . .% .. - ....... . _ D:\2292008\2292o08.0WG . ,. . - „ . . - - -.� _--_-.- ----'--- --- . fl .. ..- -----. . . . . - _. - _ - .. -_ . .._..- ----. ._. - i _ .. I P b V . m. NA M(z I /) a-12�� ! i Z �� I . 1 . . I DESCRIPTION LOTS 6,7,8,9, AND 10, BLOCK 6, •SEATTLE HEIGHTS DIVISION NO. 4, VOLUME 9, OF PLATS, PAGE 1 1; RECORDS OF SNOHOMISH COUNTY, WASHINGTON. . i 0 CB O CATCH BASIN CBMH () CATCH BASIN MANHOLE so . STORM DRAIN SSMH (6) SANITARY SEWER MANHOLE ss SEWER LINE WM � WATER METER WV M WATER VALVE FH -6'- FIRE HYDRANT WATER LINE TJB r. TELEPHONE JUNCTION BOX Dula yr DrrMltnvva. mV1Vurvir-I'll L_11gG 4 l.ii ..i1. 1_%_J JVIV11_-V IT --TELEPHONE LINES DATUM: CITY OF EDMONDS, MEAN LOWER LOW WATER I BENCH MARK: HEAD OF SPIKE IN POWER POLE MB c1 MAILBOX . ' . . AT SE CORNER 72ND AND 210TH ELEVATION : 410.51 '' • • - DITCH LINE . TH W TEST HOLE REFERENCE: RECORD OF SURVEY, VOLUME 28, PAGE 171 S -c- SIGN FOR BOUNDARY SURVEY CONTROL x-1 FENCE B n BOLLARD - 15 I 1: 1 City of Edmonds RIGHT-OF-WAY CONSTRUCTION PERMIT Permit Number. 03c1 Issue Date: l ^ Z ^ A. Address or Vicinity of Construction: % 1 1 O - 2 I o +r, 5+ SLJ 18 9 0 1 9 B. Type of Work (be specific): 5 I DJ},1 *1c t )4 1;fi e S T C. Contractor: 1-40 C.-Y Lf—Contact: 0- a, mf Mailing Address: '5980 t joe ►'1,-•)D ".'#Ito Phone: State License #: 1✓j 7'S�I OGC�O q o2 Liability Insurance: )6�_1_ Bond: $ Z .S D. Building Permit.# (if applicable): n—]p �4 Side Sewer Permit # (if applicable): 5j$3 56-,S E. Commercial ❑ Subdivision ity Project ❑ Utility (PUD, GTE, WNG, CABLE, WATER) ❑ Multi -Family ❑ Single Family ❑ Other INSPECTOR: INSPECTOR: F. Pavement or Concrete Cut: ❑ Yes o G. Size of Cut: x H. Chartze $ APPLICANT TO READ AND SIGN INDEMNITY: Applicant understands and by his signature to this application, agrees to hold the City of Edmonds harmless from injuries, damages, or claims of any kind or description whatsoever, foreseen or unforeseen, that maybe made against the City of Edmonds, or any of its departments or employees, including or not limited to the defense of any legal proceedings including defense costs, and attorney fees by reason of granting this permit. THE CONTRACTOR IS RESPONSIBLE FOR WORKMANSHIP AND MATERIALS FOR A PERIOD OF ONE YEAR FOLLOWING THE FINAL INSPECTION AND ACCEPTANCE OF THE WORK. ESTIMATED RESTORATION FEES WILL BE HELD UNTIL THE FINAL STREET PATCH } IS COMPLETED BY CITY FORCES, AT WHICH TIMEA DEBIT OR CREDIT WILL BE PROCESSED FOR ISSUANCE TO THE APPLICANT. Construction drawing of proposed work required with permit application. A 24 hour notice is required for inspection; Please call the Engineering Division, 7710220. Work and material is to be inspected during progress and at completion. Restoration is to be in accordance with City Codes. Street shall be kept clean at all times. Traffic Control and Public Safety shall be in accordance with City regulations as required by the City Engineer. All street cut ditches shall be patched with asphalt or City approved material prior to the end of the working day; NO EXCEPTIONS. I have read the above statements and understand the permit requirements and the pink copy of the permit will be available on siteatall times for inspection purposes. Signature: ` 10-ti4 L — Date: " 2 "9 `{' (Con 'ractor or Agent) CALL DIAL -A -DIG PRIOR TO BEGINNING WORK FOR CITY USE ONLY APPROVED BY: �" `/- 6��} e ' TIME AUTHORIZED: VOID AFTERDAYS SPECIAL CONDITIONS: COMMENTS: DATE: RIGHT OF WAY DEPOSIT �¢ _ DISRUPTION FEE/FUND Ill: A / RESTORATION FEE: , • n- PERMIT FEE: TOTAL FEE: RECEIPT FEE: ISSUED BY: NO WORK SHALL BEGIN PRIOR TO PERMIT ISSUANCE Engrg. 1)iv. 1991 FIELD INSPECTION NOTES Comments Diagram CONTRACTOR CALLED FOR INSPECTION Partial Work Inspection by P.W.: Work Disapproved By: FINAL APPROVAL BY: (Fund 111 - Route copy to Street Dept.) ❑ YES Date: Date: ❑ NO 890-199 Date: CITY OF EDMONDS LAURA M. HALL 250 - 5TH AVE. N. • EDMONDS, WA 98020 � (206) 771-0220 • FAX (206) 771-0221 MAYOR COMMUNITY SERVICES DEPARTMENT Public Works • Planning • Parks and Recreation • Engineering Letter of Transmittal July 25, 1994 To: City of Edmonds Engineering Division 250 5th Avenue North Edmonds, WA 98020 Subject: Building Division Plan Check #94-147 Transmitting Determination of Nonsignificance and Environmental Checklist For Your Information: XXXXX As you requested: For your file: Comment: Note attachments: Sincerely, Jed' A. K4ney, Plan 'nm* g Sec cc Department of Ecology WA St Dept of Transportation Is • Incorporated August 11, 1890 • Sister Cities International — Hekinan, Japan CITY OF EDMONDS 250 STH AVENUE NORTH, EDMONDS, WA 98020 (206) 771-3202 RCW 197-11-970 Determination of Nonsignificance (DNS) DETERMINATION OF NONSIGNIFICANCE Description of proposal: Fill 800 cubic yards of dirt related to an adjacent street improvement project. Proponent: City of Edmonds Engineering Division, 250 5th Avenue North, Edmonds, WA 98020. Location of proposal, including street address if any: On the west side of 72 Avenue West, midway between 210 and 212th streets southwest. Lead agency: CITY OF EDMONDS The lead agency for this proposal has determined that it does not have a probable significant adverse impact on the environment. An environmental impact statement is not required under RCW 43.21.030(2)(c). This decision was made after review of a completed environmental checklist and other information on file with the lead agency. This information is available to the public on request. XX There is no comment period for this DNS. This DNS is issued under 197-11-340(2); the lead agency will not act on this proposal for 15 days from the date below. Comments must be submitted by .1993. Responsible Official: Jeffrey S. Wilson Position/Title: Current Planning Supervisor, Department of Community Services - Planning Division Phone: 771-0220 Address: City /I of Edmonds, 250 5th Avenue North, Edmon WA 98020 Date: 712a—%Q(t Signature: Cam_ XX You may appeal this determination to obert Chave, Planning Manager, at 250 5th Avenue North, Edmonds, WA 98020, no later than1993, by filing a written appeal citing the reasons. You should be prepared to make specific factual objections. Contact Jeffrey S. Wilson to read or ask about the procedures for SEPA appeals. XX Posted on 1993, at the Edmonds Public Library, Edmonds Community Services Building, and the Edmonds Post Office. XX Distribute to "Checked" Agencies on the reverse side of this form, along with a copy of the Checklist. Mailed to the following along with the Environmental Checklist: Department of Ecology Environmental Review Section P.O. Box 47703 Olympia, WA 98504-7703 PC: File No. Building Div. Plan Check # 94-147 SEPA Notebook Paul Mar, Community Services Director Robert Chave, Planning Manager Washington State Dept. of Transportation District 1 15325 Southeast 30th Place Bellevue, WA 98007-6568 City of Edmonds Engineering Division 250 5th Avenue N. Edmonds, WA 98026 Page 1 of (((FILE #)))EN/(((DATE))).SEPA CITY OF EDMONDS ENVIRONMENTAL CHECKLIST ego -191v Purpose of Checklist: J14 �tlo The State Environmental Policy Act (SEPA), chapter 43.21C RCW, requires all governmental agencies to consider the environmental impacts of a proposal before making decisions. An environmental impact statement (EIS) must be prepared for all proposals with probable significant adverse impacts on the quality of the environment. The purpose of this checklist is to provide information to help you and the agency identify impacts from your proposal (and to reduce or avoid impacts from the proposal, if it can be done) and to help the agency decide whether an EIS is required. Instructions for Applicants: This environmental checklist asks you to describe some basic information about your proposal. Governmental agencies use this checklist to determine whether the environmental impacts of your proposal are significant, requiring preparation of an EIS. Answer the questions briefly, with the most precise information known, or give the hest description you can. You must answer each question accurately and carefully, to the best of your knowledge. In most cases, you should be able to answer the questions from your own observations or project plans without the need to hire experts. If you really do not know the answer, or if a question does not apply to your proposal, write "do not know" or does not apply". complete answers to the questions now may avoid unnecessary delays later. Some questions ask about governmental regulations, such as zoning, shoreline, and landmark designations. Answer these questions if you can. If you have problems, the governmental agencies can assist you. The checklist questions apply to all parts of your proposal, even if you plan to do them over a period of time or on different parcels of land. Attach any additional information that will help describe your proposal or its environmental effects. The agency to which you submit this checklist may ask you to explain your answers or provide additional information reasonably related to determining if there may be significant adverse impact. Use of checklist for nonproject proposals. Complete this checklist for nonproject proposals, even though questions may be answered "does not apply." IN ADDITION, complete the SUPPLEMENTAL SHEET FOR NONPROJECT ACTIONS (part D). For nonproject actions, the references in the checklist to the words "project," "applicant," and "property or site" should be read as "proposer," and "affected geographic area," respectively. A. BACKGROUND 1. Name of proposed project, if applicable: 72nd Ave. W. /210th St. S.W. Street Improvements (E2CC) 2. Name of applicant: City of Edmonds 3. Address and phone number of applicant and contact person: 250 — 5th Avenue North Edmonds. WA 98020 Contact: Lyle Chrisman 4. Date checklist prepared: June 23, 1994 Page I of 22 S.. ' Agency requesting checklist: City of Edmonds. 6..: "Proposed timing or schedule (including phasing, if applicable): July 31; 1994 - October 15, 1994 -Construction of 72nd Ave. W./210th St. S.W. - July 31. 1994 - October 15 1994 (STAFF COMMENTS) 7. Do you have any plans for future additions, expansion, or further activity related to or connected with this proposal? If yes, explain. (STAFF COMMENTS) 8. List any environmental information you know about that has been prepared, or will be prepared, directly related to this proposal. Sh ldon & Associates submitted a wetlands mitigation plan for the adjacent Public Works facility. (STAFF COMMENTS) 9. Do you know whether applications are pending for governmental approvals of other proposals directly affecting the property covered by your proposal? If yes, explain. (STAFF COMMENTS) 10. List any government approvals or permits that will he needed for your proposal, if known. Grading permit (STAFF COMMENTS) Page 2 of 22 f`IIKITIM_11.01 %4 ACPF4 11. Give brief, complete description of your proposal, including the proposed uses and size of the project and site. There are several questions later in this checklist that ask you to describe certain aspects of your proposal. You do not need to repeat those answers on this page. Current site is zoned general commercial and contains a single family residence. Open area used for animal exercise area by adjoining kennel (same owners). Site to receive 800 cubic yards of roadway excavation from road -project (72nd Ave. W/210th St. S.W. improvements). Area to be adjusted to meet new road grade. (STAFF COMMENTS) 12. Location of the proposal. Give sufficient information for a person to understand the precise location of your proposed project; including a street address, if any, and section, township, and range, if known. If a proposal would occur over a range of area, provide range or boundaries of the site(s). Provide legal description, site plan, vicinity map, and topographic map, -if reasonably available. While you should submit any plans required by the agency, you are not required to duplicate maps or detailed plans submitted with any permit applications related to this checklist. The site is located on the south one-half of the lot at 21100 — 72nd Ave. W. adjacent to the west of 72nd Ave. W. right—of—way. (STAFF COMMENTS) TO BE COMPLETED BY APPLICANT B. ENVIRONMENTAL ELEMENTS 1. Earth a. General description of the site (circle (ne): Flat, olli hilly, steep slopes, mountainous, other: Property generally flat over the south one half of lot and home sits on on elevated upper half of lot. (STAFF COMMENTS) b. What is the steepest slope on the site (approximate percent slope)? 18% (STAFF COMMENTS) C. What general types of soils are found on the site (for example, clay, sand, gravel, peat, muck)? If you know the classification of agricultural soils, specify them and note any prime farmland. Paec 3 of 22 ,} Soil adiacent to the subject property was identified by a Qeotech for the adiacent Public Works facility as silty sand outwash overlaying d nG glacial till with a deposit of plat mid section of the Public Works site. (STAFF COMMENTS) d. Are there surface indications or history of unstable soils in the immediate vicinity? If so, describe. / 0. A portion of the new Public Works site was identified to have peat on site. *Jf2rAl!�a GJOtCi leo ';j!cf?Xr_' (STAFF COMMENTS) rre'r 0y fee"e- "'ex-5 S.rrr Se<x,, o-�1� Wrou & eb-OSS 3 WJ_W 1V 'Ikrs Pc,�T plcr U6�L1t s T v,cxray. / O N W 0- Sa gJ e,-Cr sue". e. Describe the purpose, type and approximate quantities of any tilling or grading proposed. Indicate source of fill. Purpose of fill is to raise and contour grades to meet impact of road proiect MCC) on the lot. Approximately 800 cubic yards of fill material will be from road excavation of 72nd Ave. W. (STAFF COMMENTS) f. Could erosion occur as a result of clearing, construction, or use? If so, generally describe. If erosion occurs, all would be contained on site in the area where the fill will be placed. (STAFF COMMENTS) g. About what percent of the site will be covered with impervious surfaces after project construction (for example, asphalt or buildings)? None (STAFF COMMENTS) Page 4 of 22 C F IX LT/ t 425.93. M A.S T E R h. Proposed measures to reduce or control erosion, or other impacts to the earth, if any: - Catch basin will be placed to collect existing subsurface water and surface drainage and directed to new storm drainage system on 72nd Ave. W. (STAFF COMMENTS) 2. AIR a. What types of emissions to the air would result from the proposal (i.e., dust, automobile, odors, industrial wood smoke) during construction and when the prrniect is completed? If any, generally describe and give approximate quantities if known. Dust and vehicle emissions will result during construction. Adjacent Public Works site is already used as such. No significant change in air quality from this project is expected. (STAFF COMMENTS) b. Are there any oll=site sources of emissions or odor that may effect your proposal? If so, generally describe. IkiM (STAFF COMMENTS) C. Proposed me cures to reduce or control emissions or other impacts to the, if any: Site will be watered to minimize dust (STAFF COMMENTS) 3. WATER a. Surface: (1) Is there any surface water body on or in the immediate vicinity of the site (including year-round and seasonal streams, saltwater, lakes, ponds, wetlands)? If yes, describe type and provide names. If appropriate, state what stream or river it flows into. On site detention/biofiltration pond constructed on adjacent new Public Works site. (STAFF COMMENTS) Page 5 of 22 (2) 'Will the project require any work over, in, or adjacent to (within 200 feet) the described waters?' If yes, please describe and attach available plans. No (STAFF COMMENTS) (3) Estimate the amount of till and dredge material that would be placed in or removed from surface water or wetlands and indicate the area of the site that would be affected. Indicate the source of fill material. ' None (STAFF COMMENTS) (4) Will the proposal require surface water withdrawals or diversions? Give general description, purpose, and approximate quantitit� if known. No (STAFF COMMENTS) (5) Does the proposal lie within a 100-year floodplain? If so, note location on the site plan. No (STAFF COMMENTS) (6) Does the proposal involve any discharges of waste materials to surface waters? If so, describe the type of waste and anticipated volume of discharge. No (STAFF COMMENTS) Page 6 of 22 C1#VV T11MI'q.01 MA.4MU t h. Ground: (1) Will ground water be withdrawn, or will water be discharged to ground water? Give general description, purpose, and approximate quantities if known. No (STAFF COMMENTS) (2) Describe waste material that will be discharged into the ground from septic tanks or other sources, if any (for example: Domestic sewage; industrial, containing the following chemicals...; agricultural; etc.). Describe the general size of the system, the number of such systems, the number of houses to be served (if applicable), or the number of animals or humans the system(s) are expected to serve. Site is used as exercise yard for animals boarded on site (STAFF COMMENTS) C. Water Runoff (including storm water): (1) Describe the source of runoff (including storm water) and method of collection and disposal, if any (include quantities, if known). Where will this water Clow? Will this water flow into other waters? If so, descrihe. Runoff will be directed to new catch basin (to be installed under project E2CC) and connected to City storm system on 72nd Ave. W. Surface to be seeded after grading. (STAFF COMMENTS) (2) Could waste materials enter ground or surface waters? If so, generally describe. Yes. Decomposition of animal waste. Torrential rains might move non decomposed waste to storm catch -basin. (STAFF COMMENTS) &t6 At-- 4/IV7Z i.S ,¢ Ssx/,*l !) wily lyiC'S UA11'- Uscy. ►1°(�pa r> ?1�ob�� T �Ut-p A:?E! 1A-PC ZW-I' irH�Nr�' Page 7 of 22 d. Proposed measures to reduce or control surface, ground, and runoff water impacts, if any: Site to be seeded after grading is completed. Catch basin to be maintained. (STAFF COMMENTS) 4. Plants a. Check or circle type% of vegetation found on the site: deciduous tree: alder, maple, aspen, other: x evergreen tree: fir, cedar, pine, other: shrubs x grass pasture crop or grain wet soil plants: cattail, buttercup, bulrush, skunk cabbage, other: water plants: % .►ter lily, eelgrass, milfoil, other: other types of vegetation: (STAFF COMMENTS) b. What kind and amount of vegetation will he removed or altered? 05 None, Existing_ ground will be covered with soil. (STAFF COMMENTS) 0)(tSf7,4- 944WA -� r Oa— Pc •lyt'L�7:9 C. List threatened or endangered species known to be on or near the site. done to our knowledge. (STAFF COMMENTS) d. Proposed landscaping, use of native planLs, or other materials to preserve or enhance vegetation on the site, if any: Page 8 of 22 CHKLT/10- 5.97.MASTGR Grass seed to be placed after grading. (STAFF COMMENTS) 5. Animals a. Check or circle any birds and animals which have been observed on or near the site or are known to be on or near the site: x birds: hawk, heron, etigle, songbirds, other: Ducks, geese mammals: deer, bear, elk, beaver, other: fish: bass, salmon, trout, herring, shellfish, other: (STAFF COMMENTS) b. List any threatened or endangered species known to be on or near the site. None to our knowledge. (STAFF COMMENTS) C. Is the site part of a migration route' If so, explain. Unknown (STAFF COMMENTS) d. Proposed measures to preserve or enhance wildlife, if any: Area to be seeded with lawn grass. (STAFF COMMENTS) 6. Energy and Natural Resources pazc 9 or 22 r�m•� rn� +c uo ... a-rcu a. What kinds of energy (electric, natural gas, oil, wood stove, solar) will be used to meet the completed. project's energy needs? Describe whether it will he used for heating, manufacturing, etc. _None (STAFF COMMENTS) b. Would your prgject afTect the potential use of solar energy by adjacent properties? If so, generally describe. No (STAFF COMMENTS) c. What kinds of energy conservation features are included in the plans of this proposal? List other proposed measures to reduce or control energy impacts, if any: (STAFF COMMENTS) 7. Environmental Health a. Are there any environmental health havards, including exposure to toxic chemicals, risk of fire and explosion, spill, or hazardous waste, that could occur as a result of this proposal? If so describe. No (STAFF COMMENTS) Pa.-c 10 of 22 CIUCLT/10.5-93. M ASTER (1) Describe special emergency services that might be required. None (STAFF COMMENTS) (2) Proposed measures to reduce or control environmental health harards, if any: None required (STAFF COMMENTS) b. Noise (1) What types of noise exist in the area which may affect your project (for example: traffic, equipment, operation, other)? None (STAFF COMMENTS) (2) What types and levels of noise would he created by or associated with the project on a short-term or a long -teen basis (ti►r example: traffic, construction, operation, other)? Indicate what hours noise would come from the site. Construction equipment Work hours 7:00 a.m, to 6:00 p.m., Monday through Friday (STAFF COMMENTS) (3) Proposed measures to reduce or control noise impacts, if any: Keep work hours between 7:00 a.m, and 6:00 p.m. (STAFF COMMENTS) Page 11 of 22 8. Land and Shoreline Use a. What is the current use of the site and adjacent properties? Current site is part of a kennel facility used to exercise animals. Adjacent properties include new Public Works facility, ian>itoTial supplyy services and video store. (STAFF COMMENTS) b. Has the site been used for agriculture? If so, describe. No (STAFF -COMMENTS) C. Describe any structures on the site. South portion of lot contains building that houses animals. (STAFF COMMENTS) d. Will any structures he demolished? If so, what? (STAFF COMMENTS) e. What is the current laming classification of the site? General commercial (STAFF COMMENTS) Page 12 of 22 CIOCLT/10.25.97. M ASPGR f. What is the current comprehensive plan designation of the site? General commercial (STAFF COMMENTS) g. If applicable, what is the current shoreline master plan designation of the site? Not applicable (STAFF COMMENTS) ENTS) It. lias any part of the site been classified as an "environmentally sensitive" area? Ifso, specify. (STAFF COMMENTS) �`� (� O l /LAr- f/G- /if/ i. Approximately how many people would reside or work in the completed project? None (STAFF COMMENTS) j. Approximately how many people would the completed project displace' None (STAFF COMMENTS) Page 13 of 22 �tnnroe.+coi%Nnc ro k. Proposed measures to avoid or reduce displacement impacts, if any: None (STAFF COMMENTS) I. Proposed measures to ensure the proposal is compatible with existing and projected land uses and plans, if any: No ne (STAFF COMMENTS) 9. Housing a. Approximately how many unit~ would he provided, if any? Indicate whether high, middle, or low-income housing. None (STAFF COMMENTS) b. Approximately how many units, if any would he eliminated? Indicate whether high, middle, or low- income housing. (STAFF COMMENTS) C. Proposed measures to reduce or control housing impacts, if any: None (STAFF COMMENTS) Page 14 of 22 CHKLT/ 10-S-93.M ASTER 10. Aesthetics a. What is the tallest height of any proposed structure(s), not including antennas; what is the principle exterior building material(s) proposed? None proposed (STAFF COMMENTS) b. What views in the immediate vicinity would be altered or obstructed? (STAFF COMMENTS) C. Proposed meitsures to reduce or control aLsthelic impacts, if any: None (STAFF COMMENTS) 11. Light a nd Glare a. What type of light or glare will the proposal produce? What time of day would it mainly occur? Does .not ap�jy A%ON LF— (STAFF COMMENTS) b. Could light or glare from the finished protect he a safety hwaird or interfere with views? Does not apply A/OXJL (STAFF COMMENTS) Page IS of 22 c. What existing off -site sources of light or glare may affect your proposal? None (STAFF COMMENTS) d. Proposed measures to reduce or control light and glare impacts, if any: Does not Apply (STAFF COMMENTS) 12. Recreation a. What designated and informal recreational opportunities are in the immediate vicinity's ' None (STAFF COMMENTS) b. Would the proposed pru.ject displace any existing recreation uses? If so, describe. No (STAFF COMMENTS) C. Proposed measures to reduce or control impacts on recreation, including recreation opportunities to be provided by the protect or applicant, if any: Does not apply (STAFF COMMENTS) Page 16 of 22 CKKLT/10.25.93 MASTER 13. Historic and Cultural Preservation a. Are there any placers or objects listed on, or proposed for, national, state, or local preservation registers known to be on or next to the site? If so, generally describe. (STAFF COMMENTS) b. Generally describe any landmarks ()r evidence of historic, archaeological, scientific, or cultural importance known to he on or next to the site. None (STAFF COMMENTS) C. Proposed measurLs to reduce or control impacts, if any: None (STAFF COMMENTS) 14. Transportation a. Identify public streets and highways serving; the site, and describe proposed access to the existing street system. Show on site plans, if any. 72nd Ave. W. serves as main arrPss to rhP sit, - (STAFF COMMENTS) b. Is site currently served by public transit? If no, what IS the approximate distance to the nearest transit stop? No. Distance to park and ride on 72nd Ave. W. approximately 1,000 fPPr Page 17 of 22 CUKLri10-15_93Mnsrrk (STAFF COMMENTS) C. How many parking spaces would the completed project have? How many would the project eliminate? None (STAFF COMMENTS) d. Will the proposal require any new roads or streets, or improvements to existing roads or streets, not including; driveways? If so, generally describe (indicate whether public or private). No. Work on this site is required because of upcoming project E2CC to widen unopened 72nd Ave. W. to 40 feet wide. A traffic signal at 72nd Ave. W./212th St. is to be installed. (STAFF COMMENTS) e. Will the project use (or occur in the immediate vicinity of) water, rail, or air transportation? If so, generally describe. (STAFF CONINJENTS) - f. How many vehicular trips per day would he generated by the completed project? If known, indicate when peak volumes would occur. None (STAFF COMMENTS) Page 18 of» CHKU/145-91AlANTER g. Proposed measures to reduce or control transportation impacts, if any: _ None (STAFF COMMENTS) IS. Public Services a. Would the project result in an increased need for public services (for example: fire protection, police protection, health care, schools, other)? If so, generally describe. No (STAFF COMMENTS) b. Proposed measures to reduce or control direct impacts on public services, if any: Does not apply (STAFF COMMENTS) 16. Utilities a. Circle utilities currently available at the site: clean ► atura g , wa er refuse servic telephon sanitary sewer, ptic system, other: (STA FF CO R1 N1 ENTS) u Page 19 of 33 C1(KLT/I0-2S-93.M ASTL'R b. Describe the utilities that are proposed for the pr(&ct, the utility providing the service, and the general - construction activities on the site or in the immediate vicinity which might be needed. (STAFF COMMENTS) C. SIGNATURE The above answers are true and complete to the best of my knowledge. I understand that the lead agency is relying on them to make its decision. Signature of Proponent June 28, 1994 Date Submitted Page 20 of 22 C► KLT/104?5-93.MASrER 402.18 � _J NB N \ -- ----- - ------ ------ ---- - ----- - ------------- --- ---- 1-------- ------------ - {::� ,o, -------------------- _ J� gp — — — — v — — ------- wuv�r urewrxe — — N , VV 8' DI a� V 8 7C a uj 100 s \ 3+50 /ce 1 /tz A 3976 UP O 403. QINV. 394.88 1 ( 395.E i g2•CAP) il�.ahlEb�Nl�iBl1 POVE 1 i 396 A MOYMUMCR J-00 LOT ' GRAVEL PARKING POLE 1A,_ � r� ,� TD1CCN EL C 40� l SIGN \ ; IN COMNE CRNR �— TO REMAIN \ �J XFNR AD 'I04 EL- 319.65 Q d� GARAGE CONC. DRIVEWAY -�-�� APRON %. O T� / RETAINING �--UG PVR m A: Eb cm, fO M mll OYFLV Flm FM7Rw f0 DE MOCAM OY OM luvvm J-" - ROCKERY LANDSCAPING CHANNEL SURFACE RUNDFF TO CB" 2 y �- —z 115LF" SILT FENCE SEE DETAIL NOTE: ELEVATIONS ARE. APPROX. DATUM 1S ARBITRARY CONNECT DOWNSPOUTS TO STORM DRAIN (TYP) I EXST FENCE. x I IOLF = 12' STORM DRAIN @ I% MIN NEW ASPH �2' RELOCATE WATER METERS EXST CB — 2 110 t- hsr._ S.W.. ____ Ld 1 � � 1 Q CB" I (TYPE H -54 w/ SOLID LID) FLOW R E STR I C TOR TE = 192.0 I E = 186,0 (I m * OUT) OVERFLOW EL.EV = 189, t • 1 I5-- EXST ASPH 8. 10. I � I oa 1 C B42(TYPE II-54 w/INL F-T GRATE) . TE = 191,0 IE = 186.1 MATCH OUTLET INVERT E --.A ZL EDGE OF EXST ASPH NOTES: 1. ALL WORK SHALL CONF)RM TO THE REQUIREMENTS OF THE CITY OF EDMONDS AND ;HE STANDARD SPECIFICATIONS FOR MUNICIPAL PUBLIC WORTS CONSTRUCTION, 1981. 2. CONNECT ALL ROOF DRAINS TO DETENTION PIPE SYSTEM. a. CMP SHALL BE 16 GAGE GALVANIZED STEEL OR ALUMINUM. STEEL DETENTION PIPE SHALL HAVE ASPHALT TREATMENT 1 COATING OR BETTER. 4. CONCRETE 12" STORM DRAIN PIPE SHALL BE NON - REINFORCED ASTM C-76, 5. SANITARY SEWER PIPE ;HALL BE PVC ASTM 3034, SDR 35. CALL - ENGINEERING DIVISION (771-3202) FOR PREBACKFILL AND FINk INSPECTIONS. . 6. RESPONSIBILITY FOR OPERATION AND MAINTENANCE OF DRAINAGE SYSTEMS ON ?RIVATE PROPERTY IS THE RESPON- SIBILITY OF THE PROPERTY OWNER. MATERIAL ACCUMULA- TED IN THE STORAGE PIPE MUST BE FLUSHED OUT AND REMOVED FROM CATCH BASINS TO ALLOW PROPER OPERATION. TEE OUTLET CONTROL ORIFICE MUST BE KEPT OPEN AT ALL TIMES. V CI N-I TY MAP NITS SITE DEVELOPMENT SERViCFS • f�°�`,� �'�� 310 - 208th S. E. BOTHELL, WA 98012 J ABBREVIATIONS CB CATCH BASIN CMP CORRUGATED METAL PIPE EXST EXISTING LF LINEAL FEET SD STORM DRAIN SS SANITARY SEWER 71 1 1 2 1O th. ST. SW 2CAL[: 1 _` APPROVED BY. DRAWN EY D C D REVISED DATE: 8/2,E}%8 7 DRAINAGE PLAN. DAVE BAKER DRAWING NUMBER I of 2- El OFFSET FRAME GRATE SO THAT RESTRICTOR/POLLUTION DEVICE IS VISIBLE AT EDGE OF OPENING AND DIRECTLY OVER THE LADDER. LOCKING LID - CHAIN- 200 LB. CAPACITY, SLACK WHEN GATE IS DOWN WELD CHAIN TO C.B. FRAME. STD. GALV. C.B. in g LADDER 81 STEPS WATERTIGHT CLEAN - OUT GATE WITH 8 GAUGE SLIDE OVERFLOW PIPE 82OUTLET PIPE -SEE PLAN MIN.) FOR INVERT ELEVATIONS. SEE PLAN SEE PLAN _ o� N .� RESTRICTOR PLATE WITH " 0 ORIFICE CUT o z IN PLATE z N NOTE —ALL METAL PARTS AND SURFACES MUST BE MADE OF TYPE II CATCH BASIN CORROSION RESISTANT MATERIAL OR GALVANIZED. COMPLETE CORROSION PROTECTION MUST BE ASSURED, FLOW RESTRICTOR DETAIL N. T. S. 101 NEOPRENE GASKET - 20OLB. CHAIN INVERT . wce HASPPRSURE RELEASE ASSEMBLY SIDE VIEW MATERIALS LIST 1. 1/4" R - 6061-T6 ALUM. 2. GASKET- CLOSED CELL NEOPRENE PER 1056-67 ASTM • CHEM. RESISTANT (OIL & GREASE) OZONE RESISTANT -670 .TO -250"F. SERVICE TEMPERATURE. 3. C.M.P. - H-3004 ALCLAD ALUMINUM 4. GALVANIZED STEEL GATES .AVAILABLE IF REQUIRED. LIFT {SATE DETAIL N. T. S. FULL WELD a •- . FRONT VIEW FILTER FABRIC MATERIAL STAPLES OR 2 X2 X 14 GA. WELDED MIRAFI IOOX OR EQUAL WIRE RINGS WIRE FABRIC OR EQUAL (TYPICAL) 11 11 IIIi rr II ki-OD -ttcNi Li U it u 211X4" DOUGLAS FIR AT-4 O.C. BURY BOTTOM OF FILTER FABRIC MATERIAL ON 8"X I' TRENCH. ELEVATION FILTER FABRIC MATERIAL 2X2X14GA.W.W.F. - 2X4 DOUGLAS I c . GRAVEL OR SHED FIR OR PEA GRAVEL--,,, EQUAL e • • NEWLY GRADED OR tO DISTURBED SIDE SLOPE � I c*j VARIES d ARI I'-6" LEB"MIN. (MIN. TYPICAL CROSS SECTION SILT FENCE -DETAIL N.T.S. nczri; ca�s��7>r� 7111 Z 10th ST Ste/ OCALt:ASW oTE D APPROVtO BY: DRAWN BY C G DATt: 81a 6 48 7 RiV1itD D RA NA,G E D E T A I l_S ��V � �� DRAWING NU►ABtR U 39XER yUN/T 7�//� 1 14C7 Z 17-L5 216 L 41 1987 PERMIT COUNTER STREET FILE ' BAC-DYED E P 14 1884 CITY, OF EDMON09 2Q � �3xJ N � rcV� / it r fl®� J� 4c U Rp 5-0n tM `^ PLAU rIQ6 CA O Zv O 0 O n DeUt Vor-K 71 tL- 4s 8 ,a• t t \ \\ t \ I CIE --- (•AW"W4 t rt.n►rn►.� — rt.�Nr►icc► r Al t LjITE PLAID 4-UWIT APAIZTMeQT fUILDING KUVr MOEU, EVMONL"5,\VA. D�VIJ: 9/IZ/84 ' u�vl e v; -105►JO' 751 m mmmmwm� MMWAM� M MMMMM� ! v 1 04 IOL 02� 01 72; rj 72Z 71 00) A of 6a wl 2T 0." 7 1 EIGHTS 4 H r,6 5 Ao 4 - -1 5 L) 1 6 1 04 �03 9 /0' 02 '0-2,, 01 72 A /?o 42 0 HEISHTS 4-, i38014)! 04 V 10 oo C2 9-14A i HomEsl Ts i 0 v C-2 01 LLJ Ljj 04 --4-,- 03 02 A6- 17 1 19(t] > 03 19 - ,ri . <> 7 L Lo 6- 5 0/ W 0/ -7 Q I'02��1�1 L-LL I 0 03 3 Y61 -7 -)4Zj 9 s- 20- 02 6 5 4 7 0 02 C,- 210th. ST S. W 7-1 0CI (92 0/ 1 03 04 -02 I 02 -7 8 -7 6 1 5 4 9 3-001 0/ 1 0/ T -7 02 1 02 L �2 Or 4 304 03 I 0 w CITY OF EDMOND IL) E H. HARRISON 200 DAYTON ST. • EDMONDS. WASHINGTON 98020 • (206) 771RUREET MAYOR OFFICE OF THE CITY ENGINEER December 21, 1981 Mr. R. Crooks 7111 210th St. S.W. Edmonds, Wa. 98020 Dear Mr. Crooks: SUBJECT: L.I.D. 206 - SANITARY SEWER CONNECTION City of Edmonds records indicate that you are the owner ,of property located in the College Place Area, and that the sanitary sewer service is now available to your property. Residents abutting this sewer main are required to be connected per Edmonds City Code (18.10.010). In consideration of the completion of the sewer system and the aforementioned code, you are hereby advised that you should make arrangements to make the necessary sewer connection within sixty (60) days. If you have any questions, please contact Jerry Saterlie at 775-2525, extension 259. Permit and connection information may be obtained at the Building Department, at 505 Bell Street. Sincerely, JAMES E. ADAMS, P.E. City Engineer JR: jky F *-. BUILDING REGISTER OF' 11CM�'� �� SEP o 9 1993 BID DOCUMENTS STREET�6LE_� . AIA DOCUMENT C804 PROJECT: CITY OF EIrDNDS OPERATIONS & MAINTENANCE CENTER PROJECT NO: 91024 REFUNDABLE OWNER: CITY OF EEMWIS DEPOSIT $ 100.00 FOR SETS CONTRACT: NOTICE FOR BIDS DATE: AUGUST 24, 1993 NON-REFUNDABLE CHARGES: ❑ INVITED LIST ❑ OPEN ❑ PREQUALIFICATION $ COMPLETE SET BIDS DUE DATE: SEPTFMBER 14, 1993 2:15 PM AM P.D.S.TIME SHEET OF ZONE $ DRAWINGS AT: PAGE OF 505 BELT STREET, EIrYJNDs, WA 98020 $ _ SPECIFICATIONS ADDENDA DATES: 1. 2. 3. 4. 5. ADDENDA RECIPIENT DEPOSIT OR CHARGE DOCUMENTS < u AMOUNT Y U 2 u � z W O j 0 W O N Q PARTIAL SETS DESCRIPTION NAME ADDRESS PHONE 1 2 3 4 5 CITY OF EEMM 771-0220 8 505 BELL STREET FAX 771-0221 I 31 CITY OF EDNANDS 771-0220 505 BELL STREET FAX 771-0221 8 2 31 CITY OF EU4)NDS 771-0220 8 505 BELL STREET FAX 771-0221 3 EWA 98020 31 CITY OF EIMM 771-0220 505 BELL STREET FAX 771-0221 H31 4 E CITY OF EIIUNDS 771-0220 505 BELL STREET FAX 771-0221 H31 5 E 80 MERRITT + PARDINI 383-8700 1701 CQMTERCE FAX ?383j87.28 F31 6 TA AHBL 383-2422 8 2215 NORTH 30TH, STE 210 FAX 383-2572 1 7 TAWA 98403 31 ABACUS CONSULTANTS 583-0200 8 401 SECOND AVE S, STE 201 FAX 583-8826 8 31 FLEET MAINIENANCE 713-496-7716 8 1880 DAIRY ASHFORD, STE 109 FAX 496-9173 9 31 BERGER PARTNERSHIP 325-6877 8 2021 MINOR AVE E FAX 323-6867 10 SEAWA 98102 131 ASSOC. SUBCONT. OF WA 383-4591 8 3312 S UNION AVE FAX 383-2859 11 WA 98409 31 DODGE/SCAN 284-3811 8 !430 N TUWER, 100 W. HARRISON FAX 284-6111 12 31 AIA VOLUMENT G804 • REGISTER OF BID DOCUMENTS , APRIL 1970 EDITION • AIAOO • © 1970 PAGE 1 Of 2 THE AMERICAN INSTITUTE OF ARCHITECTS, 1735 NEW YORK AVE., N.W., WASHINGTON, D.C. 20006 ADDENDA RECIPIENT DEPOSIT OR CHARGE DOCUMENTS w O Q AMOUNT Y w V ¢ O — 7_ 4 W u, < N — F O N W z PARTIAL SETS DESCRIPTION NAME ADDRESS PHONE 1 2 3 4 5 ✓ ✓ ✓ ✓ ✓ '� oc 0'n v'7 ^ Dcz A�- SEATTTE 285-2021 1200 WESTLAKE AVE N, SIB 310 FAX 286-3112 8 13 ISEATTLE WA 98109 1 AGC—TACCMA 472-4416 -- 3820 S PINE FAX 475-6939 8 14 AC MA WA 98409 1 NSTRRUMON DATA PLAN CENTER 922-7172 803 PACIFIC HWY E, STE 3 FAX 922—,M N31 15 ACCMA WA 98424 CONSTRICTION MARKET DATA 2 — 10504 NE 37TH CIR, BLDG & FAX 822-9666 H31 16 IRI " WA 98033 KM EST PLAN CENTER % PACIFIC CONCMIE734-viee 2800 WEST ST, SQUALIC[M TRUCK RTE, 9 8 17 .0. BOX J, BELLIM M WA 98225/98227 1 SND[MSH CO. BLDG NEWS 258— 30 2607 WETrDRE AVE FAX 259-3832 8 18 EVERETT WA 98201 ALLEY PLAN CENTER 1 1819 S CENTRAL AVE, M 84 FAX 852-3424 8 19 KM, WA 98032 31 EASTSIDE PLAN CENTER881-5071 P.O. BOX 3007 FAX 881-0644 M31 20 BELLEVUE WA 98009-3007 CENTRAL CONTRACTIORS ASSOC., INC. 2 — 4520 S ORCAS Sr., FAX 8 21 SEATTLE WA 98118 31 DAILY JOURNAL OF COMRCE PLAN CTR 274--0624 P.O. BOX 10127 FAX 274-2616 8 22 PORTIAND OR 97210 31 534-1446 IAGC—SPOKANE 4935 E TRENT FAX 535-3706 H31 23 SPOKANE WA 99212 l'kA V(m4 a m}1qmb3 - kL moo 9 24 Scab t,uA giglo7 m%G ktm. 1 c Ill 2L - 233 aJ 111Q 5f- FY $27 — 5735 , I 25 2 I I Z-6 A� NE, 5f 6) 00 26 cvw Wf4 f9so 1 En Q 11001iuc eel -Z9 0 -✓bo y rY 063-117L 1601, k 27 9Xl)G2 ---- L0-1.1� 141G - .:ten - WG � A\(,,61C.,2m rl( 449-Ilol HN, 28 Sr W q8 Z �Cpss 55 �96y HmnP m roor Py o5#-)4S4 WO y 29 aSh AIA DOCUMENT G804 REGISTER OF BID DOCUMENTS . APRIL 1970 EDITION • AIAO • © 1970 THE AMERICAN INSTITUTE OF ARCHITECTS, 1735 NEW YORK AVE., N.W., WASHINGTON, D.C. 20006 PAGE 2 ADDENDA RECIPIENT NAME ADDRESS PHONE DEPOSIT OR CHARGE DOCUMENTS ., O Q W AMOUNT W v N z W N F O N 0 W PARTIAL SETS DESCRIPTION 1 2 3 4 S • rsCl ► n � a on rw G � - 7&�& 1 lr71-G70 9 V EI �Elle(raper_ Ite29 �e'r 0)0IZ> !1s( 426-goo qt r -Rejullcal ; atoo w 775-79if P.O.60144 Fi( i'la -hGZ ""ItN f(, 11 i}' f 90 Zfe I D p i 3Z 33 ell H 1-4- F 3� y 40 VI wi•n n cvlj;cR yr mu UvI.VMLNIJ - APRIL 1970 EDITION • AIAO - ® 1970 THE AMERICAN INSTITUTE OF ARCHITECTS, 1735 NEW YORK AVE., N.W., WASHINGTON, D.C. 20006 PAGE 2 EDMONDS O & M CENTER MERRITT + PARDINI 91024 ADDENDUM NO.1 September 7, 1993 City of Edmonds Operations and Maintenance Center City of Edmonds 200 Dayton St. Edmonds, WA 98020 Merritt + Pardini 1701 Commerce Tacoma, WA 98402 (206) 383-8700 This Addendum forms a part of the Contract Documents and modifies the original Bid Documents dated August 24, 1993. Bidders shall acknowledge receipt of this Addendum on the Bid Form. I. SPECIFICATIONS AND RELATED DOCUMENTS Sealed bids from bidders will be received by, the City of Edmonds, City Clerk's Office, Civic Center, 505 Bell Street, Edmonds, WA 98020 until 2:00 p.m. Pacific Daylight Savings Time, on September 21,1993, for the Contract for construction of a new Public Works Operations and Maintenance Center. Bids will be publicly opened and read aloud at 2:15 p.m. September 21,1993, at the Community Services Center Conference Room, 250-5th Avenue N., Edmonds, WA 98020. Bidders and others properly interested are invited to be present at the bid opening. The project site is located at 72nd Avenue W. and 212th Street S.W., Edmonds, WA 98020 A prebid conference will be conducted by the Owner at 2:00 p.m., Tuesday September 14,1993, at the Community Services Conference room, 250-5th Avenue N., Edmonds, Washington 98020. End Addendum No. 1. cs.AddNo.1/91024 e z 3 I A SITE SECTION A I I i ° E. O AD"Fa?---,91 . 7m Room W. SITE PLAN I 0 sd 1 1 210 AP .. DEC 2 0 1996 PERMIT COUNTER �s /Z��G° 7 e c CITY OF EDMOND; Operations and Malnt6nance Center 1 USE j/ PERMIT A CITY OF EDMONDS ZONE NUMBER .�i 703 CONSTRUCTION PERMIT APPLICATION jOB �j/ SUITE/APT# OWNER NAME/NAME OF BUSINESS ADDRESS O 7 • `U/ C `�' £OM vvDS g`t�, ` LEGAL DESCRIPTION CHECK SUBDIVISION NO. LID NO. /, ILLU MAILING ADDRESS D ST ,j ' PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP. TESCP Approved (0 CITY ZIP TELEPHONE NUMBER RW Permit Required IV f ` , _ -j t) - Qu —7-71 — O,Z� EXISTING REQUIRED DEDICATION Street Use Permit d O - PROPOSED Inspection Required NAME Sidewalk Required D 0 A"l O 1 co..!A Mf-42 rY ' Z -T-AM ME ' iVJJ-. S�a� &,-kty STATE LICENSE NUMBER Legal Description o LOTS Cv TELEPHONE NU cXo. Z REMARKS ¢ W R IF weJ ( W QQ- e Z z foil 2k 77MRSIZE MEMO DATED REVIEW BY Y SIZE I NO. OF FIXTURES EXP� y DAT SIGN AREA ALLOWED PROPOSED SEPA REVIEW COMPLETE EXEMPT /X E%P A08 N, c include all easements O `O SHORELII VARIANCE OR CU PLANNING REVIEW BY DA' 17 SETBACKS -FEET FRONT �, SIDE ,� REAR HEIG! T, LOT '/J C VEAA E /�O/r Tax Aceount Pareef N$--'" NEW RESIDENTIAL PLUMBING .ADDITION rr'OM�R IAL MECHANICAL AP BLDG.El REMODEL SIGN D E G 6C a FENCE REPAIR 5 CYDS. L_ x _FT) POOL DDEMOLISH ❑ WOODSINSERT a HOT TUB/SPA GARAGE RETAINING WALL/ a CARPORT ROCKERY RENEWAL O (TYPE F U . BUSINESS OR CTIVy�r�)EXPLAIN: �4 ��/L Wort cc 14/ ry 0 P NUMBER .OF NUMBER OF DWELLING CRITICAL� AREAS I" CO STORIES UNITS / NUMBER ✓✓ �/ 1 DESCRIBE WORK TO BE DONE (ATTACH PLOT PLAN) I REQUIRED / G LOAD ❑ YES C MARKS PROGRESS INSPECTIONS PER UBC 305 FINAL INSPECTION REQUIRED . PLAN CHECK FEE BUILDING HEAT SOURCE: GLAZING ICJ % PLUMBING Plan Check No. MECHANICA This Permit covers work to be done on private property ONLY. GRADINGIFIO I M Any construction.on the public domain (curbs, sidewalks, STATE SURCHARGE driveways, marquees, etc.) will require Separate permission. Permit Application: 180 Days Permit Limit:1 Year - Provided Work is Started Within 180 Days STORM DRAINAGE FEE "Applicant, on behalf of his or her spouse, heirs, assigns and ENO. INSPECTION FEE y successors in Interest, agrees to indemnify, defend and hold harmless the City of Edmonds, Washington, Its officials, J x employees, and agents from any and all claims for damages of iwhatever nature, arising directly or indirectly from the Issuance of this permit. Issuance of this permit shall not be deemed to PLAN CHECK DEPOSIT' omodify,* waive or reduce any requirement of any city ordinance TOTAL AMOUNT DUE z nor limit In any way the City's ability to enforce any ordinance provision." I hereby acknowledge that I have read this application; that the Information given is correct; and that I am the owner, or the duly ATTENTION authorized agent of the owner. 1 agree to comply with city and THIS PERMIT state laws regulating construction; and In doing the work authoriz- AUTHORIZES ed thereby, no person will be employed in violation of the Labor ONLY THE Code of the State of Washington relating to Workmen's Compensa• WORK NOTED tion Insurance. INSPECTION SIGNATURE (OWNER OR AGENT) DATE SIGNED DEPARTMENT i-i - CITY OF EDMONDS ATTENTION CALL FOR INSPECTION IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE 7714220 UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. UBC CHAPTER 3. 102-87 c / k )14, / z= APPLICATION APPROVAL This application is not a permit until signed by the Building Official or his/her Deputy; and fees are paid, and receipt is acknowledged In space provided. WFFC:kSG TORE GATE zz-S� ELEAdElff DATE ORIGINAL — File YELLOW — Inspector PINK — Owner GOLD — Assessor t7 Z Z Z 0 Z 2 F CITY OF EDMONDSZONE PERMIT 93.0 4 NUMBER. . . ... ... CONSTRUCTION PERMIT APPLICAJOB•^ ....:........ ? /SUITE/APT# T.ADDRESS OWNER NAME/NA OF. SI SSV�%? SCRIPTION CHECK SUBDIVISION NO. LID NO. 15 MAILING;A DRESSO ' ' f��0 IGHT OF WAY PER OFFICIAL STREET MAP. TESCP Approved t� CITY ZIP TELEPHONE NUMBER 7 "'7• EXISTING REOUIRED DEDICATION RW Permit Required Street Use Permit Req'd 0 LL�'/�1'r/ NAME PROPOSED REMARKSLu Inspection Required O Sidewalk Required B i W W ADDRESS �J 1 ReVIe�I�(/l ?! A ru�� Merr;� Z z r7 1�i i" 0(, 1� t 5 r! a CITY ZIP TELEPHONE NUMBER �r LP o*101 `/c�9 �5 85 - 8%4PP �.. - ,.. . - ... - - .., - - _ .. .. - NAME •- t. •:� ` .. - / �OC �/ llC7 ENGINEERING � 22 MEMO DATED REVIE Y ?01_S �, cc ADDRESS G 1� O METER SIZE BUILDING SUPPLY SIZE NO. OF FIXTURES U 2 CI ZIP TELEPHONE NUMBER W z 0 U l — REMARKS a 3 STATE LICENSE NUMBER EXPIRA ION DA E ' 5 O 9 0 ' 31V SIGN AREA SEPA REVIEW ADB N0. Legal Description of Property - include all easements ALLOWED PROPOSED COMPLETE EXEMPT / /D SHORELINE ,6 I N� F� t'IVARIANCE EX OR CU PjqkNNING REVIEW BY DAT ti�� < SETBACK F T H GHT �► LOT COVERAGE Z z u0i zi Property FRONT SIDE REAR/ REMARKS q Tax Account a g Parcel No. NEW RESIDENTIAL PLUMBING ADDITION 21 COMME ll , E] MECHANICAL G Y� APT. BLDG. REMODEL SIGN GRADING FENCE .... REPAIR CYDS. i L_ 'x_F.T) CHECKED-SY- - -.- TYPE-OF•CONSTRUCTION .� =� �r+'I DE ' CO "' '" HT ` HEIGHT :. ,❑ SWIM POOL HOT TUB SPA DEMOLISH WOODSINSERT HOT .s 1r, -•...F_ SPECIAL INSPECTOR REQUIRED YES AREA ZIV OCCUPAN GR Q� OCCUPANT LOAD7pO RETAININGGARAGE WALL/ CARPORT RENEWAL / ,I v MARKS .�} ROCKERY z 0 (TYPE OF USE. BU INESS OR ACTIVITY) PLAINf-� PROGRESS INSPECTIONS PER UBC 305 = ... U W NUMBER NUMBER OF CRITICAL 7h��Pm�. 1 SEG 91 VIAQ O O STORIES 2 DWELLING UNITS AREAS "L) N MBER 59 zvftLrQes/&(,6 �C yQa.SAN, DESCRIBE WORK TO BE ONE (ATTACH PL T PLAN) �CL7 (/�—/ 7 V O� / FINAL INSPECTION REOUIRED 1Ptl.'9lLR% h:. VALUATION iaiiii�FEE �S PLAN CHECK FEE • HEAT SOURS �' nG �I GLAZING1,57 BUILDING (p % PLUMBINGPlan d -j Check No.Ili" 2 �/ MECHANICAL /V7 Ilvvaa��•I� This Permit covers work o be done on prlvate property ONLY. GRADINGIFILL Any constructionon the public domain (curbs, sidewalks, driveways, marquees, etc.) will require separate permission. STATE SURCHARGE Permit Application:180 Days ' Permit Limit: l Year - Provided Work Is Started within 180 `Days STORIw DRAINAGE FEE "Applicant, on behalf of his or her spouse, heirs, assigns and ENO. INSPECTI ` FFE�' successors in interest, agrees to indemnify, defend and hold tJu harmless the City of Edmonds, Washington, Its officials, x employees, and agents from any and all claims for damages of iwhatever nature, arising directly or Indirectly from the Issuance of this permit: Issuance of this permit shall not be deemed to PLAN CHECK DEPOSIT cmodify, waive or reduce any requirement of any city ordinance. x nor limit in any way the City's ability to enforce any ordinance provision." TOTAL AMOUNT DUE C_C I hereby acknowledge that I have read this application; that the Informatloh-given Is correct; and that I am the owner, or th.eduly ATTENTION APPLICATION APPROVAL �� ' , •, authorized agent.Qf the owner. I agree to comply with city and state,lav+s regulating -construction; and in doing the workauthoriz- THIS PERMIT AUTHORIZES This application is not a permit until ad thereby, no person• will be employed in violation of the Labor . ONLY THE signed by the Building Official or his/her F ` Codb of the State of Washington relating to Workmen's Compensa- WORK NOTED Deputy; and fees. are paid, and receipt is tIon-insurance. INSPECTION acknowledged In space provided. ATURE (OWNER OR A I DATE. SIGNED DEPARTMENT CITY OF OFFICIAL'S SI NATURE DATE EDMONDS �,- ATTENTION CALL FOR INSPECTION REL DATE IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE 771-0220 UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR ORIGINAL — File YELLOW — Inspector A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. UBC VP"4CHAftTER 3. PINK — Owner GOLD — Assessor,, "'""�oz•eT" CITY OF EDMONDS USE 'v PERMIT ZONE NUMBER 3t�7�5 CONSTRUCTION PERMIT APPLICATION ,toe �•� � ADDRESS 1 �� ' �sUITE:APTa (/V OWNER N/A�ME'NAME OF BUSINESS Q/,Q / /-4190` P00 LEGAL DESCRIPTION CHECK SUBDIVISION NO. LID NO Z MAILING ADDRESS 3. O Ifv / aQ y1VW PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP. EXISTING REQUIRED DEDICATION TESCP Approved RW Permit Required Street Use Permit Req'd f9 9ITY 0 ZIP TELEPHONE NUMBER ON� PROPOSED Inspection Required Sidewalk Required O la NAME "'777 R��/ METER SIZE LINE SIZE NO. FIXTURES PRV REQUIRED YES 0 NO O a 3 u: u ADDRESS = ez ml REMARKS Z U �C � z a CIT ZIP are BIZ TELEPHONE NUMBER 383- 8 (� 1 + I (� Y OI i l7 i NA \ O Z z oy ENGINEERING MEMO DATED -7 REV jEW D Y ClJ &Ilnl�Ae TEL PZFO NUM 671500 FIRE MEMO DATED REVIEWED 6Y STATE LICENSE NUMBER E IRATI N DATE C OZ 3p �.► SIGN AREA SEPA REVIEW ADS N ALLOWED PROPOSED COMPLETE EXEMPT (//•t\// EXP _ ;C Z o 2 NWe 0 Legal Description of Property - include all easements � / �^ D I A (i / (� YY�ir HORELINE a �.� �9/i S o1 ✓mob. -;�VARIANCE,_ OR CU , PLA ING REVIEW BY D TE TE SETBACKS —��T —.. FRONT /,� SIDE REAR HIGH LOT COVE GE Property TeX Account REMARKS -Parcel No.:* QNEW RESIDENTIAL D PLUMBING ADDITION ® COIYiFAA Al� MECHANICAL REMODEL � APT. SLOG. El SIGN CH�BY TYPE OF CONSTRUCTION CODE OCCUPANT GROUP REPAIR GRADING CYOS. � FE( NCE x—� DEMOLISH ❑ INSERTTOVE SWIM POOL HOT TUB/SPA RETAININPANT CARPORT 1:1ROCKERY G WALL/ El RENEWAL SPECIAL INSPECTOR REQUIRED YES AREA A OOADGARAGE REMARKS O PROGRESS INSPECTIONS PER UBC 305 (TYPS OF USE, BUSINESS OR ACTIVITY) EXPLAIN: NUMBER NUMBER OF CRITICAL I /.' tr 14W 10 %:lW541✓ OF AREAS STORIES owe UNITS DWELLING INUMBER <)l � s,� QOA DESCRIBE WORK TO SE DONE (ATTACH PLOT PLAN) V /V-/�� / I� � G 99l V/fit Co ! f FINAL INSPECTION REQUIRED VALUATION I FEE PLAN CHECK FEE BUILDING _ HEAT SOURCE: $//�� GLAZING 0 PLUMBING XI ��/r /0 Plan Check No. MECHANICAL /Q r a /r This Permit covers workto be done on private property ONLY. GRADINGIFILL Any construction on the public domain (curbs, sidewalks, driveways, marquees, etc.) will require Separate permission. STATE SURCHARGE _ Permit Application: 180 Days STORM DRAINAGE FEE Permit Limit: 1 Year - Provided Work Is Started Within 180 Days v ENG. INSPECTION FEE "Applicant, on behalf of his Or her spouse, heirs, assigns and successors in interest, agrees to indemnify, defend and hold harmless the City of Edmonds, Washington, its officials, •employees, and agents from any and all claims for damages of whatever nature, arising directly or indirectly from the Issuance of this permit. Issuance of this permit shall not be deemed to PLAN CHECK DEPOSIT modify, waive or reduce any requirement of any city ordinance nor limit In any way the City's ability to enforce any ordinance TOTAL AMOUNT DUE DAIL), provision." / a � I hereby acknowledge that I have read this application' that the information given is correct; and that I am the owner, or the duly ATTENTION APPLICATION APPROVAL authorized agent of the owner. I agree to comply with city and state laws regulating construction; and in doing the work authoriz• THIS PERMIT AUTHORIZES This application is not a permit until ed thereby, no person will be employed in violation of the Labor ONLY THE signed by the Building Official or his/her Code of the State of Washington relating to Workmen's Compensa• WORK NOTED Deputy; and fees are paid, and receipt is tion Insurance and RCW 18.27. INSPECTION acknowledged in space provided. IGNATURE (OWNER OR AGENT) DATE SIGNE DEPARTMENT ' -- -^ • • ^ • • -•--- L CITY OF OFF I L� SIG ATURE DATE EDMONDS �C• - Z Z - `j ATTENTION CALL FOR ELEAS 0 DATE INSPECTION 6 IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR w�o 771O1 ORIGINAL — File YELLOW — Inspector A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. UBC CHAPTER 3. PINK — Owner GOLD — Assessor 10247 "r� alga -199 City of Edmonds Critical Areas Checklist The Critical Areas Checklist contained on this form is to be filled out by any person preparing a Development Permit Application for the City of Edmonds prior to his/her submittal of a development permit to the City. The purpose of the Checklist is to enable City staff to determine whether any potential Critical Areas are or may be present on the subject property. The information needed to complete the Checklist should be easily available from observations of the site or data available at City Hall (Critical Areas inventories, maps, or soil surveys). An applicant, or his/her representative, must fill out the checklist, sign and date it, and submit it to the City. The City will review the checklist, make a precursory site visit, and make a determination of the subsequent steps necessary to complete a development permit application. With a signed copy of this form, the applicant should also,submit a vicinity map of the parcel with enough detail that City staff can find and identify the subject parcel(s). In addition, the applicant is encouraged to include any other pertinent information or studies in conjunction with this Checklist to assist staff in completing their preliminary assessment of the site. I have completed the attached Critical Area Checklist and attest that the answers provided are factual, to the best of my knowledge (fill out the appropriate column below). Owner / Applicant: City of Edmonds Name Public Works Division Title 200 Dayton Street Street Address Edmonds, Washington 98020 771-0235 City, State, ZIP Phone igna a Date Applicant Representative: Noel Miller, P.E. Name Superintendent of Public Works Title 200 Dayton Street Street Address Edmonds, Washington 98020 771-0234 City, State, ZIP Phone 3- 12- 93 Signature Date Critical Areas Checklist Site InformatiQa Public Works Project Name: Operations & Main t.Centrpermit Number: Site Location: 7105 212th St. SW Property Tax Account Number: 5669-006-006-00-02 Approximate Site Size (acres or square feet): 4.3 Have you filled out a Critical Areas Checklist for a project on this site before? General Site Conditions No 1. Has the site been cleared or logged? Partially Date of most recent action: 1988 l i 9 2 Soils / Topography 2 In the Snohomish County Soil Survey, what is the mapped soil type(s)? Urban Land 3. Describe the general site topography. Check all that apply. Flat: less than 5 feet elevation change over entire site. XX Rolling. slopes on site generally less than 15% (a vertical rise of 10 feet over a horizontal distance of 66 feet.) Hilly: slopes present on site of more than 15% and less than 30% ( a vertical rise of 10 feet of horizontal distance.) Steep: grades of greater than 30% present on site. 1 STREE, T FILE Comments HydrologyNegetation 4. Site contains areas of year-round standing water: No 5. Site contains areas of seasonal standing water: Yes Approx. Depth: 1 6. Site is in the floodway No floodplain No of a water course. 7. Site contains a creek or an area where water flows across the grounds surface? No flows are year-round? No Flows are seasonal? No 8. Site is primarily: forested ; meadow ;shrubs ;mixed XX 9.. Obvious wetland is present on site: Yes 10. Wetland inventory or map indicates wetland present on site: No 11. Critical Areas inventory or map indicates any Critical Area on site: No For City Use:Only CIVIC CENTER NOTIFICATION OF LOT AGGREGATION Cj �'✓ EDMONDS, WA 98020 O WHEREAS, Lots 6,7,8,9,10 of Block 5, Seattle Heights Division Number 4, recorded at book Volume 9, page 1 1 of the record of Snohomish County, were created in 191 1; qtq WHEREAS, the owners of said lots have applied for a building permit to erect a structure across the internal lot line between said lots, violating required side yard set backs established by City ordinance; and C3 WHEREAS, the owners desire to aggregate said lots into one building lot in order to remove side yard set backs and receive a building permit; NOW, THEREFORE, the undersigned property owners, as the owners of Lots 6,7,8,9,10 of Block 5 Seattle Heights Division Number 4, in the city of Edmonds, Washington, do hereby aggregate said lots into a single building parcel. This notification is being recorded in order to confirm the aggregation so that a building permit may be issued by the City of Edmonds to construct a building across said lot lines, without the imposition or requirement of normal setbacks along the common border of the lots. The City will apply setbacks to the newly aggregated lot only along the perimeter of the newly aggregated lot in accordance with current ordinance. By this notification, the owners bind themselves, their successors, heirs and assigns, to treat Lots 6,7,8,9,10 of Block 5, Seattle Heights Division Number 4 as one lot and to commit to re subdivision of the lots in accordance with provisions of law and ordinance prior to any future sale of less than the entire newly created parcel. DONE THIS day of 1993. PROPERTY OWNERS: �ON STATE OF WASHINGTON ) ) ss. COUNTY OF SNOHOMISH ) I certify that I know or have satisfactory evidence that XCtu'uc 111 --1 b-�L is the person who appeared before me, and said person acknowledged that (h she sip=ned this instrument, on oath stated that (h she) was authorized to execute the instrument and acknowledged it as the _)II at. c-U of The City of Edmonds to be ,the free and voluntary act of such party for the uses and purposes mentioned in the instrument. Dated: C)C(~£��-v c-��I I I I q 3 - Ll � �' J; ". C - - ( .. �� NOTARY PUBLIC in and fo }the State of Washington, residing at: My Commission expires: . I ' ( (. . i � . 2 . 3 � ♦ • 5 � 8 . � 6 eu��e�Hs 2 eetsNo srrwrw� I 1s,cn � >v1+" 3bm ' SITE SECTION A RT �17. , I N ¢' ' ¢4• fo4. � - -- Z 10.- a 1 . 1 ------ wur«o euanelo t i I � Iowa urn ri..ms , e ' COVI. nORAQR 1 p ,.T I � , .� vowmWn M OT „"• L� — ae' , Awm-. PNAM 2 8RE PLAN E .. STREET FILE CITY OF EDMONDS CONSTRUCTION PERMIT APPLICATION OWNER NAME/NAME OF BUSINESS , , ,_. , -F T:.frn.,,,r1 c - A Ill i l^ Works ISE PERMIT e7 !ONE NUMBER �7 IOB / UITE/APT p kDORESS .EGAL DESCRIPTION CHECK SUBDIVISION NO. LID NO. PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP. TESCP App1- ❑ RW Parmit Required ❑ EXISTING REQUIRED DEDICATION Slraat Uee Permit Req'd ❑ U l� ' Ineoearon Required PROPOSED Sidewalk Required ❑ E METER SIZE LINE SIZE NO.OF FIMRES PRV REQUIRED ; YES ❑ NO ❑' REMA K Ira amlw& 17455 - 68th Ave. N1; 9f1UL f_, � , CITY ZIP 7ELEPHONE,NUMBER 7 Bothell 98011 487-1'680 RE MEMO DATED! STATE LICENSE NUMBER EXPIRATI DATE.2.` SIGN AREA ` CAIDECI094J5 _ ALLOWED PROPOSEDS; Legal Description of Property - incl. ude;all`easements is 6 +VARIANCE,OR CU - Block 6 Plat of Seattle Hts.._ ... - ....... SETBACKS —.FEET Division #4- .. .. .. r..: ,•.: -� !FRONTSIDE ..... .. Tax Accountk-J Parcel NM KNEW ❑,. RESIDENTIAL' ❑ PLUMBINGIMECH ❑ADDITIONS' ❑T CO MERCIAL" . � COMPLIANCE Oq CHANGEOFUSE - ❑ REMODEL ❑ REPAIR L/�34C- ❑•} ❑ SIGN,.: FENCE '• CHECKED BY _ /- TYPE;OF CO ,❑ QRADINO CYOS. ❑ DEMOLISH WOODS 'El INSERT ❑ SWIM POOL.,_ HOT TUB/SPA SPECIAL INSPECTOR •gEOUIRED. E3 YES .. AREA GARAGE RETAINING WALWALL/W CARPORT ROCKERY ❑ RENEWAL .-.,....., ® ❑ ,,.. !(TYPE OF USE. BUSINESS'OR'ACTIVITY)'EXPLAIN:- d t e for vehicles & fnateriell" REMARKS . PROGRESS INSPECTIOI SEPA REVIEW ADS NO P_LETEy EXEMPT a 0SHORELINE 1. - NI REVIEWJ1Y DATE E. HEIG OT COVERAGE ('.TION COD ' GAF OCCUP I.' LOAD 7. S%PER UBC 108 I;,Ovt:L s or 3TELC; NUMBER NUMBER OF ICICAL'.:.-=-. �- .'•:/yy: 1 OF DWELLING NUMBEFI STORIES UNITS "`� + ' DESCRIBE WORK TO BE DONE (ATTACH PLOT PUN) Install concrete. piers and" ere f-. iI ... .:" :FINAL INSP..ECTION,REOI VA exisiti steel bdil:di 'relocated PLAN CHECKeFEE ' from the Edmonds WIJTP ' BUILDING HEAT SOURCE: ' i G. ING oa . None 0 PLUMBING - - /�) / Plan Check No. l///� -. 2-7 Z MECHANICAL GRADINGIFILL This Permit covers work to be done on private properly ONLY. Any construction on the public domain (curbs, sldewPlks, driveways, marquees, etc.) will require separate permission. STATE SURCHARGE Permit Application: 180 Days STORM DRAINAGE FEE Permit Limo: 1 Year - Provided Work is Started Within 180 Days . "Applicant, on behalf of his or her spouse, heirs, assigns and ENO. INSPECTION FEE in Interest, agrees to indemnify, defend and hold Its wsuccessors officials, harmless the City of Edmonds, Washington, from any and all claims for damages of PLAN CHECK DEPOSIT employees, and agents whatever nature, arising directly or indirectly from the Issuance of this permit shall not be deemed to 0 of this permit. issuance modify, waive or reduce any requirement of any city ordinance i nor limit in any way the City's ability to enforce any ordinance TOTAL AMOUNT DUE provision." I hereby acknowledge that I have read this application; that the ATTENTION information given Is correct; and that I am the owner, or the duly authorized agent of the owner. I agree to comply with city and THIS PERMIT state laws regulating construction; and In doing the work authoriz• will be employed In violation of the Labor AUTHORIZES ONLYWORK ed thereby, no person Code of the State of Washington relating to Workmen's Compensa• NOTED tion Insurance and RCW 18.27. DATE SIGNED INSPECTION DEPARTMENT SIGNATURE (OWNER OR AGENT) TY OF EDIMONDS CALL FOR ATTENTION INSPECTION IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE L OR 771 LoAA`o INSPECTION E MADEEN ANDA AN CE TIFICATE OFOCCUPANCY HAS GRANTED. UBC APPLICATION APPROVAL This application Is not a permit until signed by the Building Official or his/her Deputy; and fees are paid, and receipt is acknowledged in space provided. ORIGINAL —File YELLOW — Inspect PINK — Owner GOLD — Assessor :•- er .;R.s- aj�.T;"-�.�;:,�Tet�iA - n.,r. + . ,=;pe�.�,� ,,�,.�.,.p,�; „�p�• ,r�p',e�a...�,�p;•�ww•,'w,inr r•ae�!!_,,Rg._,.y.�..�..�.,�.� t; f Edm All City o on RIGHT-OF-WAY CONSTRUCTION PERMIT Permit Number. I $ 1/ Issue Date: i A. Address or Vicinity of Construction: 7110 210 St SW & 7112 212 St SW j 8 a B. Type of Work (be specific): Install 2" Plastic IP Main in 72 Av W from 9p-19 321N to 693'S centerline of 210 St SW P Per Job & drawing# 9322184 C. Contractor: Washington Natural Gas Company Contact: Frank Swan Mailing Address: 815 Mercer Str, Seattle WAPhone: 224-2278 State License #: - Liability Insurance: Bond: $ l _ D. Building Permit # (if applicable): Side Sewer Permit # (if applicable): E. ❑ Commercial ❑ Subdivision ❑ City Project gg Utility (PUD, GTE,' WNG, CABLE, WATER) ❑ Multi -Family ❑ Single Family ❑ Other INSPECTOR: I INSPECTOR: F. Pavement or Concrete Cut : ® Yes ❑No G. Size of Cut: 9 (2 x ) H. Charge ' II, APPLICANT TO READ AND SIGN :U INDEMNITY: Applicant understands and by his signature to this application, agrees to hold the City of Edmonds harmless from injuries, damages, or claims of any kind or description whatsoever, foreseen or unforeseen, that may be made against the City of Edmonds, or any of its departments or employees, including or not limited to the defense o f any legal proceedings including defense costs, and attorney fees by re7 of granting thispermit. THECONTRACTOR IS RESPONSIBLE FOR WORKMANSHIP AND MATERIALS FOR A PERIOD OF ONE YEAR FOLLOWING THE FINAL INSPECTION AND ACCEPTANCE OF THE WORK. ESTIMATED RESTORATION FEES WILL BE HELD UNTIL THE FINAL STREET PATCH IS COMPLETED BY CITY FORCES, AT WHICH TIME A DEBIT OR CREDIT WILL BE PROCESSED FOR ISSUANCE TO THE APPLICANT. Construction drawing of proposed work required with permit application. A 24 hour notice is required for inspection; Please call the Engineering Division, 771-0220. Work and material is to be inspected during progress and at completion. Restoration is to be in accordance with City Codes. Street shall be kept clean at all times. Traffic Control and Public Safety shall be in accordance with City regulations as requiredby the,City,Engineer. All street cut ditches shall be patched with asphalt or City approved material prior to the end of the working day; NO EXCEPTIONS. 1 have read the above statements and understand the permit requirements and the pink copy of the permit will be available on site at es for inspection purposes. Signature: ! Date: March 9, 1994 (Contractor or Agent) CALL DIAL -A -DIG PRIOR TO BEGINNINOVORK FOR CITY USE ONLY , APPROVED BY: RIGHT OF WAY DEPOSIT T/4, i TIME AUTHORIZED: VOID AFTER DAYS DISRUPTION FEE/FUND 111: SPECIAL CONDITIONS: CI&S G0mc&�. -no+- RESTORATION FEE: ' / PERMIT FEE: J jj V+VK4•,• AoJeJe TOTAL FEE COMMENTS: ` ?n .L "RECEIPT FEE: DATE: ` —� ISSUED BY: - f r— 100, r. NO WORK SHALL BEGIN PRIOR TO PERMIT ISSUANCE Engrg. Div. 1991 FIELD INSPECTION NOTES Comments: Diagram CONTRACTOR CALLED FOR INSPECTION Partial Work Inspection by P.W.: Work Disapproved By: FINAL APPROVAL BY: (Fund 111 - Route copy to Street Dept.) ❑ YES Date: Date: ❑ NO -PRoPOSSD-DSPTH 0 C►7Y OF SDMOMDS RD.IMPRovEMSUT PRo7ECT. MH)rVTA/kf A 3' M►)J. SLPERH-r►oA/ PzoM )JSW �Avl Aja PRor-1 LE AA v = 1 " = 5' H= 1" =30' NOTES: EDMONDS 1.) FIELD LOCATE ALL UTILITIES CALL 1-800-424-SSSS 48 HOURS BEFORE DIGGING 2.) INSTALL LOCATING WIRE OVER ALL PE DIRECT BURIAL PIPE 3.) INSTALL A ONE POUND ANODE FOR EVERY 1000. OF LOCATING WIRE 4.) SURVEY IS NOT REQUIRED S.) MAINTAIN A MINIMUM OF S' HORIZONTAL AND A 3' VERTICAL CLEARANCE FROM ALL CITY UTILITIES AND APPURTENANCES 6.) CUTS IN PAVING ARE SHOWN AS $ 7.) _9 _ CUTS ANTICIPATED 8.) COMPLETE EXPOSED PIPE CONDITION REPORT WNG FORM IS63.13 (D-1) 9 z X F- " P� � �� 78 - 3ro3 S 3 _z P2s CAP 52.- o50 7 z c-'." X C300 Ps sLL 6o- 485 G -rSs'T LsAD a kitRrs- O- 30 5 10' # _-Bo>(_( 10 TEST LSnD W I RLG _ 85- 930 4 1 p." -rRAAJSI7'IOAJ Alm 78- 800 3 4 E" _P_/_TTI SHORT STOT-PeP, H I'y / 90 76 743 # 14 GAUGE-x>SiLCT WIRE 85 940 -'►.._- " SDR- I I PC-- P)PS 70- RGO ITEM QUANT. DESCRIPTION STOCK NO. BILL OF MATERIAL PERMITS: �DMO1lfDS 1 /4 SEC: SW R-O- F-7 - 4 PLAT: IG3 - 70 OP MAP: {ro0 - (08 AREA: -►�� TAX CODE: jW r..�� SEQ. NO:NaturN - — AVvb-4 briEErefwCorrpcYV D.G.R: 4 - E�5 - 94- R1( SDR - I I Pe 11= MAIM E>T. To : -7 1 4 z z i 2. ST SW DESCRIPTION . - - - RFVISIONS DWN: p • -DAO DATE I BY I APP'D ICHK'D: SCALE "= 50' 03 /04 /94 IR G045- 3-L RR -- A JOB 9 3 z a a 84 DRAWING \PP RROPOSSD NEVJ PAVING PER CITY OF EDMoNDS RD.1MPR0VEMEAUT PROTECT. PROPOSED -DEPTH OF- GHS MAIN MAINTAIN A 3' MI". SrzPSRp-r10K/ FROM l.IEW PAVI tiG 2x • GRADE TO 8E REMOVED 1 ; • , i 1 ; , , 1 I t 1 1 1 1 + 1 , 1 ; , � ' ! 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COMPLETE EXPOSED PIPE CONDITION REPORT WNG FORM 1563.13 (D-1) - --- ----- _ — ----- -- -- -- -- - — - - - - - --- - ----- - — -- --- -- - --- --- - - -- ----- --- — - — — - --- -- -- --- --- -- --- -- - - -- ---- _ 10 -------------------------------- --- 9 c �x-�-+-," PE -yiss - — PFs CAP---------- 78 - 3G3. 5z- G50 i z z1t x 9o' PE rsLI Go- 485 G a TEST L.r--AD _ 8O.( _(z k//R O- 30-7 ,_ 10' 4- (o TEST LP/-)D W►RS 85 93C 4 _( Z" -rRANStTIoN P/TrINCT 78- 800 3 �c SHORT STOPPeR H /7 (90 %6- 743 -'_ Sz5' # 14 GAUCT ?DETECT WIRE 85' 940 1 525' �� SDR- 11 PL PIPS 70- F-rnC ITEM I OUANT. DESCRIPTION STOCK NO. BILL OF MATERIAL PERMITS: �DMO/jlDS - 1 /4 SEC: sc ut R-O _ P-7 - 4 ----- PLAT: I G 5 - 70 OP MAP: lro0 - Ge rem AWd�tonEnerWCbmpaw AREA: TAX CODE: D.G.R: 4 - 2� - 94 aIf STAR - I I RE I P MAI II E�,1T. To : 71 4 Iz R i 2. ST S VJ DWN: P -DAO CHK'D: — �Z SCALE: "_ ��' 03 /04 /94 ' 3 / O / c3 / <A P:i -. �, IR G,O43- 3 I RR JUB 9 3 z z 8 4 NO. DESCRIPTION DATE BY APP'D .. _._ SFVISI( NS oRnwiHc 9 3 Z F.164 Tl�l PART 1/4, 016-m--`1"HE SEC., THE SE 1/4 SE 20, Nag Re Womo S140HOMISH COUNTY, WASHINGTON MODULAR BLOCK — RETAINING WALL ssvk TOP" 411.50 E 395 f;8 104' 13' 181 _. 24' 18' 6' GENERAL NOTES 1. SITE DIMENSIONS AND HORIZONTAL CONTROL IS SHOWN AT SHEET A 1.01. 2. ALL WORK ON THE CIVIL SHEETS IS BASE BID, UNLESS NOTED OTHERWISE. 3. COORDINATE UTILITY SERVICES POINT OF CONNECTION WITH APPLICABLE SUBCONTRACTORS PRIOR TO ANY TRENCHING. 4. EXISTING TOPOGRAPHIC DATA SHOWN ON THIS SHEET DOES NOT REFLECT CONDITIONS AT BID TIME. CONTRACTOR SHALL REFER TO THE UPDATED TOPOGRAPHIC SURVEY LOCATED WITHIN THE BID SET, AND SHALL RLVIEW THE SITE TO ASCERTAIN ACTUAL SITE CONDITIONS. 5. EXISTING STORM DRAINAGE LINES LOCATED UNDER AND WITHIN 5' OF ANY STRUCTURE SHALL BE REMOVED AND THE TRENCH BACKFILLED WITH STRUCTURAL FILL. 6. CONTRACTOR SHALL CONNECT,THE BUILDING DOWNSPOUTS TO THE SITE DRAINAGE SYSTEM. PIPING CONNECTIONS SHALL BE 6" AT 1 of MINIMUM SLOPE, EXCEPT WHERE CONSTRUCTION NOTES NOTED OTHERWISE. SEE ARCHITECTURAL DRAWINGS FOR DOWNSPOUT LOCATIONS. (SOT U E CLEANOUTS SHALL BE PROVIDED AT 100' MAXIMUM SPACING. �T.�.I��`�1�—E-�SSS'I�Tf'V�CL�'t'iL��T'T' �y1�^e-n ?v•rC r1nTs7rnlr � v � nnrr•n �T� TL�191 s-r1-'�. 7YTC1�Tl,�Ct'7'T,. A-•,7T�i^1,f ' pT,�rn�r-PE�aB1�1�T.4, �� 7. CLEAR AND GRUB THE SITE, AND THE ADJACENT PART OF 210TH STREET AND 72ND MA AVENUE TO THE EXISTING PAVEMENT, EXCEPT WHERE NOTED AS "TREE SAVE AREA rrvn= r rnr msn�sS 8. REFER TO SHEET A2.1 FOR LOCATION OF CATCH BASINS NO 3A, 4, 4-1, 4-2, 4-3, AND 4-4. � T9, IMPROVEMENTS SHALL BE PERFORMED BY OTHERS CONCURRENT WITH THIS PROJECT AT SCALE ; 1" 0' 301 O 72ND AVENUE WEST AND 210TH STREET SW, INCLUDING STORM, WATER, CURB AND APPROXIMATE LOCATION OF ASPHALT PLANNINGS STOCKPILE. OCKPILE. SEE UPDATED TOPO AND SEE SPECIFICATIONS FOR USE OF PLANNINGS GUTTER, SIDEWALK, AND PAVING. CONTRACTOR ON THIS WORK SHALL COORDINATE WITH OFF -SITE CONTRACTOR FOR POINTOF CONNECTION AND GRADE TRANSITIONS. ALTERNATE D -I -PROVIDE 4" COMPACTED THICKNESS CRUSHED SURFACING TOP 10. REFER TO SPECIFICATION SECTION 01010 FOR OWNER'S USE OF THE SITE DURING THE ' O COURSE AT SOUTH END BUILDING 2. PROJECT, I O ALTERNATE D - 2 - DELETE REINFORCED SLAB AND PROVIDE LIGHT DUTY ALTERNATE No. A-3 - SEE C2 PAVEMENT AT FUEL ISLAND. E ALTERNATE A - I, A - 2 - DELETE CRUSHED SURFACING TOP COURSE _I APPROXIMATE LIMITS OF CONSTRUCTION EASEMENT 5 PEAT - SEE GEOTECHNICAL ACQUIRED BY OWNER / P.O.C. 387.13*_; REPORT INLET ROCKERY -- 399.8 I E. = 397MAX HT - 3' ,00 `0 88"9B ./�.. �6 I-` N 678 SLOPE BACK @ 211 - 5 2 F12tY FIR ' - �^ Z�0 c r 6- PINE C.B R 18 6944s• r 2 Yr1ji _. F R ram..-. 3„ 97.1.7 - � ,/• I — - - ----...-• 1R R _ FOUNDs VICINITY MAP N.T.S. Union Depot Historic District 1701 Commerce TOccma• Washington 98402-3207 206-383-8700 Percival Landing 218 112 West 4th Avenue Olymp a. 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WHILE THIS INFORMATION IS BELIEVED TO BE RELIABLE, _396.5 , AHBL CANNOT ENSURE ITS ACCURACY AND THUS IS NOT RESPONSIBLE FOR THE 3Z ACCURACY OF THAT INFORMATION OR FOR ANY ERRORS OR OMISSIONS WHICH MAY HAVE BEEN INCORPORATED INTO.THESE DRAWINGS AS A RESULT. CB# 14, Type 1 TRENCH NOTE RIM = 398.50 IE IE = 395.31 = 395.31 15" 12" IF WORKERS ENTER ANY TRENCH OR OTHER EXCAVATION FOUR OR MORE FEET IN DEPTH THAT DOES NOT MEET THE OPEN PIT REQUIREMENTS OF WSDOT SECTION 2-09.313►B, IT SHALL BE SHORED AND CRIBBED. THE CONTRACTOR CB# 15, Type 1 ALONE SHALL BE RESPONSIBLE FOR WORKER SAFETY AND AHBL ASSUMES NO RESPONSIBILITY. ALL TRENCH SAFETY SYSTEMS SHALL MEET THE RIM = 398.50 REQUIREMENTS OF THE WASHINGTON INDUSTRIAL SAFETY AND HEALTH ACT, IE = 395.71 8" & 12" CHAPTER 49.17 RCW. CB# 15,.1, Type 1 UTILITY NOTE RIM IE = 399.00 = 396.37 8" THE LOCATIONS OF EXISTING UNDERGROUND UTILITIES ARE APPROXIMATE ONLY AND HAVE NOT BEEN INDEPENDENTLY VERIFIED BY THE OWNER OR ITS REPRESENTATIVE, THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATION CB# 16, Type 1 OF ALL EXISTING UTILITIES BEFORE COMMENCING WORK AND AGREES TO BE FULLY RESPONSIBLE FCR ANY AND ALL DAMAGES THAT HAPPEN DUE TO THE RIM = 399.00 CONTRACTOR'S FAILURE TO LOCATE EXACTLY AND PRESERVE ANY AND ALL IE = 396.23 8" & 12"? UNDERGROUND UTILITIES. AHBL ASSUMES NO LIABILITY FOR THE LOCATION OF UNDERGROUND UTILITIES. CB# 17 T e I YP RIM = 399.00 IE = 395.96 8" CB# 18, Type 1 (Off Site) ri00. DD RIM IE 09k3¢ 8° G5L4�7T�D 3 86. 7U'f'-8 * CATCH BASIN PIPE LENGTH DIAMETER SLOPE CB 1 - CB 13 65 LF 16" C905 @ 0.50% CB 13 - CB 14 80 LF 15" @ 0.50% CB 14 - CB 15 80 LF 12" @ 0.50% CB 15 - CB 16 50 LF 12" @ 0.50% CB 16 - CB 17 55 LF 8" @ 0.50 % CB 1 - POND 20 LF 18" C905 @ 0.50% rr CATCH BASIN PIPE LENGTH f DIAMETER SLOPE CB 4 - CB 4-1 66 LF 8" @ 0.50% CB 4-1 - CB 4-2 55 LF 8" @ 1.00% CB 4-2 - , B 4-3 50 LF L 8" @ 1.00% CB 4-3 - CB 4-4 42 LF @ 1.00% CB 13 - CB 13-1 70 LF Ileii _W' C900 CB 13-1 - CB 13-2 62 I F /2" W. C900 CB 15 - CB -1 70 LF 8" @ 0.80% 50 1. STAKE/FLAG LIMITS OF CLEARING. 2. ARRANGE AND ATTEND PRE -CONSTRUCTION MEETING WITH CITY OF EDMONDS INSPECTOR. 3. L GRAVEL NSTRUCTION ENTRANCES. 4. S L 7 ,W N F EPTCtOT��NALES D SILT FENCES. AND 8A5/N 5. D- GR 6. ROUGH GRADE SITE, RELOCATION AND REPLACEMENT OF INTERCEPTOR SWALES AND OTHER FEATURES WILL BE REQUIRED AS CONSTRUCTION PROGRESSES. 7. INSTALL PERMANENT DRAINAGE FACILITIES. 8. INSTALL OTHER UTILITIES, WATER PIPES, ETC. 9. PROVIDE TEMPORARY CATCH BASIN PROTECTION. 10. FINAL GRADE. 11. PAVE SITE. INSTALL LANDSCAPING FEATURES. 12. REMOVE TEMPORARY EROSION CONTROL MEASURES AFTER APPROVAL BY OWNER AND THE CITY. SANITARY SEWER SCHEDULE INVERT LOCATION ELEVATION ITEM lgll f S 1 390.97 ± 8" X 6" SADDLE TAP AT EXISTING k SEWER, VERIFY INVERT ELEVATION IN FIELD 120LF6"@2% S2 393.37 20LF6"@2% S3 393.77 S2 TO 52.1 393.57 10 LF 6" @ 2 % Si l 383.00 ± WCATE EXISTING SIDE SEWER AND VERIFY INVERT ELEVATION 55 LF 6" DIP @ 10.4 % S 12, Tf D83. 39.s oa 45 LF 6" DIP @ 2% S 13,TW,50 LF 6 @ 2 % S 14 390.60 220 LF 6" @ 2 % S15 395.00 ` S 13 TO S 13.1 396.00 50 LF 6" @ 12.8 % S21 388.81 ± 8" X 6" SADDLE TAP AT EXISTING SEWER, VERIFY INVERT ELEVATION IN FIELD 75 LF 6" @ 8.25 % S22 395.00 �r1T TyP 1 �Qit/,�/OL sy,I.LL �it/,,oOP" Ta C17'� o , 69/✓ems S7-AlV�A e-.d WATER SYSTEMS SCHEDULE FIRE PROTECTION MAIN W1 CONNECT TO NEW 8" GATE VALVE INSTALLE-D BY OTHERS W2 8" X V MJ TEE 'WITH 8" X 6" REDUCER DOMESTIC WATER W 11 3" SADDLE TAP TO NEW 8" WATER MAIN INSTALLED BY OTHERS W12 4" MJ X FL TEE WITH 2" THRD FLANGE, 2" CORP. STOP WITH VALVE BOX, TYP 3 LO)CATIONS RETAINIP"' W A I I - BASE _W11%11 %L- r L 1IL I HII`IIIVU BASE BID WALL - SEE STRUCTURAL END BASE BID ROCKERY, BEGIN ALT. NO. A 3 ROCKERY APPROVED FOR CONSTRUCTION CITY ENGINEER DATE PARTIAL SITE PLAN(ALTERNATE No, A3) SCALE, I" = 30' SEE SHEET Al. I FOR OTHER CALLOUTS. 3PAVEMENT EWALK E ECOLOGY !Y OTHERS Y "TIMSE DRAWINGS ARE ISSUED FOR AGENCY PERMIT ffffihIft PURPOSES efitif-0N Union Depot Historic District 1701 Commerce Tacoma, Washington A 98402-3207 206 383-8700 (Tacoma) 206 753.0087 (Olympia) 206 383-8728 (Tax) Members of The American - Institute of Architects CITY OF EDMONDS ALTERNATE No. 3 SITE PLAN, NOTES, & UTILITY SCHEDULE all malenal appearing herein Constitutes the original and anpuhlished work of the architect and may not he duplicated .iced or disclosed without the Written co^sent of the architect O 1 2 3 4 k" no 7 20/t'7 Y STAPLES OR WIRE RINGS —`---� (TYPICAL) FILTER FABRIC MATERIAL MIRAFI 100; x OR EQUAL 2"x2"x14 GA WELDED WIRE FABRIC OR EQUAL . I v v • I I N .' '� y � yam` `< -T � 2"x4" DOUG. FIR - ELEVATION AT 4" OC 6" x 6TRENCH 2"x4' DOUG. FIR NOTES: OR EQUAL 1. PLACE 1' OF 3/4"-1.1 /2" FILTER FABRIC- WASHED ROCK -OR PEA GRAVEL MATERIAL 2"x2"x14 GA WWF ON BOTH SIDES OF FENCE TO CREATE A BEVEL SHAPE. 1"-1 1/2" WASHED ROCK OR PEA C" 2. FABRIC SHALL COVER BOTTOM GRAVEL OF 6"x6" TRENCH AND EXTEND BEYOND THE LIMITS OF THE 2" EXCESS GRAVEL IN ORDER TO MAINTAIN 11 AN EXCESS OVERLAP OF 2" OVERLAP 6"L - MINIMUM AS SHOWN - IN TYPICAL MIN CROSS-SECTION. 6" x 6" TRENCH SECTION KT*• ILT TIO C I I C3 NOT TO SCALE l 0 MIN U 5 IM o a .o 0 000 O V s ,1 If MINIM 00 NO � e 8• • . o oC��7 IXL�� O �- • •SRO O C e BE see ...� 25A RaA.0 WIC y 2 ORARY GRAVEL CONSTRUCTION _ C3 ENTRANCE NOT TO SCALE TEMPORARY GRAVEL CONS TRUC 77ON NOTES AGGREGATE.• BALLAST (WASH DOT STD. SPEC. 9-03.9(1). EN A DIMENSIONS: THE AGGREGA 7E LAYER MUST BE A T EAST 4 CH S IT' MUST EXTEND THE FULL WIDTH OF THE VEH A GRASS AND RESS AREA. THE LENGTH OF THE ENTRANCE MUST BE AT EAS -7 56-FEET. 0 WASHI F CONDITIONS ON THE SI7E ARE SUCH THAT MOST OF THE MUD IS NOT REMOVED FROM VEHICLE TIRES BY CONTACT WITH THE GRAVEL, THEN THE 77RES MUST' BE WASHED BEFORE VEHICLES ENTER A PUBLIC ROAD. WASH WATER MUST BE CARRIED AWAY FROM THE ENTRANCE TO A SETTLING AREA TO REMOVE SEDIMENT. A WASF•I RACK MAY ALSO BE USED TO MAKE WASHING MORE CONVENIENT' AND EFFECTIVE, INSTALLATION: THE AREA OF THE ENTRANCE SHOULD BE CLEARED OF ALL VEGETATION, ROOTS AND OTHER OBJECTIONABLE MATERIAL. THE GRA VEL SHALL BE PLACED TO THE SPECIFIED DIMENSIONS. ANY DRAINAGE FILTER FACILITIES REQUIRED BECAUSE OF WASHING SHOULD BE CONSTRUCTED 3 ACCORDING TO SPECIFICATIONS IN THE PLAN. IF WASH RACKS ARE USED, nT A.I—n THEY SHOULD BE INSTALLED ACCORDING TO MANUFACTURER'S INLET FILTER SPECIFICA 77ONS. NOT TO SCALE MAINTENANCE. • THE ENTRANCE SHALL BE MAINTAINED IN A CON0177ON WHICH WILL PREVENT TRACKING OR FLOW OF MUD ONTO PUBLIC RIGHTS -OF -WAY. THIS MAY REQUIRE PERIODIC TOP DRESSING W1 TH 2-INCH STONE, AS CONDITIONS DEMAND, AND REPAIR AND/OR ; LEAN OUT OF ANY STRUCTURES USED TO TRAP SEDIMENT. ALL MA 1ERIALS PILLED, DROPPED, WASHED •OR TRACKED FROM VEHICLES ONTO ROADWAY 01� INTO STORM DRAINS MUST BE REMOVED IMMEDIA TEL Y. FILTER FABRIC FENCE S,f i INLET FILTER ` FILTER FABRIC FENCE INLET FILTER A, r M1'.. _ ... ;1 �I w :' ;.• �"�..-. -. .. � "-T, .. i _ u..; �T SS �Wr 'Ji.S, ,. 1 'r _ ' Kil .� 711 p cu i a I _L:.-(^,-'7 It I �+ TEMPORARY GRAVEL Y f I t CONSTRUCTION ENTRANCE° a 1 Y. ,' • ;,t TEMPORARY GRAVEL) ' J • i ! roCNSTRUCTION ENTRANCE w I t. ^J( /(� I iT : 1 '.• SfxpIMEN�'ATIDN EXISTING `, 3 it 0/TC 12" CUL ERT t _, ti1 =F'{{ txlf .y` .,.n � �� •..T r � •l.<, r, ai 1 � �� r r^,f-Y„J"�''. I �' Jr�� ram.+. t a 1jI{I , , _ r . I`�~ I ... ` I ` {} .i I �r- --. {` ...M'/ -T- s . � �-, •�, t h SJ `, + a _ - ,T � - t..: J� !1 (sRAVEL CONE .RISER I r I /(� .F} '. € .A s d' Y'• ~ mil. •' w rw ,Y. <"..°, ,�,� ; r �r..•,A `_e G3� � 'S :c 7 ` 7' �f-, �' ..:.) �� r f •�� ' � pr �r .;vs f f 1 �s T.l .- .r ri.� .-ti. �sj, �.t.r :. � !�� .. • 'Y �'w. lcr :,.-. '•�� J •rrvr` f' 1 r, •'Y. .». .,�` ' ? , per h ' • a c C� -MAXIMUM WATER LEVEL o - 0 MIN. , NOT TO SCALE DEBRIS BARRIER (SEE DETAIL THIS SHT•) PERFORATED PIPE RISER iNTH HOLES DRILLED AT 0.33' HORIZ. do VERT. MAX. WATER SURFACE F— — — — — — — — l — EtEV 3.96 0 0 0 l 0 0 0 F/L TER FABRIC 0 0 0 L 0 0 0 0 ELEV 394.5 0.5' DEAD STORAGE O Q o 0 0 — BOTT. OF POND O ELEV 394 0 0 I' — 3' WASHED GRA VEL HEIGHTED BASE TO PREVENT FLOA77ON HYDROSEEDING NOTES 1. HYDROSEEDING SHALL BE APPAD TO SLOPES INDICATED. 2. HYDROSEEDING TO BE THE FOLLOWING MIXTURE: PERENNIAL RYE GRASS 39.2% CREEPING RED FESCUE -39.2% PREINOCULATED WHITE DUTCH CLOVER - 9.9% HIGHLAND BENT GRASS - 9.8% 3. APPLICATION TO BE 100 LBS/ACRE. 4. 500 LBS/ACRE 10-20-20 FERTILIZER, 2000 LBS/ACRE MULCH AND 40 LBS/ACRE SOIL STABILIZER (ESI) TAC OF APPROVED EQUAL) TO BE APPLIED WITH SEED MIXTURE. LEGEND SILTATION FENCE ---7�-- _ ---7�4-- --P 'V' DITCH ---�,. • • • —�,. APPROVED FOR CONSTRUCTION CITY ENGINEER DATE I ELEV J97 TOP OF BERM NATURAL DEPRESSIO NO BERM REQUIRED 1 (2 EXISTING 12" PfPE OUTLET CMP COUPLING I. E. = 393.93 EROSION C014TROL 140TES 1. ON -SITE CONTROL MEASURES SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. ANY PROBLEMS OCCURRING BEFORE FINAL ACCEPTANCE OF THE STORM SYSTEM BY THE ENGINEER SHALL BE CORRECTED BY THE APPLICANT. 2. i.o CASE EROC!Oiv OR SEDIMENTATION OCCURS TO ADJACENT PROPERTY OWNERS, ALL CONSTRUCTION WORK WITHIN THE DEVELOPMENT THAT WILL AGGRAVATE THE SITUATION IN THE FUTURE, MUST CEASE AND THE OWNER/CONTRACTOR WILL IMMEDIATELY COMMENCE RESTORATION METHODS. RESTORATION ACTIVITY WILL CONTINUE UNTIL SUCH TIME AS THE AFFECTED PROPERTY OWNER IS SATISFIED. 3. ALL EROSION AND SEDIMENTATION CONTROL DEVICES SHOWN ON THIS DRAWING SHALL BE INSTALLED PRIOR TO OR AS THE FIRST STAGE OF SITE PREPARATION. 4. SHOULD THE TEMPORARY EROSION AND SEDIMENTATION CONTROL MEASURES AS SHOWN ON THIS DRAWING NOT PROVE ADEQUATE TO CONTROL EROSION AND SEDIMENTATION, THE APPLICANT/CONTRACTOR SHALL INSTALL ADDITIONAL FACILITIES AS NECESSARY TO PROTECT ADJACENT. PROPERTIES, SENSITIVE AREAS, NATURAL WATER COURSES, AND/OR STORM DRAINAGE SYSTEMS. 5. IN ANY AREA WHICH HAS BEEN STRIPPED OF VEGETATION AND WHERE NO FURTHER WORK IS ANTICIPATED FOR A PERIOD OF 30 DAYS OR MORE, ALL DISTURBED AREAS MUST BE IMMEDIATELY STABILIZED WITH MULCHING, GRASS PLANTING, OR OTHER APPROVED EROSION CONTROL TREATMENT APPLICABLE TO THE TIME OF YEAR IN QUESTION. GRASS SEEDING ALONE WILL BE ACCEPTABLE ONLY DURING THE MONTHS OF APRIL THROUGH SEPTEMBER, INCLUSIVE. SEEDING MAY PROCEED, HOWEVER, WHENEVER IT IS IN THE INTEREST OF THE OWNER OR CONTRACTOR, BUT MUST BE AUGMENTED WITH MULCHING, NETTING, OR OTHER TREATMENT. 6. THE CONTRACTOR WILL BE RESPONSIBLE FOR FIELD LOCATING THE CLEARING, 'LIMITS AND ESTABLISHING THOSE BOUNDARIES WITH BRIGHT COLORED FLAGGING. THE CONTRACTOR SHALL CLEAR TO THE LIMITS AS ESTABLISHED ON THIS PLAN AND FLAGGING IN THE FIELD. 7. THE ESC FACILITIES SHOWN ON THIS PLAN * ARE THE MINIMUM REQUIREMENTS FOR ANTICIPATED SITE CONDITIONS. DURING THE CONSTRUCTION PERIOD, THESE ESC FACILITIES SHALL BE UPGRADED (e.g. ADDITIONAL SUMPS, RELOCATION OF DITCHES AND SILT FENCES, ETC.) AS NEEDED FOR UNEXPECTED STORM EVENTS. 8. - THE ESC FACILITIES SHALL BE INSPECTED DAILY BY THE CONTRACTOR AND MAINTAINED AS NECESSARY TO ENSURE THEIR CONTINUED FUNCTIONING. Union Depot Historic District 1701 Commerce Toccma. Washington 98402-3207 206-383-8700 Percival Landing 218 112 West 4th Avenue Olymp a. Washington 98501-1004 206-753-0087 Members of The Amer. on Institute of Architects H �- , �I3TE: FSSION AL ECG f-yP1ZES '7 o. Project Title for CITY OF EDMONDS ,Vverations and Maintenance Center Sheet No 91024 "THESE DRAWINGS ARE ISSUED FOR AGENCY PERMIT R£-WEiN PURPOSES Ot�t1f-Aft a o� 7 C 3 91206.10 3 4 5 6 PROPERTY LINE 72nd AVE. W ' 30, 3' VARIES 25' 10' 10' 22' VARIES 31± 3'± VARIES 22' VARIES 3'± A R.O.W. SSE' IMPROVEMENTS EXTRUDED CURB 7 DETENTION BY OTHERS e � i DETENTION EL ELEV. - SEE CI OVERFLOW WET POND EXTRUDED CURB I OVERFLOW WET POND TYf�i��G 2' MIN ELEV. - SEE CI PAVEMENT -PAVEMENT 399.0 - ROCKERY III IIII - 3 - p 396.75 396.0 3 II III �I►=6 75 3 - ,"� 394.5 111= II"•! 3 _ 394.5 I �;Ilp - - = 392.5 =1�11= 1 II _I 111 _ �► 391.0 3 IIIIIII) Illl loll � ll = I� II = g1.0 111 0 EXISTING GRADE C VARIES I= 61' - VARIES Illhl_ �I DETENTION I ROCKERY OVERFLOW WET POND 399.0 ,P p 394.5 3 IIII 391.0 lll= IIIIfit II I 11►:,J1?I 2' 3'± FRAME & LADDER OR STEPS ' OFFSET., SEE NOTE 5. ROUND SOLID COVER RIM ELEV. = 399.25 MARKED "GRAIN" WITH LOCKING BOLTS. Z SEE DWG'S. NO. 49 AND 50 K.C.R.S. RISER = 15'0 `i - - . ', 25 YA-AR o OVERFLOW ELEV. = 396.75 iv ` ' -�-d(�MBt+' WATER SURFACE ELEV. = 396.75 t< PIPE SUPPORT(S): STANDARD GALVANIZED rxO.090 GAGE BOLTED ; STEEL LADDER/STEPS. OR IMBEDDED 2' IN WALL SEE DWG. N0. 39 K.C.R.S. AT MAX. 3' SPACING. MIN. ONE SUPPORT. '"L'" '' -CLEANOUT GATE- S EAR GATE. ;2'"OVre Fl- 0W INVERT ELEV. �2 a ,rOUTLET PIPE ° INLET PIPE _, 396.50 SEE NOTE 6 OR PIPES I INVERT ELEV. = 391.83 Z INVERT ELEV.. = 394.25 /2 „. • N RESTRICTOR PLATE 7''o ORA POIV4) ORIFICE = ,4$9-' So Z ELEV. _.= 389.83 N INVERT ELEV = 391.83 SHEAR GATE ' r ELEVATION CATCH BASIN - TYPE 2 - 72" o CB NO-1-A E 4 FORE Y TI N.T.S. NOTE: FOP E5-LOPE SHALL BE WARPEb Tb MATCH THE BEVELED PIPE TOIJGUE END ON INLET END END. WHEN GRoovE END ON ouTLET END CULVERT i S ON ENQg TO Ffi ADJ/+�ENT PIPE SEc7,oNs- SKEW, BEVELED END SHALL gE ROTA_TED _F0 CONFOP_M TO SLOP, -------- '�----- ' i i -ROUND -EXTRUDED CURB ALL STEEL PARTS MUST BE GALVANIZED AND ASPHALT COATED --------- I (TREATMENT 1 OR BETTER). -ELEV. -SEE CI PLAN -PAVEMENT 4" O.C. MAX. WELD ENDS TO FRAME BAR SPACING 1/2" GALV. BOLTS OR END SECTION I' MIN NON -CORROSIVE BOLTS & NUTS �- ---_ fi-------- ] i ROUND I/t"-1" DIA. ' BAR -FRAME PAYMENT & PLAIJNED CULVERT LEUGT►+ 24" DIA. • 7 3/4" DIA. SMOOTH BARS W/ENDS ELE.VAT ION WELDED TO BAR -FRAME CO NC6mETE P 1 pF- R®T VIEW END SECTION 3/4" DIA. SMOOTH BARS ' ' M I N' 4'VjENDS WELDED T0. _ 2"x5" ANCHOR STRIPS WELDED TO 3/4" DIA. BAR-FRAME.-:4 r a' BAR -FRAME. 1' MIN PLCS. SPACED UNIFORMLY PIPE COUPLING FASTEN WITH 112" GALV.: OR E AS Z"�5fT/1,/1� .SMriLG ,P PAYMENT e, PIAIJNED CULVEQT LENGTHICSOAt4mcQE1E PipC 3 Y-5* FOR 18" DIA. 1 5"-BFOR 24DIA. M ETA+t- 8� P LAS71 C P I p E 7 -9p FOR 30" DIA. BEVELED PIPE END SECTION 4 C4 SIDE VIE ' R=20' DEBRIS I DETAIL IL R = 22.5' C NOT TO SCALE R = 29'-- N OTES : 1. SEE SURFACE WATER MGMT. DIV. BULLETIN "MULTIPLE ORIFICES" EFF. SEP. 1,1985. 2. PIPE SIZES & SLOPES: PER PLANS. 3. OUTLET CAPACITY: NOT LESS THAN COMBINED INLETS. 4. METAI=,..PARTS: CORROSION RESISTANT. GALVANIZE PIPE PARTS TO HAVE ASPHALT TREATMENT 1. 5. FRAME & LADDER OR STEPS OFFSET SO A. CLEANOUT GATE IS VISIBLE FROM TOP. B. CLIMB -DOWN SPACE IS CLEAR OF RISER & CLEANOUT GATE. C. FRAME IS CLEAR OF CURB. 6. IF METAL OUTLET PIPE CONNECTS TO CEMENT CONCRETE PIPE; OUTLET PIPE TO HAVE SMOOTH O.D. EQUAL TO CONCRETE PIPE I.D. LESS 1/4". 7. MULTI -ORIFICE ELBOWS MAY BE - LOCATED AS SHOWN OR ALL ON ONE SIDE OF RISER TO ASSURE LADDER CLEARANCE. 3 7 E:? APPROVED FOR CONSTRUCTION ' L CITY ENGINEER DATE Union Depot Historic District 1701 Commerce Tacoma. Washington A 98402-3207 206 383-8700 (Tacoma) 206 753-0087 (Olympia) 206 383-8728(Fax) Members of The American Institute of Architects B 81.: ; f 1 Cn'[ . S "9LV 17A1 fMI . LAND P1 ANIWRS .YY "G11T11 .o� tUT( .,G . TACO . WA. 9.101 C ,, �• CB#`r1 Ra 20' CITY OF EDMONDS R = 22.25' gg RIP -RAP OUTLET WITH 6" TO 12' QUARRY SPALLS, 12' DEPTH, 8' BEYOND Operations R = 29' 96.75 PIPE OUTLET, 5' WIDE W 96 WITH 75% OF ROCKS 8' OR LARGER -and 94.5 Maintenance R =15.5' Center (�!R = 5' �--R =15.5' ® `35 LF 12' S = 0.0% I.E.= 392.5 VII 91 ROCK SPILLWAY WITH 6' TO 12' QUARRY SPALLS, 12' DEPTH INSTALL DEBRIS BARRIER ON 12" 8 15' 0 LINES TO CB I -A 0 1 2 3 4 5 6 7 8 1 0 0 0 M. E o N on n IN E ELEV. - SEE CI 6' ASPHALTIC CONCRETE PAVEMENT C 1 N.T.S. 6' 3' 8' — CEMENT L'SIDEWAI TE K II11111- ul____ 2 MIN1u1=1b►= I 1�Iii\\,--= SIDEWALK THICKENED EDGE - SEE 8 C6 22' 8' J.6' -- INTERLOCKING MODULAR WALL UNITS - TYP 408.5' 4' 9 2 I BUILDING I �I 7 402.5 VARIES 399.98 FINISH FLOOR 399.62 TO 399.86 400.00 FOOTING DRAIN SEE ARCH. PLANS STORM SEWER llqlllli� ii V ILI CTURE OO• BUILDING WEST SLOPE SECTION C1 1 N.T.S. 25' VARIES 48' TO 57' 30' INTERIM BULK 20' L I 'r MATERIALS STORAGE AREA (BY CITY) -CRUSHED SURFACING TOP COURSE, 4- PROPOSED GRADE COMPACTED THICKNESS I I EXISTING 399.5 ROADWAY L IMPROVEMENT ll=llllzul� C 1 % N.T.S. 2 212TH ST. SW ti 22' TO 31' —L A- _ �+ 212 ST SW 10' 10' 16' 15' 30' CONCRETE ECOLDGY BLOCK BY OTHERS (N(C) INTERIM BUI K _ MATERIALS STORAGE AREA (BY CITY) 400.0 ROCKERY CONCRETE 399.9 SEE 6 7 399.8 PAVEMENT \---TYP C5 I —I 401 IIII� IIII III � =IIII ' M 392 - 398 ASPHALT PAVEMENT — BASE BID GRADE \ it 2 MIN \II jll� I \III 5' G BUILDING 2 SURFACING - SEE CI FLOOR STRICTURE SEE ARCH . PLANS 400 dM.� �� III—IIII D FOOTING DRAIN i CO/ REMOVE EXISTING PEAT AND PROVIDE STRUCTURAL FILL Il fl ~ EXISTING SILT AND GRAVEL EXISTING PEAT SEE GEOTECHNICAL REPORT C 1 % N.T.S. \Slope Line of 'Rock Facing Undisturbed Soil Rock Facing Height (h) Bockfill Mineral _ \ e 6 Existing or Proposed Grade Depth of Base (d)�nlUl =u�Foundot�on o be Des.gned to Section rov de a Ninimum oil eoring Pressure of 2000 psi Elevation Minimum Rock (h) (d) Size (Bose) Size (Top) 2 feet p' inches 2-man 1-man 4 feet 12' inches 3-man 2-man 6 feet 18' inches 4-man 2-mon 8 feet V inches 5-mon 2-man 10 feel 18 inches 6 man 2 man APPROVED FOR CONSTRUCTION CITY ENGINEER DATE 210 ST. SW 30, VARIES 14' TO 20' EXISTING GRADE 5' EXTRUDED CURB EXISTING — _ — _ PROPOSED ELEVATION PAVEMENT SEE PLAN =� � I �/I IE= ► II 387 - 393 EXISTING 6" ABOVE EDGE PROPOSED GRADE ROADWAY EXISTING PAVEMENT IMPROVEMENTS Union Depot Historic District 1701 Commerce Tacoma, Washington A 98402-3207 206 383-8700 (Tacoma) 206 753-0087 (Olympia) 206 383-8728 (Fax) Members of The American Institute of Architects ice; > CITY OF EDMONDS " THESE DRAWINGS ARE ISSUED FOR AGENCY MERIT RIEWIEWPURPOSESI�t 5 6 7 8 D 91024 8-24-93 C 5 S b/,= 7 91206.10 1 2 0 5 6 7 8 0 E FRAME AND GRATE 6"_ RISER SECTION USED FOR SHORT ADJUSTMENT 6 2X4X8 SOLID BRICK CAN BE USED FOR FINAL ADJUSTMENT TO ' • - � A MAX. LIFT OF 6" m 30" 5w 5,, 12" RISER SECTION A � u1j, *- PRECAST BASE SECTION A^ 4"" 4 WAY 18" KNOCKOUTS 3� Z" PIPE SIZE AND PIPE ENTRANCE 2 ?s" ANGLE TO BE LIMITED BY A" _ 4" KNOCKOUTS MAXIMUM PIPE 12" DIAMETER I -' , t t EQUAL TO W.S.D.O.T./ A.P.W.A- In STANDARD PLAN B-1 CV T In 1 TO%H BA^IN TYPE I C 1 N.T.S. c� \ ASPHALT PAVING THIS 1 ACP DRIVEWAY /�— PROJECT - ALL OTHER //S /VS r j WORK BY OTHERS D',qT O� I z 1 C A/fir Yq L��FS 24' OR 30' } 5' MIN. R� SEE PLAN RAMP (TYP) BACK OF SIDEWALK-) is :: ' ., Y ` 5, , 5' ;# 7 FLUSH: <. TYPE "A" CURB & GUTTER -- CONCRETE GUTTER CARRIED THROUGH INTERSECTION ISOMETRIC VIEW SIDEWALK RAMP (7' WIDE SIDEWALK) C 1 i N.T.S. 18" TRANSITION (TYP) 3 4 LOCATE MH LID OUTSIDE THE WHEEL PATH OF THE TRAVEL LANE 25" LID ADJUSTMEN'i SECTIONS ECCENTRIC PRECAST C RUBBER GASKET JOINTS ONLY PRECAST SECTIONS -CAM TYPE LOCKING RE% SEWER, WATER OR DRA AS APPUCABI W RAISED LE I1 ACES 2" A 3/16"X 1 1/2" JFT HOLES 'PLACES 3/4" 4" MIN. 3/32" —.\ 28" DIA ,n -26 7 / 16" DIA .26 114" DIA 3/16" 24" DIA 2 3/4" �? 1 1 / 16" 3/32" 6"MIN. *- - - cD �- - - —9 1 /4" '-10 5/ 16" rn BOLT ON CAM TYPE LOCKING DEVICE 25 3/4" DIA BASE REINFORCING $t4 NOTE: AS PER 26 1 /2" DIA @ 12" O.C. BOTH WAYS W.S.D.O.T. A.P.WA STANDARD PLAN 34" DIA B-23a C 1 % N.T.S. L yL, 1 FLEXIBLE (D.I., CONC.) (CPEP, CMP, PVC) SUBGRADE ELEVATION RIGID BACKFILL PAVED AREAS / AND WITHIN R.O.W. CRUSHED ' SURFACING TOP COURSE, W.S.D.O.T. 9-03.9(3) 95% , COMPACTION, 6" MAXIMUM / LIFTS. UNPAVED AREAS NATIVE MATERIAL OR GRAVEL a BACKFILL FOR PIPE BEDDING 4 ' , 90% COMPACTION, 12" MAX. a LIFT o Q PIPE BEDDING PER W.S.D.O.T. 9 03.16 PIPE AS SPECIFIED 95% COMPACTION 1.5 X I.D. + 18" ON PLAN OR SPECS. 24" MIN. NOTES: 1. NATIVE BACKFILL MATERIAL AT UNPAVED AREAS SHALL NOT HAVE PARTICLE SIZE GREATER THAN 1" WITHIN 6" OF THE PIPE OR THE CONTRACTOR HAS THE OPTION TO USE GRAVEL BACKFILL PIPE BEDDING CONFORMING TO 9-03.12 (3). M-J"jp re,vx- P C M N.T.S. BOTTOM OF CUT/SAWED JOINT 0 15' INTERVAL 1 6" CEMENT CONCRETE CURB, WSDOT SPEC. 8-04 M � }� o 1.4 v ,� o • `� c, 8 2" PVC U 40' INTERVALS AT LANDSCAPE LOCATION 7 EXTRUDED CEMENT NCR T C11 CURB NOT TO SCALE < o w u 1— Z w W W > > °- a r Z � � o > > 0 w < J = 2 N Ci to ASPHALT CONCRETE PAVEMENT, CLASS B. WSDOT 5-04 to zC1 4,gVl vvv npo °vov CRUSHED SURFACING TOP �° 11111._ COURSE, WSDOT 4-04 I -III-1 I I� I -1 I El I [ COMPACTED SUBGRADE VOTE : DEPTHS ARE COMPACTED 'THICKNESS NOT TO SCALE. APPROVED FOR CONSTRUCTION CITY ENGINEER DATE Union Depot Historic District 1701 Commerce Tacoma, Washington A 98402-3207 206 383-8700 (Tacoma) 206 753.0087 (Olympia) 206 383-8728(Fax) LAMPHOLE COVER (OLYMPtC FOUNDRY CO. Y Members of American S 593VOR EQUAL The I institute Architects 1 " a a 3/3/4" ASININDICAATAEDD HT. 1/8" O p� O (1) 8" RISE t (1) 2" WIDE ---a �_ ::_.-.:;_ro" WATER TIGHT .:_ CAP BORDER 5/8• 12" 6„ RISER , 4 FIBER JOINT PACKING 4" '- 2 7/8" 6" WYE & 450 1 /8 BEND 1 /8 BEND METAL OR PLASTIC EXPANDABLE PLUG - - 4"OR 6" SIDE SEWER 6" CITY STUB PLUG TO BE SEALED IN -----'`� SAME MANNER AS MAIN SEWER JOINTS �.4�tilt'HO,L�' G'OY�R�,S93/ � ••�Ne- 7!� - �ou�RY �. 4� SEWER T " N.T.S. Ltd IIIE CEMENT CONCRETE SIDEWALK 2" VARIES 2% SLOPE (1/4' DROP PER 1') /' ASPHALTIC CONCRETE L —( I I I PAVEMENT 6" COMPACTED SUBGRADE - 6" CONCRETE SLAB 18" jj D 3" d 4� 3" 9 4 BARS 18" O.C. EACH WAY 10 REINFORCED PORTLAND C1 CONCRETE SLA E 815143 91024 STORM, SANITARY, PAVING DETAILS 2 3 1 "THESE DRAWINGS ARE ISSUED FOR AGENCY PERMIT K4"-PURPOSES OI&Y-AND.., C6 5 6 8 O' 7 91206.10 0 1 2 r, 3 4 0 1 1 5 6 - 8 1 /4" RAKE PER I=T. FROM GROUND LEVEL . 2" TRAFFIC SAFETY FEATURE BREAK OF FLANGE, NUTS AND BOLTS I WEDGE VALVE I CAST IRON ADJUSTABLE VALVE BOX RESTRj DINED TEE WITH JOINTS OR TIE RODS FLANGED CONNECTION 0 FOR HYDRANT VALVE l l= I!t—lit 18"X18"X4" CONC. BLK. FLANGED UNDISTURBED EARL H CONNECTION HYDRANT CONNECTION PIPE TO BE DUCTILE 1 /2 CU. YD. WASHE 7 IRON CLASS 52 ANY INTERMEDIATE JOINTS TO 1-1 /2" MINUS ROCK BE RESTRAINED NOTES 1. HYDRANTS AND ALL MATERIAL S TO BE CITY OF EDMONDS APPROVED B = 2. IF HYDRANT RISES THROUGH (ONCREiE. USE EXPANSION STRIP AROUND HYDRANT BARREL. IN ADDITION. THE INS' ALLATION OF THE HYDRANT ON PRIVATE PROPERTY SHALL EQUAL OR EXCEED STAP IDARDS SET FORTH FOE THE INSTALLATION OF PUBLIC FIRE HYDRANTS IN THE CITY OF EDMONDS. 3. PROVIDE FOR VEHICULAR TRAI -FIC PROTECTION 4. STEAMER PORT TO BE FACING ;1TREET OR ROADWAY FOR FIRE ENGINE ACCESS 5. BREAK -OFF FLANGE TO BE 2".4 BOVE GROUND LEVEL OR OTHER GRADE E 6LIN0 1=I:ANGE v BLIN[ PLAN A] PLU B- CAPPED CROSS 90* BEND TEE TEE THRUST BLOCK TABLE BLAND FLANGE OR SMALLER b SIZE PIPE MN. SEMNG A--r-AAGIMNSi UNDISTURBED SCxL SOu.APZ Tyr 2 27: PIPE SIZE A(FT.) D(FT.) Cv?) D(FT.) ETFTJ MIN. DIST. brFTJ d(FTJ _• C ... .. C 4. 3 1 1 1 1 1 OA i a• 4 4 2 1 1 1 0.5 CAP a• 7 u A 2 1 12 0.7 C 10' it 10 Q 3 2 1.Q 0.9ABEND 12- 16 14 9 5 3 1.9 1.1 RQ- 29 25 16 8 4 2Q 1.41. BEA RING AREA OF CONCRETE Ttf=T BASED ` ROSS ON 20o PSI PRESSLM AND SATE SOIL BEARING LLMD OF 2.000 POUNDS PER SOUARE FOOT o 2. AREAS MUST BE AOJUSTED FOR MER PIPE StzES. D PTRES3URES AND SOIL CONDrTTONS r - 3. CONCRETE BLOCKING SHALL BE CAST IN PLACE AND t ;� 1{il/E A 1.4NIMUM OF 1/4 SOUARE FOOT BEARIPyG d AOAFtST THE FITTING 4. BLOCS( SHALL BEAR AGAINST FITTINGS ONLY AND S►U(LL BE CLEAR OF JOINTS TO PERMIT TA}(R"dG Up OR D`sMAN LING A JOINT 22 1120 BEND `.. CONTRACTOR S1(ALL INSTALL BLOCKING AWOUATE TO WTRISTAND FULL TFST PRIES -SURE AS WELL AS E TO CONTIULK) )SLY WITHSTAND OPERATION PRESSURE UNDER ALL-ONDrTIONS OF SERVICE w '�R e. BLOCKING MAY � REDOCED WN11 USE OF RES iRAIKED JOINTS ADJACENT TO FITTINGS 11 1/40 BEND 72" ------ C F, M, Approved O . S . Y. Valves r 1 t,T tA0 p l., G� l� - EA p � � _ I v po �t� l � F Poo �: , Tl I,IT`(' V I,r vfL ElS� W- I fAL�/E fWTa1 ITO Ar LvV H�eN 60MPP,0-(, -tYPE D, - I$' PSEI.oW T+•+ET©P MoDEI.. p-2 CGS - DAYI,IG,,Ifi' {,T' - 11 OF Ti�t1 VArUt.1' UrR110 Et7 . ,72 Opening oi'T Lid' Gate .Valve Rpakwell Meter S-Register t1 Diameter 181M n �f''Dd� Double [heck Valve -� 0 Tarr ag sleet I 1 111 Tarr Gasket 48 z. 18" Min IS 1 I ain _i 18" Min I I -- -;- ,AX J- i 1 A" Drain fo 8 Min. Guttered Rain Li --� ✓I �--._ 7last &_ks " �18" Min -m 18" Min. Double eck valve assembly Approved by State of Wash. Dept. - 0 1 of Social Health 2Y" Siamese Hose CAntTecCions with ^..a s , (pip. DPPr 2" Drain ' PLAN VIES zit D SUM Go G G I 1 P, N � P� ELEVATION VIEW E N.T.S. I , FtA epprved O.S.Y, valves r Ild GNP B ' �I �l _31 Q 81, Ni Ball Drop F�N4E s�Pp�r TYP (2) l,vTloE• Vt +iP •1�ME�yt�i,E ((�r� MYE lv- M'33 Dr- FAJIV,. 1I 1T 2 3 4 1 RIGHT OF WAY FINISH GRADE ROC KWELL G METER i `" E et ` CY , CEMENT LINED DJ. WATERMAIN WITHCTTYTON TYPE f?INT W / 13' 94' F�N N � B V 1ELM CAEP IYPU/E l 5Y �Cvlop'Fl�� B BRONZE CORP. STOP WITH CC THREAAD INLET AND COPPER OR OUTLET. C TYPE K SOFT COPPER TUBING OR HIGH MOLECULAR PLASTIC IRON PIPE SIZED 11 /2" OR LARGER: HIGH PRESSURE AREAS WILL BE COPPER TUBE. TRACER WIRE TO BE INCLUDED FOR ALL PLASTIC PIPE. D BRONZE CURB STOP WITH IRON PIPE THREAD. E COPPER METER YOKE, MUELLER OR FORD. YOKE WITH LOCK WING - F METER BOX TO BE BROOKS STYLE 036 FOR 3/4'" SERVICE.sc37 FOR 1" SERVICE. FOG TITS STYLE FOR 11 /2" SERVICE AND UP, #2 BOX C 1 / N.T.S. ,., APPROVED FOR CONSTRUCTION CITY ENGINEER DATE Union Depot Historic District 1701 Commerce Tacoma. Washington A 98402-3207 206 383-8700 (Tacoma) 206 753-0087 (Olympia) 206 383-8728 (Fax) Members of The American Institute of Architects 7 u m w d 1° ° 2 U 10 c 1 0 C 0 3 ° 4 ° 5 ° 6 ° 7 ° Union Depot Historic District 1701 Commerce Tacoma, Washington A 9M-3207 206 383-8700 (Tacoma) 206 753-0087 (Dtympia) 206 AM728 (Fax) Members of The American Institute of Architects ° _ _� - - ---- --- - - - - - - - - - - - - - - C CITY OF EDMONDS . Operations are Maintenance Center ° 91024 IRRIGATION PLAN E u %? HP AV SHJ� ) Z" v a ° 0 0 0 0 0 0 0 i 1 2 3 4 5 6 7 8 ° 1 ° 2 ° 3 °• 4 ° 5 ° 6 ° 7 ° Lu Z J A v _ .. Q Al Tc — a t2 14 ----- --- --- -- = �4 ALT. 3 IRRIGATION PLAN 10 ° 1 0 2 0 3 ° 4 ° 5 0 6 7 8 Union Depot Historic District 1701 Commerce Tacoma, Washington A 9M-3207 206 MU700 (facoma) 206 753-M7 (Olympia) 206 AM728 (Fax) members of The American Institute.ot Architects W P M CITY OF EDMONDS Operations and Maintenance Center ° • 1 2 3 0 ° ° LAI ce I r+y_1,PEGTIGN OF C.d 1@°LETED A66EHIMLY 5Y CERI FLED TESTER RE4UNIED. V 0 U 5 L E' 0 H E' 0 K \v/ A L'tyj 5GALE: N. 7.5. -B STATE AF"Wov£D A 6Et" SLY, RESILIEW MATED SAL VALVES AND TEST C 0<6 GALY.INICN M. 100TW sces CF © X95LE CI•ECK VALVE 5OX AS t'SOF-CIFIED. CENTER BACi> Low N BOX 0 CC.NTIGLLER j�--WALL AS SPECIFIED i i (; Q I 120)VOCT' ELECTRICAL CONDUIT (SIZE AS REQUIRED) I 24 VOLT WIRE AND TO 120 VOLT POUTER j CZNDU1T TO VALVES SOURCE FMISa-I FLOUR Ee SCALE: N.T.5. D �szTE: LOCATE VALE r ..........._. , ........, .._...., 2" ABOVE 6WS A 0 GATE VALVE MAINLINE SIZE PVC MAML ME I CIFT PEA GRAVEL BRICK SUPPORT RECTANGULAR VALVE BOX W/ EXTENSIONS AS REa'D FIN1544 GRADE GALV NIPPLE PVC FEMALE ADAPTER PVC MAINLINE MAINLINE" 150LAT 1 ON 1/AL\lE SCALE: N.T 5 0 • 0' M TUFF ARIEA6 2' N 6WFW5 AREAS - FINIE4-F CoR4DE QJICK CC)UPLER VALVL GAL V. NIPPLE 31, MIN L>DN0TI4 -CALV. SO ELL GAL V. NIPPLE 12" MIN LENGTH •- CsALv. NIPPLE 3" MN LENGTH PVC htAtNL _ � GUIC COUPLER 5C A_E: N.T 5 X 0 9O DEG BARBED ELL NOTES: • INSTALL PUP -UP 4" FRCM ALL WARDSCAPE SURFACES. • USE BOTTOM INLET ONLY. 5C ALE: N.T.S. 4 GRADE POP-UP SPRINKLER PVC LATERAL LINE f-LATERAL. LINE FITTING w DEG ` BARBED ELL 1/2" PE SWING PIPE 12" MIN LENGTH k '�j ...... Ll - Ft I6w GRADE POP-UP RIDTOR (3) MARLEX STFEET ELLS (6PR"#q_M NLET 61ZE) tY ' �- 16G44 W NIPPLE PVC: LATERAL LNE (6PRNNKLER INLET 61ZE) 6!10fi&a SCALE: N.T.S. 0 5 g ° ° 7 8 ° ° VALVE BOX LID MARKED Menffi+Pwd1n1 'CONTROL VALVE' GENERAL NOTES Architecture _ Urban Design - INISN GRADE W- 1. IRRIGATION CONTRACTOR 1S RESPONSIBLE FOR LOCATING AND PROTECTING ALL UTILITIES Space Planning Interior Design _ > ENCOUNTERED THROUGH THE SCOPE OF HIS WORK. 81 AUTOMATIC 2. ALL DRAWINGS ARE DIAGRAMMATIC, FIELD VARIANCES MAY OCCUR. NOTIFY ARCHITECT VA4LV,E h - IMMEDIATELY. Union Depot Historic District 1701 Commerce GALY W PVC LATERAL. 3. LOCATE PIPE NEAR PERMANENT STRUCTURES WHERE POSSIBLE I.E., ALONG EDGES OF Tacoma, Washington DEG ELL SIDEWALK. LEAVE PIPE SIZING FACE UP IN TRENCH TO FACILITATE REPAIR. A 98402-3207 206 383-8700 (Tacoma) A. ALL UNSIZED TERMINAL LATERAL LINES SHALL BE 3/4" PIPE. 20066 78 (011y�)mpia) 5. SPRINKLER HEADS LOCATED IN LAWN AREAS SHOULD BE 2" FROM HARDSCAPE EDGES. Members of P� ALE The American NIPPLE AD R b. SPRINKLER HEADS IN PLANTING AREAS SHOULD BE A MAXIMUM OF d" FROM HARDSCAPE Institute of Architects ., - _ �! �" -1-�! :; '' `� VA VAAVLVE E BOX EDGES. PLACE HEADS SO BUILDING DOES NOT INTERFERE WITH SPRAY. PVC MAINLINE 7. CONTRACTOR IS RESPONSIBLE TO FINE TUNE ALL NOZZLES ON SITE TO INSURE COVERAGE AND TEE (BENU51-# AS REQ b' MIN. DEPTH 5/8" MINIMIZE OVERSPRAY. WASI.IED GRAVEL 8. CONTRACTOR IS RESPONSIBLE TO PROVIDE ALL NECESSARY SLEEVING UNDER HARDSCAPE'S, I.E. ROADS, SIDEWALKS, ROCKERIES. SLEEVING SHOULD EXTEND 6" BEYOND CURB OR PAVEMENT, COORDINATE SLEEVING WITH GENERAL CONTRACTOR. 0 9. VERIFY CONTROLLER LOCATIONS WITH OWNER'S REPRSENTATIVE OR ARCHITECT. 10. CONTRACTOR IS RESPONSIBLE FOR WINTERIZATION OF SYSTEM. SYSTEM MUST BE WINTERIZED - BY BLOWING OUT WITH COMPRESSED AIR. },/'� /''� VALVE 1 " ��.r T �.r/V �r L 'Y LYE CONTROL 11. PRIOR TO THE COMMENCEMENT OF WORK, CONTRACTOR MUST VERIFY A MINIMUM OF 80LBS. (80 PSI) STATIC WATER PRESSURE AT POINT OF CONNECTION. NOTIFY ARCHITECT OF ANY 5 DISCREPANCY. 12. PIPING SHOWN IN PARALLEL MAY BE INSTALLED IN A COMMON TRENCH. ALLOW A MINIMUM OF THREE (3") INCHES BETWEEN PARALLEL PIPE LINES. LOCATE TRENCHES TO AVOID CONFLICT WITH INSTALLATION OF TREES &SHRUBS. B 13. AFTER DOUBLE CHECK ASSEMBLY HAS BEEN INSPECTED BY A CERTIFIED TESTER, CONTACT CITY OF EDMONDS WATER DEPT. FOR FIELD INSPECTION. 1d. INSTALL MANUAL DRAIN VALVES ON MAINLINE IN LOW AREAS TO FACILITATE DRAINAGE FOR ANY FUTURE REPAIRS ( MINIMUM OF TWO PER MAINLINE). 15. AVOID DAMAGE TO EXISTING LANDSCAPE. CONTRACTOR IS RESPONSIBLE FOR REPAIRING ANY DAMAGE THAT MAY OCCUR. REVIEW SPECIFICATIONS FOR PROTECTION PROCEDURES. 16. INSTALL GLEN-HILTON MINI-CLIK 11 RAIN GAUGE AS PER MANUFACTURER'S INSTRUCTIONS. COORDINATE RAIN GAUGE LOCATION WITH OWNER. 0 LATERAL L NE PITT04G PVC LATERAL LIhM rl0- _ SCA'_E: ti. T .5. INISW GRADE 'C.;P-UP SPRINKLER $ SPECIFIED 2" MARLEX STREET ELL 0 DEG BARBED ELL 2 SWING PIPE 0 DEG BARBED ELL 'VC TEE ° 1 ° 2 3 04 0 5 ° 6 IRRIGATION LEGEND SYMBOL DESCRIPTION GPM -�- ra1 M SPRINKLER; TORO 57OZ 12P COM IS'- PC Q, H AS, 1.65 _r..,. -- - -W-M- - SPRINKLER;-T-ORO-570Z12P-COM 12'_- P-C_Q, T, H, F .5, .72, 1 09, 239 p p SPRINKLER; TORO 57OZ 12P COM 8' - PC Q, H -251 •5 0 v SPRINKLER; TORO 57OZ 12P COM 4-SST-PC, 4-EST-PC 1,5 CITY OF EDMONDS ® m SPRINKLER; TORO 570Z 6? COM 4-SST-PC, 4-EST-PC 11.5 Operations and Maintenance ROTOR; NELSON 6012-ADV LOW ANGLE NOZZLE Center (� #4 NOZZLE 1.5 #6 NOZZLE 23 #7 NOZZLE 3.1 ° ROTOR; NELSON 6012-ADV 25 TRAJECTORY NOZZLE �1 #4 NOZZLE 1.7 #7 NOZZLE 3.1 #9 NOZZLE 5 A vzr 0010 NOZZLE 6.8 ROTOR; NFISON WM-ADV 25 TRAJECTORY NOZZLE !t3 #4 NOZZLE 1.7 Q #6 NOZZLE 2.1 07 NOZZLE 3.1 #9 NOZZLE 5A #10 NOZZLE 6.8 D ROTOR; NELSON 65OD-ADV #61 NOZZLE 3.0 91024 #63 NOZZLE 8.1 WEATHERMATIC 8000CR SERIES ELECTRIC REMOTE CONTROL VALVE BRASS -SIZE AS ! ' INDICATED ON DRAWING. VALVE DETAIL - ZONE NUMBER GPM VALVE SIZE , POINT OF CONNECTION IRRIGATION7' IRRIGATION WATER METER 0 1 117 BUCKNER 150-DC DOUBLE CHECK VALVE ASSEMBLY DETAILS - 1" QUICK COUPLING VALVE © WEATHERMATIC MAR" .O4 SERIES CONTROLLER 18 STATION , INPUT REQUIRED: 120 'vOLT AC, 60 HZ. OUTPUT: 2d VOLT AC, 60 HZ, 1 AMP. UL LISTED AND TESTED. PROVIDE PIGTAILS FOR REMOTE ACCESS. _. MAINLINE ISOLATION VALVE-HAMMOND BRASS r GATE VALVE - _MAINLINE CHECK VALVE-SIMMONS,7 BRQNZE.CHECK VALVE.._ - aynot�� piicated. All material appearing herein constitutes unpublished work o1 the architect and m used. or disclosed without the written consent of the architect. MANUAL DRAIN VALVE -CHAMPION 3/4' ANGLE VALVE ' p BUCKNER.3-LT QUICK COUPLING VALVE W.TH LOCKING TOP E - . MAINLINE - SCHEDULE 40 PVC, SIZE AS NOTED ON DRAWING F LATERAL LINE - CLASS 200, SIZE AS NOTED ON DRAWING - - - SLEEVING-SCHEDULE 40 PVC- MIN. 2X DIAMETER OF INTERIOR PIPEL 6'!'"" 0 7 0 8 0 7c2 Ae- Im 9 IG ApPR©AEG B PLANS RE'VIEWF-1) By INTERNMATIONALCONFERENCE OF BUILDING OFFICIALS SEE NAME AND PLAN CHECK # Oil FIRST SHEET �� c) 7 rl TUr u.....*:TIJEliLY 75 FEET OF THE SOUTHERLY 160 FEET (AS MEASURED ALONG THE WEST LINE) OF LOT 7, BLOCK 1; SEATTLE HEIGHTS DIVISION FOUR, ACCORDING TO PLAT THEREOF RECORDED IN VOLUME 9 OF PLATS—,'P= (+4 11, RECORDS OF SNOHOMISH COUNTY, STATE OF WASHINGTON; `TOGETHER WITH AN UNDIVIDED ONE-FOURTII INTEREST'IN THAT PORTION OF LOT 6, BLOCK 1, SEATTLE HEIGHTS DIVISION FOUR, DESCRIBED AS FOLLOWS: P BEGINNING AT A POINT ON THE EAST LIN'� OF THE WEST 30 FEET, (AS MEASURED Al RIGHT ANGLES TO THE -WEST LINE) OF SAID LOT 6 AND LY-- ING 151.14 FEET NORTHERLY THEREON FkOM THE SOUTH LINE OF SAID LOT; A THENCE SOUTHERLY PARALLEL WITH THE uii,ST LINE OF SAID LOT 151.14 Q, DD O �1 FEET; THENCE WESTERLY 30.01.FEET TO THE SOUTHWEST CORNER OF SAID T ;.�i LOT; THENCE NORTHERLY ALONG THE .WEST LINE OF SAID LOT, 260 FEET; '(!� THENCE EASTERLY PARALLEL .WITH THE SOUTHLINE OF SAID LOT, 20 FEET; THENCE SOUTHEASTERLY TO THE POINT OF BEGINNING.- O iys Iq 1.1 �1% "1 I O Q O �I Y ll ' .1 I =1 -_�.��--nor - =--_-= =- �-_-----.- •- _-� 1MILLL. SUILDIQ6 LIGI-IT1fJCa 7 , t i i 9304/9305 150W Diecast aluminum canopy. Opal glass. Economical aluminum or black painted ,�.. finish (specify). 9305 same as 9304 except with grounded C.O. C.S.A. COIJC-. WALK N OT, pLAN71 W__ r93.o' 0 19 -J.s't„ I .11 -1 he noett)crl-154`t. CA- the So,3 Cc1too A� r o IWC4,(a� mectwr�ci orlon t+nt w, I�he, cA' Loi Z 81k,1 S"JWf- -1 't Yh D�v�stioa` 7' ' ROCNERy o" =,t x +o�ether w in'1-, L6} (a dik.1. _ o —_.. ---1 s►AFw.A�Ic 311 n r � � � I ► S rtc' I w 4 v r►Ve, ,.�,�,9, 3� 3� Y. .) "AsrhAii conCQ : , I J <5F W I o r10 v .LU i %v,9 a-E I F I e. x n A 34 � es o� \LNv, �• PIAWT►n1�> r .Q 2 W � y v h IS shower ay J o� vv � *-/ Z. w, 8'%11 X I9' firkin, Stc k\5 (a 'per vrlli) D,w, BAk C2 d AS, iA�.S �.U, BOX aa(a4 LYAINWOOt:) 'I VA 03Go (9b.0' N �?r 7 w i r— o a �- . �' siDewALK i ►' e 4�?i q SIDEWALK ,X C od 6� 0 /4 B C D .: i a of r .� I;AA Q i p t ffS J � ? .Q- i g .SrnE wAt_�c, • . o • v I"11,5 QR•R.�:a�t:•a,.-l.�t�%t•: �e--�O.—Ce.w.QQ, �L� <::-t� e. ?U 0�� X IQ� AIWI�� V U f"f 9�(? STALLS (Z PER v,a-rr) ALL L l NC>SCAPiN4, 512E A vo Fi E/4 w7" ADII 'Po LIC,r s-tA-rrs, PLAN -9C+I&DUAL. WILL rOt-LOOV FOC ANo SPAS-;W ; A5 V Npt C 5 ECT/JN ;;k- -// // vu, Eb/Mo."JDSI VIA. ` 3OZ��O 0-' MOUtil-AIN NtMt-MK (TsU 6A M6RIC"S,IANA) b; ALP/,JE FIR CABItS [A:a,roz.AltPA) c: FZOWEkI04 CH-ERRI ( v AR loos - A lrz-f-erg ATr COLVR,ib; WtitTl R£r�, P/N4Cj YEtt_DvQ 1 % S H 4"#J E C E V AT1o,-3S W, BAKER t A "oCtA~IiLg o, laox zalo 4 LynrNwvo►>, VJA, 980U4, MEMO TO: Building Division FROM: Engineering Division SUBJECT: After review of the subject building permit application, we have the following comments: 1) Connection to City water system required. 2) Connection to City sanitary sewer system required. 3) Right -of -way permit required for any work on City property. 4) Driveway slope not to exceed 14A. 5) Back water valve required if downstairs plumbing is below elevation of upstream manhole. 6) Water and sewer lines to be separated by 10 foot minimum. 7) Builder/owner responsible for containing all temporary runoff and erosion on site and may 'not impact neighboring properties in any way. 8) Construction hours from 7:00 a.m. to 10:00 p.m. on weekdays and t on weekends and holidays. `,1 DATE c� /� / FILE # SITE PLAN ✓" CITY OF EDMONDS APPT.TrATTON to the ARCHITECTURAL DESIGN BOARD BUILDING PLANS (3): ELEVATIONS J LANDSCAPE PLAN ✓ ENVIRONMENTAL DATA NA RECEIPT # SIGN EXHIBITS N/g_FEE RECPT 46 PLAN MODIFICATIONS TO FILE NUMBER: HEARING DATE ( I3 / 4;� OWNER/REPRESENTATIVE I.-<! 1 J2:7 -' U = !..) PHONE '-_) % ej ADDRESS =�' % 2 Ci �� ' � D PL . `5' ,w, OVA • ZIP CODE ARCHITECT/DESIGNER C .!1 PHONE ROPERTY ADDRESS 2.1 `1 w`f 99 + !E�% Imo q ZONING 1' N/I I + 5 LEGAL DESCRIPTION T`;S CH F" r_g �* PLANS SUBMITTED FOR APPROVAL: 1. Building Plans - Preliminary Final Site Plan_ ', Landscape Plan- 2. Sign Elevations Site Plan Landscape Plan 3. Modification of previous approval EXISTING USE OF PROPERTY DESCRIPTION OF PROPOSAL APPROXIMATE DATE WORK WILL BEGIN ON PROJECT ESTIMATED TIME FOR COMPLETION OF WORK Elevations ✓ RELEASE/HOLD HARMLESS AGREEMENT: The undersigned applicant, his heirs and assigns, in consideration for the City processing the application agrees to release, indemnify, defend and hold the City of Edmonds harmless from any and all damages and/or claims for damages, including reasonable attorneys; fees, arising from any action or inaction of the City whenever such action or inaction is based in whole or in part upon false, misleading or incomplete information furnished by the applicant, his agents or employees. PERMISSION TO ENTER SUBJECT PROPERTY: The undersigned applicant grants his, her or its per- mission for public officials and the staff of the City of Edmonds to enter the subject property for the purpose of inspection and posting attendant to this application. r (Signature of Applicant) F04 AvAr waa'v ADDRESS CITY NAME ADDRESS CITY STATE LICENSE NUMBER Z�7Lr/,d,9�f"fI' /S2 ill Legal Description of Property- Include (show below or attach four copies) - — -- "HOFOSED L(/ RIGHT OF WAY CONSTRUCTION PERMIT REQUIRED ❑ STREET USE PERMIT REQUIRED ❑ SEE ENGINEERING MEMO DATED TELEPHONE NUMBER S 2.2 REMAR f TELEPHONE NUMBER easements METER SIZE BUILDING SUPPLY SIZE FIXTURE UNITS J REMARKS SIGN AREA ENV. REVIEW AD NO. ALLOWED PROPOSED COMPLETE EXEMPT I� SHORELINE; V lam/ / W 6 lr/ ��7 : O T 7iC f. �Od��/// �O .i VARIANCE OR CU PLANN VIEW BY DATE g 3 C / ,�,.,,// /� �c.. o�c'r'ci�.s/ii� IBC �Z/n G O 7" L� / /�. YARDS FRONT SIDE 0 REAR (� HEIGHT/ LOT COVERAG LU ! •:sra.��,e /i�ii .�i.-itii.ti, -. v;(. W y ; iGoJf6 �/� � REMARKS +n , IC C�y Y�1 O� ® NEW ® RESIDENTIAL ADD/ALTER COMMERCIAL REPAIR RETAINING WALL DEMOLISH EXCAVATEOR PRE -MOVE INSPJ REMODEL COMPLIANCE INSP. PLUMBING MECHANICAL SIGN ❑ FENCE / x—� ❑ SWIM POOL CHECKED BY D TYPE OF CONSTRUCTION COD�Ej //�� HEIGHT ZS f SPECIAL INSPECTOR REQUIRED ❑YES ❑ NO AREA OCCUPANCY GROUP OCCUPAN- LOAD ❑ WOOD STOVE/ � INSERT APT. BLDG RENEWAL REMARKS 11REft4 ►?ftLYA8CfL Ac I �116 W4 A ew y 6)1 Pkc�i�ss�.�a�rlays u NUMBER OF STORIES ^� MBER OF [DWELLING ITS NATURE OF WORK TO BE DONE (ATTACH PLOT PLAN) VALUATION PLAN CHECK FEE BUILDING PLUMBING MECHANICAL This Permit covers work to be done on private property ONLY. GRADING/FILL Any construction on the public domain (curbs, sidewalks, driveways, marquees, etc.) will require separate permission. STATE SURCHARGE Permit Application: 180 Days Permit Limit: 1 Year- Provided Work is Started Within 180 Days ENERGY CODE "Applicant, on behalf of his or her spouse, heirs, assigns and, successors in interest, agrees to indemnify, defend and hold harmless the City of Edmonds, Washington, its officials, employees, and agents from any and all claims for damages of whatever nature, arising directly or indirectly from the issuance aa< »> coo ooe z boo W u t tL2 w 1 1�1�_ i v e. t)a �� o v-�� 5 t7S to rFFRMIT f: IUN;TER. p. �� 7 S .� pp er. ? 1 1 I Z (�7 i- �. T- ve o .4 s f w I apt o r L. fn t' Li G c << �,: y�y q z I o fL` �, rl_ r t d ' I S VlA.ct-e e_(O�I&Cr. � aS r.g±e•to sr4 � S- Dt-t,itna�� 7escrt'(J'�-t'ovt e r ,� K '�-�.-e vc jj _5�21 (vow. {-�. � S l� � � ✓ o -z-0 S f' LA t� t II l� S e•e p �+Pc! �� . e 9 �oY+�N �t 1n G..t'y� $ �/ S Fe LtA c� m ec e r lII a to Cl 4-0 S 1✓ S ' (M • \ - 'v v$ VL GI i7 $ e cl )) G C jLl o V r L4,L C.. daV e-I/ Opvc( 4^�+5(�cl�tv�� J�r1f /01-0p-0 4� O ti � S,bpe fCA. V-GrCA. e/�p Ci�cac,"�. 4` , Chi.. v'-e r�u�m- o �u � � o � s � �`'� l �5 T� 'r'°"Fi� Y` b v� �il.�. � 9 U � •oC i S 1 �`� t"-, �T� rt:. C'P W ro�.t' w. �� icy 7 /�, 1 �J , �06^otOda9 Cl1^(.�l�eneti 9 t�tM� Y'O�l o tom.at^. 9 O �S VIP c. j Cbjjw'p 0- cC, C-k. 64251�1LA jl��/t�.�r,�Cf ��. tie vrt �t ('N � J� 'I•p C e. C tj ' ► / cct'vt t� vc� t (i .f-G, s iL E'% l `S t N iI n S I VA 4 V bl O l^ �E'1oGlT �oY` O�/�E.tJ`(G..(n��oW i`oV G`OOvG GV`Ul1t MI'xt Mvv'k . 'Plow Cd"44u%&c-G • O V r a 4-i'a to = to r�'�r. w.S t�'h,,•/ �rr o tn.� �'tio �awLt.�S So 4,y c�k�-�vAs1 / .CJvro_.TC'OLI. J,n A r- /. 7 ~� FILE TIOi'1)e St1e IStrm .�cl ayevT tC�� \te..tOr- �- aZ•PpS �r7i!("lp4-L•s 0 k., e ` toe d � � �J �/ (i �- t I Vl 6^o VInCl) �8��.�) 0.0� GAS✓ A i<�o �.c� a.. L (a 41U ti v t-'t u e v-• c trS, vtto VS o.r P �G -: 0, �� — tl. p °Z. G r✓reS "� o 4e-)� 0.�� —c- ACyle Yr A r� � � CR. TT - It I _ s _G J� os� 000 ' NNN M7n CSC >Pl 1 t �/ VAM300 .e I v.% � ,:f�� '` •�' , � �� /�/"_� ii I `'' � � � •� ,' S ) ir'' ! • r 9'� " :�I J d I! � q'j! I L J. lit is I - I - 7 ak I 116 F�N DRAI KIAGE E3 A-S I 1\4 --I mom jw 3UB-T-E-C T 5 IT E L - . f 41, 1 11 4A jLj oil I��••• �► �. _ ?fo':!+.' _= ]Li©`-�.i� a�� •sw': I ..•`, �.�� J il`l~� � ;I 'll r �n' .i .� 41, -re�" , I, t q. I [I J3 . . . . . b Yf 1�72 y _ _ -0 S! 'IC . PJ �I •I:�r� _.'..: I' �• y" / /, / \ `' JD 1 �=:: — _—r —• !• 1- I _l 1 \ \ 11 !I` \,\li \` 1 i \1I II`� I� --54 V\sj ir. Lake F Vm . V Ballinger \�� ll_ _ �M� 1 fi.._� �L�i�r_JjI11ryj •- '" .} . �� 1 � �� • 1J' !- 1 Y � �/ 81 � ��,4//I— � . -a,�• < 1 y(•1 � I � _ � JI _ 1 '� I � r I �, �i a�f A CITY OF EDMONDS ASSET INFORMATION SHEET L2 NEW ❑ ADDITION ❑ RETIREMENT ASSET NO, ADDITION TO ASSET NO. _ DESCRIPTION rZ1AJ,t-., SERIAL NO. LOCATION DEPT.- NO. / * *PURCHASE ORDER NO. PURCHASE ORDER DATE COST * PROJECT NUMBER PROJECT COMPLETION DATE 0-5�lflfl COST a 7' 4 B.A.R.S. ACCOUNT NO.��-U� • ESTIMATED LIFE5� INITIATED BY DATE APPROVED BY **SUBMIT ASSET INFORMATION SHEET WITH FINAL PAYMENT REQUEST *SUBMIT ASSET INFORMATION SHEET UPON CLOSE OF PROJECT ACCOUNTING ONLY Z Pa DEPRECIATE MONTHLY DEPRECIATION AMOUNT ANNUAL DEPRECIATION AMOUNT 40 G.L. ENTRY REFERENCE b P INITIAL DATE VERIFIED BY PROCESSED BATCH NO. _ DF-PARTUllMT r-!LE CITY OF EDMONDS APPT.TrATTnN DATE /� F ILE #1 J�6 SITE PLAN�� BUILDING PLANS (3): ELEVATIONS LANDSCAPE PLAN to the Is' ENVIRONMENTAL DATA RECEIPT # ARCHITECTURAL DESIGN BOARD � C� T F0LSIGN EXHIBITS - FEE RECPT 11 PLAN MODIFICATIONS TO FILE NUMBER: r P oAoyA HEARING DATE 7 -7 /r7 w^vec. T71- — r690 41OW4-c OWNER/REPRESENTATIVEy via'i //i/, ,�OL ,C e�• PHONE -7 6 C/- Yf62 // ADDRESS l j'e,r ,Z Z Lo,zoW C,(/� , ZIP CODE 9�C2.?6- ARCHITECT/DESIGNER /fOe7ach 2,W,011, 5,07 It...PHONE �2'f$ ADDRESS PROPERTY ADDRESS %/// Z /4+� _S (,*/ C.-li,2a/►fls %u. ZONING /Q/L LEGAL DESCRIPTION ,5-__.L77L/, Ixe,P>-03A/LV `Jfft o7� SLy / 6 O z/f L o 7` % PLANS SUBMITTED FOR APPROVAL: 1. Building Plans - Preliminary Final Site Plan ,/ Landscape Plan J,," Elevations 2. Sign Elevations oA e Site Plan Landscape Plan 3. Modification of previous approval EXISTING USE OF PROPERTY DESCRIPTION OF PROPOSAL APPROXIMATE DATE WORK WILL BEGIN ON PROJECT,Q/�7 ESTIMATED TIME FOR COMPLETION OF WORK //��-�P 7 RELEASE/HOLD HA LML ESS AGREDIENT: The undersigned applicant, his heirs and assigns, in consideration for the City processing the application agrees to release, indemnify, defend and hold the City of Edmonds harmless from any and all damages and/or claims for damages, including reasonable attorneys; fees, arising from any action or inaction of the City whenever such action or inaction is based in whole or in part upon false, misleading or incomplete information furnished by the applicant, his agents or employees. PERMISSION TO ENTER SUBJECT PROPERTY: The undersigned applicant grants his, her or its per- mission for public officials and the staff of the City of Edmonds to enter the subject property for the purpose of inspection and posting attendant to this application. (Signature of Applicant) CITY OF EDMONDS PUBLIC WORKS DEPARTMENT SUBJECT NAME 4 Unit Apt. Bldg. at 7111 - 210th St. S.W. SUMMARY WORK START I NUMBER DATE AND TIME E=4-82 Review application and return comments to Bruce Finke. FROMST 7=1 /-84 TO J. Adams I TOD. Smith mi t`'j TO TO TO DATE DATE 1 DATE IDATE IDATE INTER -OFFICE COMMUNICATIONS TO James E. Adams, City Engineer Gary McComas, Fire Marshal DATE September 17,_ 1984 FROM Teresa Quigley, Planning Secretary SUBJECT: 4-UNIT APARTMENT BUILDING AT 7111 210TH ST. S.W. (ADB-100-84) Please review the attached application and return your comments to Bruce Finke by September 21. Hearing date: October 3. Thanks! 8THE--ET FILE RECEIVED SEp 171984 ENGINEERING ` CITY of, EDMONDS SIDE SEINER PERMIT For Inspection Call 771-3202 PERMIT NO. 07004 co _o v •r Q) Of Address of Construction: 2j// — '9, 9 o4 S� �f,J Property Legal Description (Include all easements): ?�,Y76*-'/ Owner and/or Builder: I�1/V R�4�LAo2-iS�C� Contractor & License No: V I A BALLINGER Single Family Residence LIFT STATION. Multi -Family (No. of Units �) �REfy Commercial (No. of fixture Units ) FILE Invasion into City Right -of -Way: No P�( Yes (If Yes, Right=of-Way Construction Permit required. Call One -Call -Center (1-800-424-5555) before any excavation.)s Cross other Private.Property: No Yes (If Yes, easement required, attach legal description and county easement number.) PLEASE READ THE ITEMS LISTED ON THE BACK I certify tha .I have read and shall comply Date with the items listed on the back. Permit Fee: �(�. OC7 Issued By: �l Trunk Charge: /00- 0O Date Issued: Assessment Fee: Receipt No.: 72 2S Partial Inspection: Comments Final Inspection Approved: l Date Initial Rejected: Reason ** PERMIT MUST BE POSTED ON JOB SITE ** White Copy - File Green Copy -'Inspector Date Initial Date Initial Buff Copy - Applicant 4 The City of Edmonds Side Sewer Drawing EASEMENT NO- ----------------------------------•--------- - NEW CONSTRUCTION ® REPAIRS ❑ LID NO_ __________________ _ASMT. NO. ------------------ OWNER .-O_�Y -•---- R1�.--•----- a_ qe...........---••- CONTRACTOR �1 _�f►.V►'1.�, '•--•-----•-----------------------------------•------------- PERMIT NO. 0_71_8_DLk JOB ADDRESS �.t.l.l_•---' ' 1 0 � !�;� . . W LEGAL DESCRIPTION: LOT NO. BLOCK NO. . �5 ' ..... - V1A..EAI LINGER � 1 LIFT STATION NAME OF ADDITION s PWW-0001-11175 (REV.11178) DATE �--••----- BY �0,�------ - NOTICE: No warranty of accuracy. The information shown on the attached map(s) was compiled for use by the City of Edmonds, its Employees and Consultants. The City of Edmonds does not warrant the accuracy of anything set forth on these map(s). Any person or entity requesting a copy should conduct an independent inquiry regarding the information shown on the map(s), including, but not limited to, the location of any sewer stub shown. Such sewer stubs may or may not exist and may or may not exist at the location shown. Neither the City of Edmonds nor its employees or officers shall be liable for the information given on map(s), nor for any one representation provided based upon said map(s). A R C H I T E C T S J d EAST ELEVATION SCALE: 1 /8" = 1' - 0" TAL SOX 3 51DIN6 TAL BOX 3 51DI% SPLIT SAGE IU WALL BASE iHIS WEST ELEVATION SCALE: 1 /8" = 1' - 0" TAL BOX 3 51DI14G :TAL BOX 3 5101% SPLIT FkGE 4U WALL BASE WEST ELEVATION SCALE: 1 /8" = 1' - 0" TAL BOX 3 51DI14G :TAL BOX 3 5101% SPLIT FkGE 4U WALL BASE IIm��n�U� Ifl llll� u�I!I�a..... ILJI SECTION SCALE: 1 /8" = 1' - 0" SOUTH ELEVATION SCALE: 1 /8" = 1' - G' NORTH ELEVATION SCALE: 1 /8" = 1' - 0" SECTION SCALE: 1 /8" = 1' - 0" b" SPLIT PAGE GM WALL BASE SITE PLAN SCALE: 1" = 30'-0" FLOOR PLAN SCALE: 1 /8" = 1'-0" G7 W W CiC 253. 572. 3993 FAX 253.572.1445 p architect®tcrr.com Its 902 NORTH SECOND STREET y TACOMA, WASHINGTON 98403 [/7 0 tl— Improving Lives by Design Project Title CITY OF EDMONDS NEW VEHICLE WASH FACILITY EDMONDS, WASHINGTON Project Numbers 99055 Issue & Revision Dates 01 APRIL 2000 5b�j��- SO bxj 4- 1 fA RECEIVED MAY 18 2000 Sheet Title SITE PLAN, FLOOR PLAN, ELEVATIONS, SECTION Drawn By Checked By CGA RJC Sheet Number Al .Ol PERMIT COUNTER Sheet Number Of All malcdal hareln eomlitutos tt e odglnal and unp i shod work of the orchilect and may nol be used. dupRcoled or disclosed without Itw Cop�ilghl {� 2000 bylhomas velllon ransent of ilia aichilecl. Cook Reed Reinvold Architecls PLLC. At rsghts reserved. Am 'I Date: To: From: Subject: MEMORANDUM May 23, 2000 Don Fiene, PE; Assistant City Engineer Maryanne Zukowski, Traffic Engineer ' f Gordy Hyde, Development Services Engineer q6k ADB application for Edmonds Public Works at 7110 - 210th St. S.W. (ADB-00-060) Attached is an ADB application for an outdoor vehicle wash facility and equipment building at the subject address. Don, please give me your preliminary requirements for drainage. MaryAnne, please send me your preliminary requirements for traffic. Please return your comments regarding storm drainage and traffic to me so I can prepare a response to the Planning Division. Thank you. - �Z City of Edmonds city of edmonds �CEIVE D development informatio MAY 18 2000 r6M`,,i,4. DEPT. X) ARCHITECTURAL DESIGN REVIEW O COMPREHENSIVE PLAN AMENDMENT ❑ CONDITIONAL USE PERMIT O HOME OCCUPATION ❑ FORMAL SUBDIVISION ❑ SHORT SUBDIVISION ❑ LOT LINE ADJUSTMENT ❑ PLANNED RESIDENTIAL DEVELOPMENT ❑. OFFICIAL STREET MAP AMENDMENT O STREET VACATION ❑ REZONE ❑ SHORELINE PERMIT ❑ VARIANCE / REASONABLE USE EXCEPTION ❑ OTHER: PROPERTY ADDRESS OR LOCATION 7110 - 210th St. SW - Edmonds 98026 PROJECT NAME (IF APPLICABLE) Public Works Vehicle Washing Station PROPERTY OWNER City of Edmonds Public Works PHONE # 771-0235 ADDRESS 7110 - 210th St. SW •- Edmonds, WA 98026 E-MAIL ADDRESS millern@ci.edmonds.wa.us FAX # 425-744-6057 TAX ACCOUNT # SEC. 20 TWP. 27N RNG. 4E DESCRIPTION OF PROJECTOR PROPOSED USE Construct an outdoor area to wash vehicles with an equipment building and canopy structure. Structure to match existing buildings and canopies on the site. APPLICANT City of Edmonds PHONE # ADDRESS E-MAIL ADDRESS FAX # CONTACT PERSON/AGENT Noel Miller PHONE # 425-771-0234 ADDRESS 7110 - 210th St. SW - Edmonds, WA 98026 E-MAILADDRESs millern@ei.edmonds.wa.us FAX # 425-744-6057 The undersigned applicant, and his/her/its heirs, and assigns, in consideration on the processing of the application agrees to release, indemnify, defend and hold the City of Edmonds harmless from any and all damages, including reasonable attorney's fees, arising from any action or infraction based in whole or part upon false, misleading, inaccurate or incomplete information furnished by the applicant, his/her/its agents or employees. By my signature, I certify that the information and exhibits herewith submitted are true and convect to the best of my knowledge and that I am authorized to file this application on the behalf of the owner as listed below. SIGNATURE OF APPLICANT/AGENT L'�t.QrZ DATE Property Owner's Authorization By my signature, I certify that I have authorized the above Applicant/Agent to apply for the subject•land use application, and grant my permission for the public officials and the staff of the City of Edmonds to enter the subject property for the purposes of inspection and posting attendant to this application. SIGNATURE OF OWNER DATE This application form was revised on 1/27/00. To verify whether it is still current, call (425) 771-0220. C:\My Documents\Kat6landuseapp1dot 4-CASED .- onV) K) �t 00,6,0 lqool (nzi0 R Lq L! al C'4 rn ,no 0 �- —w• I a. ui is�vf m 0 LJ Ld WM (2) It= WM (2)r U4 U4 m0 . . [-Wv �_�lv C" TOP: 40.f 6�,97 DESCRIPTION LOTS 6.7,8,9. AND 10, BLOCK 6, SEAITI E HEIGHTS DIVISION NO. 4, Vni I IkAr 0 n;r 01 ATICZ C)Ar-;r 11 PlrflnPnQ nP 4ZMnWnUIOZW PAI IkrrV LEGEND CB 0 CATCH BASIN TJB a TELEPHONE JUNCTION BOX NOTES BASIS OF BEARINGS- -MONUMENT LINE 212TH ST. W ASSUMED 44 CASED MONUMENT T ==k� 1701 Comnw" Taeam, Wallington 200-W-8M P&VW taring 218 112 Wei!k 4th Av mwr6ws of The krork*# NMUMS of kdOWds co co (n I -to 4TO CB 389.01 0 4) of I.E., N: 385.11 I.E., W. 384.81 Q .at 0 0 ( CTJ 0 a--• �l N SSMH Top 388.92 I.E.: 376.87 rn rn co 0 0 N f 04 pp f sry �� aQ �a,,� J� to f u =±L'!L93 Z3 h�Gn►r1c tff•Z- w �J_ > rc-4 (L 1� 0 Z N cn z lEr CON C/ ca TOP: 383.84 SNOW* w I.E., E: 378.64 I.E., N: 37624 I.E., W: 376.34 0 Ld'i f 0. LL z to c3 000 to ui V) w D pp to CB TOP: 382.96 �.E., N: 377.76 Z. E. 375,76 To I E P 3 N 8 2 3 9 6 7 , E* 375, DOW S SSM� SMH Top 3 3 .1-13 �TOP: 384.3 ........... : 375.02 ....... 36"' NC. Shad carkwft MONUM NT . : ........ .. ............. . .... .............. .............. ........... BTJB GV ................. .................. .................. CB CBMH TOP: 383.03 iC MH I.E., N: 378.03 : 384.89' I.E., S: 375.83 1: N: 380.29 I E. W: 377.27 scale Nom I.E., NW: 379.00 I.E., SW: 379.00 I.E., S: 376.71 0 1.0' 20' 40' ............... .......... ............... 0.\229200B\229200&DWG Aff h�/Z-//-y UTILITY SERVICE ORDER vi ` ,j Today' date Account Number ulled Meter Undate Meter Written By OC . Service Addressl0 �� s'% SGc� // v Requested By IT�G Water Service Date Turn -on Turn-off C/B Read Reread Reread Location of Meter Leave D/H Edit/Cust. Current Read Date Current Read Previous Read Date Previous mead Consumption Read By Date Notes Name Street Address City State Zip Code_ _ _ _ _/_ _ rpint 9 3 0 A70 4-(:� 9,30 70S Date New Meters Installed Size Lock 0 Unllocked Residential Apartment Units Office Units Commercial Units Sprinkler Other Sewer Avail. Unavail. Meter Charge $ d3 . Connection $ c�U Street Cut $ Total $ 4�E 22VA Permit By requesting installation of a water meter and for commencement of service, the undersigned agrees to abide by all rules, regulations and remedies applicable to, utility accounts and patrons of the City's utility. �D PATRON SIG ATURE PRINT NAME 4, (- -Rw .CIS 1. ENTER CUSTOMER(S)/NEW METERS) Written By Customer No. Sort Code Type Mailing Address Service Address Mun.. Name Name Address 1 Address 1 Address 2 Address 2 City/State Zip -City/State Zip Phone Phone Service Location Active Date 2. ENTER CUSTOMERS' SERVICES Customer No. Start Date Rate No. Billing Type Address Code Billing Cycle # of Digits on Meter Factor Last Reading Date Meter No. Last Meter Reading Route/Sequence Meter Size Cust. Equiv. Class Sprinkler Sewer Connected U) I SURFACE WATER TECHNICAL INFORMATION REPORT for Proposed Edmonds Maintenance and Operations Center Edmonds, Washington JULY 1993 11116`q_3 C/V/L . STRUCTURAL ENGINEERS • LAND PLANNERS 2215 NORTH 30th SUITE 210 • TACOMA, WA. 98403 (206) 383-2422 0 FAX: (206) 383-2572 Prepared By: Mike Cusick, Design Engineer, 91206.10 Reviewed By: George J. Lindsay, P.E., Principal TABLE OF CONTENTS 1.0 PROJECT OVERVIEW PAGE 1.1 Introduction ...................................... 1 1.2 Site Description .................................. 1-2 1.3 Project Description ................................. 2 2.0 PRELIMINARY CONDITION SUMMARY 2.1 General ........................................ 2-3 3.0 OFF -SITE ANALYSIS 3.1 Upstream ....................................... 3 3.2 Downstream ...................................... 3 4.0 RETENTION/DETENTION 4.1 General ........................................ 3-4 4.2 Existing Site Hydrology .............................. 4 4.3 Developed Site Hydrology ............................ 4 4.4 Treatment ....................................... 4 4.5 Hydrologic Analysis/Detention System .................... 5 5.0 CONVEYANCE SYSTEMS AND DESIGN 5.1 General ........................................ 5-6 6.0 EROSION/SEDIMENT CONTROL 6.1 General ......................................... 6 6.2 Structural Control Measures .......................... 6-7 6.3 Cover Measures ................................... 7 6.4 Construction Practices .............................. 7-9 Figure 1 Vicinity Map Figure 2 Existing Site Topographic Survey Figure 3 Basin Map Appendix A Hydrologic Calculations Appendix B Geotechnical Report 1.0 PROJECT OVERVIEW 1.1 Introduction The Edmonds Maintenance and Operating Center is located at the intersection of 72nd Avenue West and 212th Street Southwest in the City of Edmonds, Washington, as shown on the Vicinity Map (see Figure 1). This report analyzes the stormwater runoff and discharge associated with the operation, including future improvements of the City of Edmonds Maintenance Center. The City of Edmonds has adopted The Drainage Ordinance Procedures Manua/ by the Department of Public Works, Snohomish County, dated November, 1979. Applicant: City of Edmonds 200 Dayton Street Edmonds, WA 98020 1-206-771-0220 1-206-771-0221 Fax Legal Description: Lots 6, 7, 8, 9 and 10, Block 6, Seattle Heights Division No. 4, Volume 9 of Plats, Page 11, records of Snohomish County, Washington. Total Area: 4.24 acres 1.2 Site Description The site is located within the Ballinger Basin west of Interstate 5 in Edmonds, Washington. The site is currently occupied by a house and several city maintenance facilities, including miscellaneous maintenance buildings and other structures, an above -ground fuel tank, and several uncovered storage areas. Residential structures, which were present in the northwest corner of the site AHBL 1 at the time of our preliminary study, have since been demolished. Much of the north and north -central portions of the site have recently been cleared and partially grubbed. Remaining site vegetation includes clusters of large coniferous trees, scattered typical yard shrubs and lawns, swamp grasses within the peat bog area, and isolated deciduous trees in the southwest corner of the site. Several stockpiles of miscellaneous soil fill of varying quality were observed in the central portion of the site. A relatively large stockpile of asphaltic pavement grindings is present on 72nd Avenue W. Per the City of Edmonds staff, the Ballinger Basin was made sensitive by the State of Washington due to excessive pollution going into Lake Ballinger. The soil types were found to be glacial outwash, weathered till, unweathered till, peat and organic silts (see Geotechnical Report by Landau Associates, Appendix B). A wetland exists along the west central portion of the site adjacent to 72nd Avenue West right-of-way. The wetland will be completely disturbed and mitigation will be performed off -site by the City of Edmonds. Permits for wetland filling and mitigation are to be handled by the City. 1.3 Project Description The proposed improvements for the site include a construction of a two-story administration and shop building, a single -story equipment storage and maintenance building, a covered storage building, and several ancillary facilities AHBL 2 The ancillary facilities include a vactor dewatering facility, a fueling station, and equipment wash racks. The remaining area of the site will be used for driveways and parking, sand and gravel bin storage, open storage, and a stormwater detention pond. 2.0 PRELIMINARY CONDITIONS SUMMARY 2.1 General The proposed project is located in the Ballinger Basin, which is situated in Edmonds, Washington. The basin is developed both residentially and commercially. 3.0 OFF -SITE ANALYSIS 3.1 Upstream Approximately one acre of off -site drainage is tributary to the site. Presently, runoff from this tributary area appears to be conveyed within the site by a collection system to the existing catch basin in 212th Street SW. The existing tributary stormwater runoff from the property east of the site will be collected off -site in a pipe and conveyed along the property line to the existing catch basin in 212th Street SW. 3.2 Downstream A 36-inch stormwater collection system is located adjacent to the site at the intersection of 72nd Avenue W and 212th Street SW. City staff has stated this system has sufficient conveyance capacity provided the release rate is AHBL 3 based on a 10-year event during a 25-year storm. As the on -site system release is designed for a 10-year event, a downstream analysis was not performed. 4.0 RETENTION/DETENTION ANALYSIS DESIGN 4.1 General The stormwater system is designed to handle a 25-year storm event for detention with a 10-year release rate. The conveyance system is designed to handle a 25-year storm event. 4.2 Site Hydrology The site was divided into drainage basins. These basins are shown on Figure 3. The basin delineation is based upon the developed site layout.. Basin characteristics are discussed under Section 4.2. 4.3 Developed Site Hydrology Following is a description of the subbasins and stormwater runoff detention facilities to be provided (see Figure 3). Basin One consists of subbasins A, B, C, D, E, and F, which include the north parking area and Building 1. Basin Two consists of subbasins G, H, I, and K, which include Building 2, vactor canopy, part of the covered storage, and maintenance parking area. Basin Three consists of subbasins J-1, J-2, and J-3, which include the covered storage, fuel island, wash racks, and material storage. AHBL 4 Assumptions and data used for developing the existing hydrology for the basins and subbasins are as follows: Methodology: Y & W Method - 25-year event for detention with a 10-year release rate. Rainfall Distribution: Snohomish County Rain Intensity Chart. 4.4 Treatment As the Ballinger Basin is considered sensitive, treatment of stormwater runoff from paved surfaces is required to be treated. Criteria from the Washington State Department of Ecology's Stormwater Management Manua/ for the Puget Sound Basin will be utilized. 4.5 Hydrologic Analysis/Detention Systems The proposed detention system is a 2-cell wet pond with live storage. The volume of wetpond was determined using the Rational Method and requirement from the Stormwater Management Manual for the Puget Sound Basin. The required volume was computed to be 11,667 cf. The volume of the wetpond provided is 11,694 cf (see Appendix A). The live detention pond volume was calculated using the Y & W Method. The required detention volume is 9,060 If. The detention pond provides 13,835 cf. The calculations are given in Appendix A. See Appendix A for Orifice Calculations. IAHBL 5 5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN 5.1 General The existing site does not contain a stormwater conveyance system. The proposed collection and conveyance system was sized using the Rational Method. * This method of analysis is a simple, widely accepted method that predicts a conservative peak flow rate. The method is applicable for projects such as Edmonds Maintenance and Operations Center, which have a drainage subbasin area less than 20 acres and a Tc less than 100 minutes. The proposed conveyance system was designed using the Uniform Flow Analysis to size the system to convey the 25-year design storm peak runoff without surcharging the pipe. The hydraulic calculations are given in Appendix A. 6.0 EROSION/SEDIMENTATION CONTROL DESIGN 6.1 General The proposed development includes an erosion/sedimentation control plan designed to prevent sediment -laden runoff from leaving the site during construction. The erosion potential of the site is influenced by four major factors: soil characteristic, vegetative cover, topography, and climate. Erosion/sedimentation control is achieved by a combination of structural measures, cover measures, and construction practices that are tailored to fit the specific site. IAHBL 6 6.2 Structural Control Measures Structural control measures are used to reduce erosion and retain sediment on the construction site. The control measures are fit to specific site conditions. The soils on the site significantly affect the erosion potential. The proposed development is situated on a 4.24-acre parcel. The soils on -site are silty sand and till. These soils have low erosion potential. The parcel slopes from the north to the south with a depression along the west property line and the southwest corner. The moderately steep slopes contribute to high sheetflow velocities, which will increase the erosion potential. The following structural measures will be used to control sedimentation/erosion processes: • Stabilized construction entrance • Interceptor dike/berm and swale • Sediment trap with gravel cone • Filter fabric fence 6.3 Cover Measures Because vegetative cover is the most important form of erosion control, construction practices must adhere to stringent cover requirements. More specifically, the contractor will not be allowed to leave soils open for more than 30 days and in some cases, immediate seeding will be required. In addition,. during the period of October 1 through March 31, all project disturbed soil areas greater than 5,000 square feet that are to be left unworked for 12 hours shall be covered by mulch, sodding, or plastic covering. IAHBL 7 6.4 Construction Practices The best construction practices will be employed to properly clear and grade the site and to schedule construction activities. The planned construction sequence follows: 1. Stake/flag limits of clearing. 2. Arrange and attend pre -construction meeting with City of Edmonds Inspector. 3. Install gravel construction entrances. 4. Construct interceptor swales and silt fences. 5. Clear and grub site. 6. Rough grade site, relocation and replacement of interceptor swales and other features will be required as construction progresses. 7. Install permanent drainage facilities. 8. Install other utilities, water pipes, etc. 9. Provide temporary catch basin protection. 10. Final grade. 11. Pave site. Install landscaping features. 12. Remove temporary erosion control measures after approval by owner and the City. AHBL 8 13. Clean storm drainage system. Do not flush sediment off the site. AHBL, IN Mike Cusick Design Engineer This veorgel,�.i-r Principal MC/GJL/wsn 9120610. rep July 1993 AHBL 9 APPENDIX A HYDROLOGIC CALCULATIONS IAHBL 10 m m= m m Im "a r m� m m r M M 4m. m m M_ �� ors-�a:�► i li 411 \ Of q �•+ r w 72nd Vol 410 A •r ) 1PRO 5CAL-f i F/6vjrE 2 To Poo tj IL vc II II1I Lj J I CALL 48 HOUR8 BEFORE YOU DIG 1-600-424-aria PART OF THE SE 114 OF THE SE 1149 SEC. 209 T. 27 N.9 R. 4 E., W.M. SNOHOMISH COUNTY, WASHINGTON cammillmmmm OREMOVE EXISTING CEMENT CONCRETE DRIVEWAY ACCESS. PROVIDE CEMENT CONCRETE CURB AND OUTTER, AND SIDEWALK. MATCH EXISTING AND CONFORM TO CITY REQU TYPICAL 2 LOCATIONS - APPROXIMATE KPILE. SEE OUATPO AND SEE SPECIFICATIONS FOR ULOCATION OF ASPHALT SE OF `PLANNINOS. GENERAL NO'ITS 1. SITE DIMENSIONS AND HORIZONTAL CONTROL IS SHOWN AT SHEET AI.01. 2. ALL WORK ON THE CIVIL SHEETS IS BASE BID, UNLESS NOTED OTHERWISE, 3. COORDINATE UTILDTY SERVICES POINT OF CONNECTION IWTTH APPLICABLE SUBCONTRACTORS PRIOR TO ANY TRENCHING. CONDITIONS AT ,. EXISTING TT MQ CONTRACTOR SHALL REFER TO THE UPDATED TOPOGRAPHREFLECT 1C, S EISURVEY LOCATED WTITHN THE BID SET, AND SHALL REVIEW THE STYE TO ASC0TAIN ACTUAL SITE CONDITIONS. S EXISTING STORM DRAINAGE LINES LOCATED UNDER AND WITHIN 3' OF ANY STRUCTURE SHAD. BE REMOVED AND THE TRENCH BACKFILLED WITH STRUCTURAL FTW 6. CONTRACTOR SHALL CONNECT THE BUILDING DOWNSPOUTS TO THE SITE DRAINAGE SYSTEM. PIPING CONNECTIONS SHALL BE 6' AT IS MINIMUM SLOPE, EXCEPT WHERE NOTED OTHERWISE. SEE ARCHITECTURAL DRAWINGS FOR DOWNSPOUT LOCATIONS. CLEANOUTS SHALL BE PROVIDED AT 100' MINIMUM SPACING. 7' TO EE)UEUS 1NG PAVEMENAND TT, EXCEPT WHEREE NOTED ASRT OF Z IOTH ?REE SAVE AREA-. AND AVENUE S. REFER TO SHEET A2.1 FOR LOCATION OF CATCH BASINS NO 3A, 4. 4.1. 4.2. 4.3. AND 4-4. 9. IMPROVEMENTS SHALL BE PERFORMED BY OTHERS CONCURRENT WITH THIS PROJECT AT 72ND AVENUE WEST AND 21OIH STREET SW. INCLUDING STORM, WATER, CURB AND GUTTER. SIDEWALK. AND PAVING. Cl CIVIL SITE PLAN C2 ALTERNATE NO. 3 SITE PLAN, NOTES. AND UTILITY SCHEDULES C3 TESCP C4 STORMWATER DETTFNTION PLAN AND DETAILS CS EARTHWORK SECTIONS C6 STORM. SANITARY. AND PAVING DETAILS C7 WATER DETAILS I. 1 VICINITY MAP N.T.S. APPROVED FOR CONSTRUCTION CITY EIKi[EER DATE _ S SAl1TARY SERER SEE SCHEDULE ON C2 CO - CLEANOUT - SEE D - STORM DRAIN - - SEE SCHEDULE ON C2 DOMESTICWATER MAIN SERE _ FS FIRE PROTECTION MAN r `BASIN - SEE SO4ED LE ON C22 ` ASPHALTIC CONCRETE PAVEMENT SEE HEAVY DUTY - TYPE B HEAVY DUTY TYPE A '---_1LWT DUTY FINE HYDRANT ASSEMBLY - SEE CT .400.0 FINISH GRADE ELEVATION CITY OF EDMONDS Operations and Maintenance Center' � p — aAsiN ppvty O A Ry MAP 91024 5v0-H9Ha�A3 rr.+ O 5U6 T3atHN w. c..,r.. . .. 80wivAR'v CIVIL .SITE PLAN SCALE- T • 30' 30• 0 30' 60' DATUM: OTT OF EDL OHOS, MEAN LOVER LOW WATER SENCH PARR: HEAD OF SPKE N POWER POLE AT o >r fa w SE COMER 72.A AND 2DM ELEVATION 4103T DESCRIPTION LOTS 6, I.B. 9 AND 0, BLOCK 6, SEATTLE HEAHTS .. . DIVISION ft 4, VOLUME 9, OF PLATS, PAGE 16 RECORDS OF SNO"OUSR COUAITY, WASI"TOK . 1 Fnu DNAt•ms An IsWtO Pa AGENCY NT R[vtMP11R►Ot![ OLL1 Ala AR[ R E Fl G li9M TO a Otto FOR CONSTgNTIOW. 10 - T 2 3 CATCH BASIN STRUCTURE SCHEDULE ' CBF 1. Type 2J8' CBI 4-3, Type 70 CBI 8-1, Type 1 RIM - 398.30 RIM - 399.62 RIM - 398.90 1E - 394.83 12' N IB - 397.60 6' A 8' IB - 493.15 A IB - 394.50 16' 3.6 IB - 394.33 I8• W CBI H. Type 3 CBI 9, Type I CB/ 2, Type I RIM - 399.62 398.02 RIM - 399.90 1E - IB - 395.29 IS• RIM - 399.60 tE - 393.5E 12' IS - M-11 12' tE - 39S.ee 1• CBI S. Type 2 �8- RIM - 410.00 CBI 10. Type I CBF 3. Type 1 IB - 404.85 IE - IOI.32 8' 12' RIM - 3919.00 RIM - 399.50 1E - 393.71 IE - 393.33 COI S. 1, Type I CBI 11. Type I CBI 3A. Type I RIM - 407.90 it, - NOS. 13 RIM - 199.OU RIM - 399.0 IB - Wb.1b IS - 393.62 CIM 6, Type 1 RIM - e10.10 (TV 12, Type I CBI 4, Type 1 IE - 4113.60 RIM IWAXI B RIM - W9.44 It; .VI6.61 1E - 393.99 12' 1E - 396.22 8' CIV7. Tyµ I - RIM 4118.81E CIY 13. Type 2./8- CBI 4-1. Type 30 It; - 406.13 RIM u .V11341 RIM - 399.62 Ili •' WN.11 Ib' IE - 396.35 ('N 8, 'Type 2 e8' Ili W1.91 IS' RIM - 398.90 ' CBI 4.2. Type 30 I1: - l9I.79 :6 CBS 14, '1'ypC 1 11. 394.86 IS' .. RIM - 399.6T It: J9S.U.1 12' RIM W8.31) IE - 397.10 Hi .1W.31 IS' It! - 393.31 12' CBI 13. Typu I RIM - W8.50 It: - 393.71 C 0 CATCH BASIN PIPS LENGTH DIAMETER SLOPE CB 1 - CB 2 33 LF 12' C900 O 0.30% CS 2 - CB 3 e9 LP 12' C900 O 0.50% CB 3 - CB 3A 60 IF E2' O OAS% CB 3A - CB I 54 LP 12' O 0.50% CB 4 - CB 5 76 LF 12' O 11.36% CB 3 - CB SA 37 LF 8' O 0.50% CBS-CB6 II3LF 8• 00.6511, CB6-CB 7. I03 IF 1' 00.50% INLET - CBII 176 LF 8' S - 0.57% CBI/ -POC les LF B. 3-6.12% CATCH BASIN PIPE DIAMETER SLOPE CB 1 - CB I SS LF C906 16' O 0.30% CB I - CB 8.1 23 LF 12• O 0.50% CB I - CB 9 Is LF IS' O 0.50% CB 9 - CB 10 33 IF 12- O 0.50% CS 10 - CB 11 1 90 I.J. 12' 0 0.30% CB 11 - CB I: 1 901E 8' O 0.30% E CALL 48 HOURS BEFORE YOU DIG 1-800-424-5555 4 5 TOPO(IRAPNC NOTE . CBI 16. Type 1 THE EXISTING CLLTIRAL AND TOPOGRAPHIC DATA SHOWN ON THESE DRAWINGS HAS BEEN PREPARED. N PART. BASED IRON INFORMATION RIM - 399.00 FURNISHED BY OTHERS. WHILE THIS INFORMATION IS BELIEVED TO BE RELIABLE. IE - 3%.23 AHOL CANNOT ENSURE ITS ACCURACY AND THUS IS NOT RESPONSIBLE FOR THE ACCURACY OF THAT INFORMATION OR FOR ANY ERRORS OR OMISSIONS WHICH MAY HAVE BEEN INCORPORATED INTO THESE DRAWINGS AS A RESULT. CBI 17 Type I RIM - 399.00 TR8101 NOTE Ifi - 395.96 F WORKERS ENTER ANY TRENCH OR OTHER EXCAVATION FOUR OR MORE FEET IN DEPTH THAT DOES NOT MEET THE OPEN PIT REOIIrtEMEWS OF WSDOT CBI I8, Type 1 (OR Site) SECTION 2.0931319. D SHALL BE SHORED AND CRIBBED. THE CONTRACTOR ALONE SHALL BE RESPONSIBLE FOR WORKER SAFETY AND AHBL ASSUMES NO RIM - (0100 IE - 396.00 RESPONSIBILITY. ALL TRENCH SAFETY SYSTEMS SHALL MEET THE REOUO!EMENTS OF THE WASHINGTON INDUSTRIAL SAFETY AND HEALTH ACT, CHAPTER 49.11 RCW. UTLITY NOTE THE LOCATIONS OF EXISTING UNDERGROND UTILITIES ARE APPROXIMATE ONLY AND HAVE NOT BEEN INDEPENDENTLY VERFED BY THE OWNER OR ITS REPRESENTATIVE THE CONTRACTOR SHALL DETERMRE THE EXACT LOCATION OF ALL EXISTING UTILITIES BEFORE COMMENCING WORK AND AGREES 10 BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES THAN HAPPEN DUE TO THE CONTRACTOR'S FAILURE TO LOCATE EXACTLY AND PRESERVE ANY AND ALL UNDERGROUND UTILITIES AHBL ASSUMES NO LIABILITY FOR THE LOCATION OF UNDERGROUND UTILITIES CATCH BASIN PiPC-LFJNOTH DIAMETER SLOPE CS I - CS 13 65 LT.. 16- C905 0 0.30% CB 13 - CO le 80 LF I3' 0 0.30% CB 1e - CB Is eo LF 12' 0 0.50% CB 13 - CS 16 50 LP 12' O 0.50% CB 16 - CO 17 33 LF 8' O 0.50% CB I - POND 20 LF 18.C903 0 E.I.DIE.] POND - CS I -A 25 LF I8' C90.T O CATCH BASIN PIPE mmrH DIAMETER SLOP! CB ♦ - CO e• 1 66 LF I' O 0.50% CO I-1 - CB 1.2 SS IT 8' O 1.00% CB 4-2 - CB 1.3 50 IF 8. 0 1.00% co e-3 - CB e-e 42 !A: b' O I.W% CONSTRII(TION SI!Q111-mu. 1. ARRANGE AND ATTEND PRE -CONSTRUCTION MELTING WITH CITY OF EDMONDS INSPECTOR. 2. STAKE/FIAO LIMITS OF CLEARING. 3. INSTALL GRAVEL CONSTRUCTION ENTRANCES. 4. CONSTRUCT INTERCEPTOR SWALES AND SILT FENCES. S. CLEAR AND GRUB SITE. 6. ROUGH GRADE SITE:, RELOCATION AND REPLACEMENT OF INTERCEPTOR SWALES AND OTHER FEATURES WILL BE REQUIRED AS CONSTRUCTION PROGRESSES. 7. INSTALL PERMANENT DRAINAGE FACILITIES. 8. INSTALL OTHER UTII.17'IIS, WATER PIPES. ETC. 9. PROVIDE TEMPORARY CA'1'CHI BASIN PROTECTION. 10. FINAL GRADE. It. PAVE SITE. INSTALL LANDSCAPING FEATURES. 12. REMOVE TEMPORARY EROSION CONTROL MEASURES AFTER APPROVAL BY OWNER AND THE CITY. 2 3 4 SANITARY SKWER SCIIEDULIK 04VIMT IAICATION 13AVATM am SI .M.97 3 8' X W SADDLE TAP AT I:xISI'ING SI!WER, VERIFY INVT!RT LLUVATION IN FIELD 120 LF 6'02% S2 193.37 20LF6.02% S3 393.77 S2 TO 52.1 393.57 10 LF 6. 0 2% Stl 383.00 t LdCATE EXISTING SIDE SEWER AND VERIFY INVERT ELEVATION 33 LF 6- DIP O 10.e% SO 388.70 43 LF 6- DIP 0 2% SI3 389.60 VI I.F 6.02% SII 390.60 220 LF 6.02% SO 393.00 S13 TO SI).1 W6.00 50 LF 6-012.8% S21 389.81 t 8' X 6' SADDIJ: TAP ATEXISTING SEWER, VERIFY INVERT ILEVATION IN FIIEI.D 73 I .F h- 0 8. n % S22 193.I1U WATER SVSI'I:AIS S('l113AILE. FIRE PRO7'a7rioN MAIN WI CONNI (-r TO NIEW 8• (iAT1! VAI.VI: INYI'AI.Ll:n BY (yI't11ERS W2 8' X 6' MI Tlili WITH 8' X 6' ki:i)ti('I:R DOMESTIC WATER 'Nil 3' SADDLE TAP 710 NEW 8' WATER MAIN myw.1.13) IIY 071I1iRS W 12 4' MI X Ft. TEE WITH 2' THRD I:1 ANGE,'_' CORP. STOP WITH VALVE IIDX, TYP 3 LOC.AnONS 6 7 B FAPPROVEDSTRUCTION~Durbp DATE "m"i `� A aua.cw :W 11 e1e]II-,-e I t PARTIAL SITE PLAN ct ALTERNATE No. 1 4 CS SCALE- T - 30' D (::I'1Y OF I:IJMONUS Operations and Maintenance Center 91024 ALTERNATE Me. 3 SITE PLAN, NOTES UTILITY SCHEDULE E ^ r 10 u ($_1 THERE GRAWNIGS ARIL 1119111110 FOR AGENCY P1RWT REVIEW PURPOSES ONLY AND ARE NOT TO RE W[0 FOR CONSTRUCTION•. RE C2 .. 5 E .. 7 R V v 91206.10 3-A I APPENDIX B GEOTECHNICAL REPORT IAHBL 11 AHBL DRAWN JOB NO / SHEET NO. l_r 9i2a6./o CIVIL & STRUCTURAL ENGINEERS -LAND PLANNERS SCALE: DATE: 2215 NORTH 30TH STREET, SUITE 210 /VA TACOMA, WA 98403 (206) 383-2422 FAX: (206) 383-2572 TD%AL A2ei i �3 D x SBS� = l8-?/ god 2 9. 2 R 4 G Nor y35� ft2/Ac - 20 x �3s _ *v ca�i"rzi '700 fk To ZA/v1) sc.4 PE A QE a L.S. �av o A A _ �2 U,N 2 f 3o % 4,36(,o 224 IS Z so 2 G�35Gv C VAS U C lZr- ZS 9CA)e LSC /o tIEo rL 0 9 / Ac. o,lv& Ac�- p. S 2 4L 3 _7Z AC = C = o .q v �M to, C(Zv I00S 0.52 *%a c C= 0.2o PE 2 V I ous �0.52a, 20) 4'2y 6T002M Cv6-A)7- RQEAsc )?)1TW o. 6 r AI = C FoR-D.6TEA1r1 v v Ex'ST T c- f 360 1. C PC K TA d3 LC Dew 3911- 3`144 = r. y� �a�c OvBL LINO 3vD I Eq (-L T/��- AHBLDRAWN BY JOB NO SHEET NO. z 0� , /0 2 I 1 CIVIL & STRUCTURAL ENGINEERS •LAND PLANNERS SCALE: / " DATE: 2215 NORTH 30TH STREET. SUITE 210 TACOMA, WA 98403 (206) 383-2422 FAX: (206) 383-2572 A REA = -4, 24 4c CPR e 0.1-5 1 A U C R SAGE SL pt; 399- 3ciy 3 00 V = O, 3 2 F-T/Sec, / C + 10 �Hrc Coo 5� QrREl. CIA _ os C�.��s>�y.Zy��J= o,73CFS to / Q, �3 0.51AiC1i 2y 25 a 5,-6� E• T - zS + Z 706 _ - Z5 t Z7o6 god Qo D. z/Z vs - z ' -r -716 Go 43E _ � z , T- t 2S (8 s)K s) 2,42s .oy VT = (2 6 Z S, OY J(0. 6194/ ail• Z 4 ) = 90 S 9. 96 Nz 9060 '4 DRAWN 8Y _ JOB NO SHEET NO. AHBL V'1.. `; I ZU6 (v CIVIL & STRLUTURAL ENGINEERS- LAND PLANNERS SCALE: DATE: 2215 NORTH 30TH STREET, SUITE 210 iJ 60 TACOMA, WA 98403 - (206) 383-2422 FAX: (206) 383-2572 WET F0MC) S ►�E V O L U ME O F Li ET )P0 N Q� TO (. Q o 1A L- �'-HOUR. 90K) C� L-)E PT" O - � . T AaLC / / / —4.3 /M pergv l ol-s Ca,err. = • a 7 z AC, PE R v 1 ovS Cove � O.� Z iq.C, 4211 AL ;/o //*I r-Ee V ► vus = i rnr E R v t bus ARCA _7 s /o 5-7. -7 y 3.7z.4L _ 87.7y'Y6 �+. 2y Ac 2/ 2 • S �,6 1 AHBL CIVIL & STRLfCTURAL ENGINEERS • LAND PLANNERS ' 2215 NORTH 30TH STREET, SUITE 210 TACOMA, WA 98403 (206) 383-2422 FAX: (206) 383-2572 DRAWN BY: JOB NO. SHEET NO. SCALE: t � A V DATE: I ( �� z 2:5 3. 7Z Act : O. Oe A� 3� 5 9 -77'e Z (N El— 1-0NcJ U ULV w+es eAit a`/ Nova Cvt-ru-r rnao rw VEKJr = . f ,q ZG'�t:AC R V N OFF' = O ,mil O / Z l/ CO.G6,N )/3.72/�G)(O.�i #3�� 70 O _ l �+ �- V L v i'''� C t i T ' AHBL DRAWN BY JOB NO SHEET NO. r'l�- ate. b CIVIL & STRLCTURAL ENGINEERS •LAND PLANNERS SCALE: DATE: S�-7 2215 NORTH 30TH STREET, SUITE 210 N —7 121'G3 TACOMA, WA 98403 (206) 383-2422 FAX: (206) 383-2572 WEs 7- '3C7/ .3q,,, FtZ ,oE'LcV . 'll/ PON p VOL-urIr WET '05'Fe -r / u N PON o Irl ev . �q(o. —7S 3�yS 3 z SLf 1DETErJTt vN PoVU C� v 'x?uoc o FEQ v 1Pc D n 3 83.s3 Qo v 10 /Of04.a Fe 2C-Qv READ --30___ -�- z (316.16- 314t. 5) = z 1 -AHBL ' CIVIL 6, STRUCTURAL ENGINEERS • LAND PLANNERS 2215 NORTH 30TH STREET, SUITE 210 TACOMA, WA 98403 (206) 383-2422 FAX: (206) 383-2572 DRAWN BY: f''- JOB NO. 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R� 33 c'C [Q c Z � �Wr•►oT ►aJ�, sT,z u c-fi a•J 12a 12(a � LlmC-2 rzs Ry �R3/P-7,IL NG 3t�r'L I " 6 � / 17 LINE 2 R-7 UNE 3 P20, 12 211 12 22) R 23, Zy LlNc �{ LINE 5 R 3 6 L IiVL� G ►c4-t 0/28/q3 Adams, Hodsdon, BesFetta & LindTay Inc' wage i EDMOND5 MAINTENANCE CENFER 25 YEAR EVENT N� RATIONAL DRAINAGE AREA SUMNAW\ N� Drainage Area Id: A Description.....: NW PARKING LOT _ <---Description--> SubArea SubC L (ft) Slope -Kr-- (min) N� POFKING 0.11 0.90 75.00 0.0400 20.00 0.31 LANDSCAPE 0.05 0.20 ('_'.omoosite "c" Value ........ O.68 Time of Conc (min)..10.00 Drainage Area Id: B Description.....: PARKING LOT 0� <--- Description--> SubArea SubC L (ft) Slope -Kr-- (min) PARKING 0.15 0.90 70.00 0.0100 20.00 0.58 LANDSCAPE 0.09 0.20 Composite "c" Value ........ 0.64 . Time of Conc . . 00 . (min> 10 Drainage Area Id: C Description. . . . . : PARKING LOT � <--- Description--> SubArea SubC L (ft) Slope -Kr-- (min) PARKING 0.09 0.90 75.00 0.0100 20.00 0.63 LANDSCAPE 0.06 0.20 Composite "c" Value. . . . . . . .O.62 Time of Conc (min) . .10.00 � Drainage Area Id: D Description.....: PARKING LOT <--- Description--> SubArea SubC L (ft) Slope -Kr-- (min) -- PARKING 0.09 0.90 65.00 0.0400 . . 20 00 0 27 � LANDSCAPE 0.03 0.20 � Composite "c" Value ........ 0.72 Time of Conc (min)..10.00 � Drainage Area Id: E Description.....: ROOF AND PARKING <--- Description--> SubArea SubC L (ft) Slope -Kr-- (min) � PARKING 0.39 0.90 220.00 0.0100 20.00 1.83 LS 0.06 0.20 0� Composite "c" Value. . . . . . . .0.81 Time of Conc (min). .10.00 N� Drainage Area %d: F 1� Description.....: ROOF AND PARKING <--- Description--> SubArea SubC L (ft) Slope -Kr --(min) ROOF 0.23 0.90 220.00 0.0100 20.00 1.83 N� Composite "c" Value. . . . . . . .0.90 Time of Conc (min)..10.00 0� Drainage Area Id: G Description.....: PARKING LOT � <---Description--> SubArea SubC N� PARKING 0.22 0.90 Composite "c" Value. . . . . . . .0.90 L (ft) Slope -Kr-- (min) 100.00 0.0150 20.00 0.68 Time of Conc (min)..10.00 � I r� EDMONDS MA I N TEI'Jr7Nf _ L'_ '.i T Ef t 25 YEAR EVENT RATIONAL DRAINAGE AREA 3iJi°ii'iAR r---_--_--- -- Drainage Area 1di i I Description ..... . PARKING LOT --Description--> SubArea SubC PARKING LOT 0.58 0.9 Composite "c" Value ........ 0.90 Drainage _urea Id: I Description.....: PARKING LOT .---Description--::> SubArea SubC PARKING 0.48 0.90 Composite "c" Value ........ 0,90 Drainage Area Id: J.1 Description.....: PARKING .----Description- SubArea SubC PARKING 0.20 0.90 Composite "c" Value ........ 0.90 Drainage Area Id: J2 Description.....: PARKING --Description- SubArea SubC PARKING 0.40 0.90 Composite "c" Value ........ 0.90 Drainage Area Id: J3 Description ..... : PARKING .---Description- SubArea SubC PARKING 0.34 0.90 Composite "c" Value ........ 0.90 Drainage AreavId: K Description.....: PARKING .---Description--? SubArea SubC PARKING 0.22 0.90 Composite "c" Value ........ 0.90 L (ft) Slope --Kr--- (min) 150.00 0.0300 20.00 0.72 Time of Conc ( rain) .. 10.0j L (ft) Slope -Kr-- (min) Time of Conc ( min) .. 10.00 L (ft) Slope -Kr-- (min) Time of Conc (min) .. 10.00 L (ft) Slope -Kr-- (min) Time of Conc ( min) .. 10.0o L (ft) Slope -Kr-- (min) Time of Conc (min)..10.00 L (ft) Slope -Kr-- (min) Time of Conc ( min) .. 10.00 '~Jms. Aodsdon. Bessette ; Lindya� [nc ' ^ EDMONDS MAINTENANCE CENTER 25 YEAR EVENT � REACH SUMMARY ` ' Routing based on SNOW family @ 25 yr freq PIPE REACH ID No. R1 y"��| ^~ ~~ From: To: Pipe Diameter: 1.50 ft n: 0.0120 Pipe Length : 20.00 ft s: 0.0050 Up invert : 394.33 ft down invert: 394.23 ft Collection Area: 3.79 Ac. Design Flow : 6.95 cfs ~ Dsgn Depth: 1.07 ft Pipe Capacity : 9.07 cfs ^~ Design Vel : 5.14 fps Travel Time: 0.0! min Pipe Full Vel : 4.57 fps - PIPE REACH From: To: Pipe Diameter: Pipe Length � Up invert : Collection Area: Design Flow : Pipe Capacity : Design Vel : Pipe Full Vel : PIPE REACH From: To. - Pipe Diameter: Pipe Length : Up invert : Collection Area: Design Flow : Pipe Capacity : Design Vel : Pipe Full Vel : PIPE REACH - From: To: Pipe Diameter: Pipe Length : Up invert : Collection Area: Design Flow : Pipe Capacity : Design Vel : Pipe Full Vel : ID No. R2 1.00 ft 55.00 ft 395.10 ft 1.35 Ac. 2.21 cfs 2.74 cfs 3.88 fps 3.48 fps ID No. R20 1.33 ft 65.00 ft 394.83 ft 1.28 Ac. v~ 2.58 cfs 5.89 cfs 4.08 fps 4.22 fps ID No. R21 1,25 ft 80.00 ft 395.31 ft 0.70 Ac. 1.43 cfs 4.96 cfs �~ 3.50 fps 4.04 fps <c IS-0 1 -ro C13 Z n: 0.0120 s: 0.0050 down invert: 394.83 ft Dsgn Depth: 0.68 ft Travel Time: 0.24 min 01aA � ^ � ~~ n: 0.0120 s: 0.0050 down invert: 394.50 ft ~ Dsgn Depth: 0.62 ft Travel ` Time: 0.27 min �~ �°��_- � � ��6� �� -ILI n: 0.0120 s: 0.0050 down invert: 394.91 ft Dsgn Depth: 0.46 ft Travel Time: 0.38 min Adams, Hod=don, L''•:'W=tte _. Llndi,/ inc, _:�r E.:DNOWD3 MAINTENANCE CENTER - 25 YEAR EVENT ------------------ REACH EUMMARY PIPE REACH From: To: Pipe Oiameter: Pipe Length , Cep invert Collection Area: Design Flow Pipe Capacity Design Vel Pipe Full Vel PIPE REACH From: To: Pipe Diameter: Pipe Length Up invert Collection Area: Design Flow Pipe Capacity Design Vel , Pipe Full Vel PIPE REACH From: To: Pipe Diameter: Pipe Length Up invert Collection Area: Design Flow , Pipe Capacity Design Vel Pipe Full Vel PIPE REACH From: To: Pipe Diameter: Pipe Length , Up invert Collection Area: Design Flow , Pipe Capacity Design Vel Pipe Full Vel ID No. R22 1.00 fit 80.00 ft _95.71 ft 0.70 Ac 1.45 cfs 2.74 cfs 3. 53 f ps 3.48 fps ID No. R23 1.00 ft 50.00 ft 395.96 ft 0.22 Ac. 0.46 cfs 2.74 cfs 2.59 fps 3.48 f ps ID No. R24 0.67 ft 55.00 ft 396.23 ft 0.22 Ac. 0.47 cfs 0.93 cfs � 2.66 fps 2.66 fps ID No. R• 1.00 ft 49.00 ft 395.35 ft, 1.12 Ac.� 1.77 cfs 2.74 cfs 3.71 fps 3.48 fps CC3:" :4 -'a C3 IS n: 0.0120 s: i . 005 l down invert: 395.41 n- Dsgn Depth: 0.52 ft Travel Time: 0.38 min 4fC3 t$ IS To 0rS tLIL n : 0.0120 s: 0.0050 down invert: 395.71 ft Dsgn Depth: 0.28 ft Travel Time: O..'2 min Cr3J4 IL I n : 0.0120 s: 0.0050 down invert: 395.95 ft Dsgn Depth: 0..=3 ft Travel Time: 0.34 min C 0 0 Z To G R� -3 n : 0.0120 s: 0.0050 down invert: 395.10 ft Dsgn Depth: 0.59 ft Travel Time: 0.22 min 1� +... _. .. Adams, Hodsdrn . 2essette & -:� 5 _J inc. page EDMONDS MAINTENANCE rrL' 25 YEAR EVENT REACH SUMMARY PIPE REACH Fr -um: To: Pipe Diameter: Pipe Length . Up invert Collection Area: Design Flow Pipe Capacity . Design Vel Pipe Full Vel PIPE REACH From: To: Pipe Diameter: Pipe Length Up invert Collection Area: Design Flow Pipe Capacity Design Vel Pipe Full Vel PIPE REACH From: To: Pipe Diameter: Pipe Length Up invert Collection Area: Design Flow Pipe Capacity Design Vel Pipe Full Vel PIPE REACH From: To: ` Pipe Diameterr Pipe Length Up invert Collection Area: Design Flow Pipe Capacity Design Vel Pipe Full Vel ID No. R30 Whft 50. 00 f t 394.75 ft 0.94 Ac. 1.39 cfs 14.14 cfs .7.03 fps 10. 13 fps ID No. R=1 1.25 ft 68.1 0 ft 395. 17 f t l.6t_l Ac. 1.21 cfs j 4.96 cfs 3.34 fps 4.04 fps ID No. R32 1.!:0 ft 58.00 ft ' 395.71 ft 0.60 Ac. 1.22 cfs 2.'74 cfs _.39 fps .3.48 fps ID No. R33 1.00 ft 80.00 ft 396.11 ft 0.20 Ac. / 0.42 cfs 2.74 cfs 2.51 f ps 3.48 fps 13-t4 � no 0.0050 so 0.0050 down invert: 394.50 ft Dsgn Depth: 0.3z ft Travel Time: 0.12 min C C3 g To Q c 1 n: 0.0120 down invert: =94.83 ft Dsgn Depth: Travel Time: cam n: 0.0120 s : i - 0050 down invert: Dsgn Depth: Travel Time: 0.42 ft 0.34 min 175 4041 10 395.42 ft 0.47 ft 0.29 min c 13 jo TO ca J, / I n: 0.0120 s: 0.0050 down invert: 395.71 ft Dsgn Depth: 0.26 ft. Travel Time: 0.53 min ;'Z8'96 "dams, Hodsdon, 6essetle v Lindma> Inc' EDMOND5 MAINTENANCE CEN7E,--' 25 YEAR EVENT REACH SUMMAR-r PIPE REACH From: To: Pipe Diameter: Pipe Length : Up in4ert � Collection Area: Design Flow : Pipe Capacity : Design Vel : Pipe Full Vel : PIPE REACH From: To: Pipe Diameter: Pipe Length : Up invert : Collection Area: Design Flow : Pipe Capacity : Design Vel : Pipe Full Vel : PIPE REACH From: To: Pipe Diameter: Pipe -Length : Up invert : Collection Area: Design Flow : Pipe Capacity : Design Vel : Pipe Full Vel : ' PIPE REACH From: To: Pipe Diameter: Pipe Length : Up invert : Collection Area: Design Flow : Pipe Capacity : Desigp Vel : Pipe Full Vel : ID No. R34 0.67 ft 90.00 ft 396.56 ft 0.20 Ac. ~� 0.42 cfs ' ^'~ 0.93 cfs 2.60 fps 2.66 fps ID No. R35 1.00 ft 25.00 ft 494.96 ft 0.34 Ac. � 0.72 cfs 2.74 cfs ~~ 2.94 fps 3.48 fps ID No. R4 1.00 ft 107.00 ft 395.89 ft 1.12 Ac. 1.80 cfs" 2.74 cfs 3.72 fps 3.48 fps ID No. R4-1 0.67 ft 66.00 ft 396.55 ft 0.44 Ac. ^~ 0.84 cfs 0.93 cfs 3.01 fps 2.66 fps c a 11 11 n:-040120 s: 0.0050- down invert: Dsgn Depth: Travel Time: e �~- �41 of n: 0.0120 s: 0.0050 down invert: T.0 C 13 J- IT 396.11 ft 0.32 ft 0.58 min 494.83 ft :0- Dsgn Depth: 0.35 ft Travel Time: 0.14 min ,f rS 4 TC" �C n: 0.0120 s: 0.0050 down invert: 395.35 ft Dsgn Depth: Travel Time: 0 r3-0- ^f n: 0.0120 s: 0.0050 down invert: Dsgn Depth: Travel Time: 0.59 ft 0.48 min 396.22 ft 0.50ft 0.37 min ..S/9 Adams, Hadsdon, iessetLe ?< L indisi Inc.Pag .' E Di•i0i' DS MAINTENANCE ENF"1NCE CENTER 25 YEAR EVENT REACH 'SLiMNAR'--- ' I PE REACH From: To: Pipe Diameter: Pipe Length Up invert Collection Area: Design Flow . Pipe Capacity Design Vel Pipe Full Vel PIPE REACH From: To: Pipe Diameter: Wipe Length Up invert Collection Area: Design Flow Pipe Capacity Design Vel Pipe Full Vel PIPE REACH From: To: Pipe Diameter: Pipe Length Up invert Collection Area: Design Flow Pipe Capacity Design Vel . Pipe Full Vel- PIPE REACH From: To: Pipe Diameter: Pipe Length Up invert Collection Area: Design Flow Pipe Capacity Design Vel Pipe Full Vel ID No. R5 1.00 ft 76.00 ft 404.5= ft 0.68 Ac. 1.00 cfs 13.04 cfs 9.8.= fps 16.61 f ps ID No. R6 0.67 fit 115.00 ft 405.60 ft 0.41 Ac. 0.61 cfs 1.06 cfs 3.14 fps 3.03 fps ID No. R7 0.67 ft 55.00 ft 405. 13 f t 0.12 Ac. 0.20 cfs 0.93 cfs ✓ 2.13 f ps 2.66 fps ID No. R8 0.67 ft 105.00 ft 406.13 f t 0.17 Ac. 0.27 cfs 0.93 cfs 2.30 fps 2.66 fps C6-0- 3 4" n: 0 . ? 12 (--) s: 0.1136 down invert: =95.90 ft Dsgn Depth: 0.19 ft Travel Time: 0.13 min C 13 *' n: 0.0120 s: 0.0065 down invert: To C13 -,1"G 404.85 ft Dsgn Depth: 0.36 fit Travel Time: 0.61 min Ce3 is S T O n: 0.0120 s: 0.0050 down invert: 404.85 ft Dsgn Depth: Travel Time: G1341- G n: 0.0120 s: 0.0050 down invert: Dsgn Depth: Travel Time: 0.21 ft 0.43 min Tb c3-* 7 405.60 ft 0.25 ft 0.76 min I APPENDIX B GEOTECHNICAL REPORT I 1 �' AH& 11 Geotechnical Report Proposed Edmonds Maintenance and Operations Center Edmonds, Washington April 21, 1993 Prepared for Merritt + Pardini Tacoma, WA Prepared by Landau Associates, Inc. P.O. Box 1029 Edmonds, WA 98020-9129 (206) 778-0907 i LANDA -ASSOCIATES. INC. Environmental arc Geotecnnicai Services A April 21, 1993 Merritt + Pardini Union Depot Historic District 1701 Commerce Street Tacoma, WA 98402-3207 Attn: Mr. Randy Cook RE: GEOTECHNICAL REPORT PROPOSED EDMONDS MAINTENANCE AND OPERATIONS CENTER EDMONDS, WASHINGTON Dear Mr. Cook: This report presents the results of our design -phase geotechnical studies of the site for the proposed Edmonds Maintenance and Operations Center. The site was investigated by excavating 12 test pits during the preliminary geotechnical study, and 16 additional test pits and 2 borings during the design -phase geotechnical investigation Based on the site explorations, it was determined that the north and south portions of the site are underlain at relatively shallow depth by competent soil of glacial origin, including deposits of outwash, weathered till, and unweathered tEL The central portion of the site generally consists of a former peat bog, most of which has been covered to varying depths with loose fill of variable quality. The peat and organic silt underlying the fill are saturated and very soft, and are expected to be highly compressible. Based on conditions encountered in' the borings, the peat bog is underlain by dense to very dense glacial outwash. Buildings or portions of buildings located within the north and south portions of the site could be supported on conventional shallow foundations. These include the northwest corner of the administration/shop budding, the maintenance building, and the covered storage area. Due to the thickness and compressibility of the organic soil, we recommend supporting the southeast portion of the administration/shop building and the swing boom crane on augercast piles penetrating into dense to very dense glacial soil. A structural slab should be used with the pile foundation system. Further discussion of subsurface conditions and feasible foundation alternatives are Presented in this report. Floor slab support and other geotechnical engineering elements are also discussed. We appreciate this opportunity to be of service to you. Please call us with any questions or if we may be of further assistance. DRS/JWC/sms No. 192001.20 04ni93P%MM &0DeMG rr 4 copies submitted LANDAU ASSOCIATES, INC. By: pgc--v' ;* Dennis R Stettler, P.E. Project Manager 2 1 Ak1r%A11 AccM1AgM0 M10% TABLE OF CONTENTS _- Pagg 1.0 INTRODUCTION 1 1.1 SCOPE OF SERVICES 1.2 PROJECT DESCRIPTION 1 2 2.0 SITE CONDITIONS 3 2.1 SURFACE CONDITIONS 2.2 GEOLOGY 3 2.3 SUBSURFACE CONDITIONS 4 4 3.0 CONCLUSIONS AND RECOMMENDATIONS 6 3.1 SITE PREPARATION AND EARTHWORK 3.2 FILL AND COMPACTION 8 3.3 CUT AND FILL SLOPES 8 3.4 FOUNDATION SUPPORT 10 3.5 FLOOR SLAB SUPPORT 10 3.6 PARKING AND PAVED AREAS 14 15 3.7 RETA 4ING WALLS 18 3.8 ROCIGRIES 19 3.9 DRAINAGE 19 3.10 CONSTRUCTION MONITORING 20 4.0 USE OF THIS REPORT 20 APPENDIX A - FIELD EXPLORATIONS AND LABORATORY TESTS ounno k� U LIST OF FIGURES Fi re Title 1 Vicinity Map 2 Site Plan 3 Cross Sections A-1 Soil Classification System A-2 Boring B-1 A-3 Boring B-2 A-4 Log of Test Pits A-5 Log of Test Pits A-6 Log of Test Pits A-7 Log of Test Pits A-8 Log of Test Pits A-9 Log of Test Pits A-10 Log of Test Pits A-11 Log of Test Pits A-12 Log of Test Pits A-13 Log of Test Pits. A-14 Log of Test Pits A-15 Log of Test Pits A-16 Log of Test Pits A-17 Log of Test Pits A-18 Gradation Curve Page 22 23 24 A-3 A-4 A-5 A-6 A-7 A-8 A-9 A-10 A-11 A-12 A-13 A 14 A-15 A-16 A-17 A-18 A-19 A-20 ain/o M iii 1 L7 1.0 INTRODUCTION This report presents the results of a design -phase geotechnical study conducted for the proposed City of Edmonds Maintenance and Operations Center in Edmonds, Washington. Landau Associates previously conducted a preliminary geotechnical study for the project in support of site development feasibility evaluation and planning. The results of that study are contained in our report dated March 22, 1992. The recommendations in this report supersede the preliminary recommendations of our March 24, 1992 report. The field exploration program conducted during the preliminary study provided a general understanding of subsurface conditions across the entire study area, but limited information regarding conditions within the central portion of the site. Additional field explorations were conducted in order to better define the areal and vertical extent of fill and organic soil, depth to competent foundation soil in the central portion of the site, and soil conditions bons relevant to design and siting of the storm water detention pond. The information obtained from the current exploration program, in conjunction with information from our relimina p ry study, formed the bass for our design phase geotechnical studies Our findings, conclusions, and recommendations for design and construction considerations are presented in this report Ll SCOPE OF SERVICES The purpose of our services was to provide geotechnical engineering criteria and recommendations for the develop ment and design of the proposed Maintenance and Operations Center. Written notice to proceed with these services was provided by Mr.' Randy Cook of Merritt + Pardini on March 22,1993. The scopeof .our services was modified, as u ed, outlined u1 our revised proposal letter dated Mardi 24,1993. Verbal authorization for the revised proposal was provided on April 1,1993. Specifically, the scope of our services included: * Conducting additional exploration of soil and groundwater conditions within the central area of the site by drilling two borings and excavating 16 test pits • Developing recommendations regarding overall site preparation and drainage, including subgrade preparation, fill placement, and compaction criteria • Providing recommendations concerning shallow foundations, including allowable bearing pressures and minimum width and depth criteria am/rn t-%PO `UooeWaff 1 0 Providing recommendations regarding augercast pile foundations, including allowable capacities and installation criteria • Providing recommendations for floor slab support • Providing estimates of expected foundation and slab settlement, including differential settlement • Providing recommendations for pave ment including minimum asphalt and concrete pavement sections !� • Providing recommendations for design, siting, and construction of the storm water detention pond • Providing recommendations for retaining walls and associated lateral earth pressures • Providing recommendations for monitoring and testing during construction • Preparing this report. L2 PROJECT DESCRIPTION 1 1 The site is located near the eastern boundary of the City of Edmonds as shown on the Vicinity Map, Figure 1. The property is bounded by 212th Street SW to the south, 210th Street SW to the north, residential and commercial properties to the east, and Tlnd Avenue W to the west. The site is approximately 3.2 acres in size We understand that current development plans involve construction of a two-story administration and shop building, a single. -story equipment rental and maintenance building, a covered storage building, and several ancillary facilities. The ancillary facilities include a vactor dewatering facility, a swing boom, a fuel island, and equipment wash racks. The remaining area of the site will be used for driveways and parking, sand and gravel bin storage, open storage, and a stormwater detention pond. -The approximate locations of the proposed structures, facilities, and detention pond, as well as existing site features, are shown on the Site Plan, Figure 2. We understand that plan areas for the administration/shop building will include 19,800 ft2 on the lower shop level, and 5,200 ft2 on the upper administration level. Finish floor elevations for the lower and upper levels are expected to be, 400 ft and 412 ft, respectively. Excavation into the existing slope will be required to establish the lower floor subgrade We understand that the north and west sides of the excavation will be constructed as a combination of slope and stepped mining walls setback several feet from the building walls. amiss A\ 2 17 1 The maintenance building and the covered storage area will have plan areas of 8,400 and 12,000 ft2, respectively. Finish floor elevation for these structures will be 400 ft. Preliminary estimates of foundation loads for the administration/shop building provided 4 by AHBL were about 150 kips for interior columns and about 110 kips for exterior columns. Design details and foundation loads for other structures were not available at the time this report was prepared. For our study, we have assumed that the other structures and associated facilities would have light to moderate foundation loads. Preliminary plans indicate that site grades along 212th Street SW will be raised or otherwise modified to accommodate relocation of the bin storage areas. We understand that a stepped combination of graded slopes and relatively steep, 3 to 8 ft high, rockery -faced slopes is currently under consideration for raising grades along the south edge of the property. Conventional concrete retaining walls of varying height are being considered along the east and west property lines. Preliminary plans show that the storm water detention pond will consist of an upstream pstream forebay and a secondary downstream cell separated by a weir. The plans show the invert elevation of the secondary cell at 390 ft We understand that preliminary plans for the weir call for a rigid concrete structure supported on conventional spread foundations. 2.0 STTE COMMONS The soil conditions at the site are complex as a result of glacial and postglacial soil deposition overlain in portions of the site by organic soil and recent fill. The fill and past activities on the site have modified the topography and mask the surface expression of the natural soil units. 2.1 SURFACE CONDITIONS The site topography is characterized by moderately rolling terrain, ranging in elevation from about 415 ft within the north -central portion of the site to 382 ft in the southwest corner of the site. A shallow swale nuns generally east to west through the central portion of the site The swale currently serves to convey surface water runoff from property east of the site to a culvert located at the west site boundary and extending beneath 72nd Avenue W. I u/n/s k 3 The site is currently occupied by a house and several city maintenance facilities, including miscellaneous maintenance buildings and other structures, an above ground fuel storage area and pump, and several uncovered storage areas. Residential structures which were present in the northwest corner of the site at the time of our preliminary study have since been demolished. Much of the north and north -central portions of the site have recently been cleared and partially grubbed. Remaining site vegetation includes clusters of large coniferous trees, scattered typical yard shrubs and lawns, swamp grasses within the peat bog area, and isolated deciduous trees in the southw est corner of the site. Several stockpiles of miscellaneous soil fill of varying quality were observed in the central portion of the site. A relatively large stockpile of asphaltic pavement grindings is present on 72nd Avenue W. =� 2.2 GEOLOGY The present geology and topography of the site and immediate vicinity reflect deposition and erosion processes which occurred during and following the last period of continental glaciation in the Puget Sound area. The surficial geology in the north and south portions of the site is generally comprised of competent soil of glacial origin at shallow depths. A former peat bog exists throughout the central portion of the site, spanning 6ronn the east to west property boundary. The east portion and the southern fringe of the west portion of the peat bog have been covered with FrIL 2.3 SUBSURFACE CONDMONS Subsurface conditions across the site were explored by excavating 12 test pits during our preliminary study. Four of those test pits were within or relatively dose to currently proposed building locations, and five were within zones of fill and organic soil. Sixteen additional test pits were excavated and two borings were drilled within the proposed building areas and the central portion of the site during the current design phase investigation. The test pit and boring locations are indicated on the Site Plan, Figure 2. A discussion of field exploration procedures, together with detailed logs of the test pits and borings, are presented in Appendix A. Subsurface conditions across'the site generally consisted of undisturbed soil of glacial origin overlain by varying thicknesses of topsoil, fill, or fill and organic soil. Most of the north and south portions of the site appear to be underlain by competent glacial soil blanketed by a relatively thin fill zone, which ranges from about one-half to 2 ft in tip. The fill in these areas varied from a loose to medium dense silty sand encountered in Test Pits TP 2, TP 11, and 04M/IX 1 4 TP .22 to a dense to very dense asphalt -coated aggregate in Test Pits TP-5, TP-6, and Tp-9. One ft or less of topsoil was encountered overlying glacial soil in Test Pits TP-3, TP-4, and TP-18. In the central portion of the site, which corresponds to the location of the natural drainage swale, undisturbed glacial soil is overlain by relatively thick zones of fill and organic soil. The estimated areal extent of the original peat bog and overlying fill are shown on Figure 2. These estimated limits are based on conditions encountered in the field explorations, our field observations, and interpretation of topographic and surficial features. The approximate fill limits outlined on Figure 2 refer only to the fill placed in the topographically lower central portion of the site. Subsurface cross sections indicating the generalized stratigraphy across the central portion of the site are presented on Figure 3. The location and orientation of the cross section lines are shown on the Site Plan, Figure 2. Fill has been placed over the east portion and the southern fringe of the west portion of the natural drainage swale to accommodate current use of the site. The fill is of varying quality and consists primarily of loose to medium dense, silty sand containing varying amounts of graveL cobbles, and organic matter. Surficial fill encountered within access road areas in the Swale generally consisted of better quality granular surfacing material. The total depth of fill below ground surface observed in explorations within the swale area ranged from about 1.0 ft at Test Pits TP-1 and TP-21 to about 85 ft at Boring B-1. The thickest fill zones were encountered in the east portion of the swale. The approximate boundary of the area of the central portion of the site interpreted to be covered with existing fill is illustrated on Figure 2. Organic soil deposits consisting of peat, organic silt, or both, were encountered in most of the explorations conducted within the natural drainage swale The peat was typically fibrous, saturated, and very soft to soft; and contained silt and occasional layers of very soft organic silt Where it could be determined, the thickness of the peat ranged from about 1.5 ft at Test Pit TP-12, to about 7 ft at Test Pit TP 20, and 10 ft at Boring B-1. At Test Pits TP 1, TP-8, TP 13, and TP-19, the peat was encountered but not penetrated to depths ranging from 10 to 13 ft below ground surface Very soft and soft organic silt deposits were encountered between depths below ground surface of about 3.5 and 8.5 ft at Boring B-2, and 8 and 11.5 ft at Test Pit TP-25. The approximate boundary of the organic soil interpreted from the available information is shown on Figure Z. 04M/M A408SUAWDEMM 5 The glacial soil underlying the site typically consisted of layered deposits of glacial outwash, and weathered and unweathered glacial till. The glacial outwash generally consisted of loose to dense sand containing varying amounts of silt and gravel. The glacial till generally consisted of silty sand with varying amounts of gravel and cobbles, and ranged from medium dense to dense where weathered, to dense to very dense where unweathered. In the south and north portions of the site, the glacial soil typically consisted of outwash and weathered till units overlying unweathered till. The outwash and weathered till units were not observed in Test Pits TP-2, TP-5, and TP-9, which were located in areas of the site previously developed to some extent. In the cen tral. portion of the site, most explorations encountered outwash and weathered till units. Explorations along the fringe of the natural drainage swale, including Test Pits TP-11, TP-15, TP-16, and TP-18, penetrated 'overlying outwash and weathered till deposits, and encountered unweathered till at depths below ground surface ranging from about 3 ft at Test Pit TP-15 to about 8.5 ft at Test Pit TP 16. Borings B-1 and B-2 encountered glacial outwash underlying the peat and organic silt at depths below ground surface of about 18.5 and 8.5 ft, respectively. The outwash encountered in the borings ranged from loose to medium dense in the upper portion of the deposit, to dense to very dense below depths. of about 25 ft. The borings did not penetrate the denser outwash deposits. Groundwater seepage was observed in all of the test pits located within or at the boundaries of the former peat bog shown on Figure 2, and in Test Pits TP-6, TP 7, and TP 28 located immediately south of the former peat bog. Groundwater seepage was typically observed in those explorations between approximately Elevations 392 to 398 ft MLLW. • Groundwater seepage was not observed in test pits excavated in the north and south extremes of the site; although wetter soil conditions were sometimes observed above the surface of the very dense glacial till, which implies that groundwater may be perched above underlying low permeability glacial till deposits The occurrence and depth of groundwater can vary according to rainfall, seasonal conditions, surface water runoff conditions, and other factors. 3.0 CONCLUSIONS AND RECOMMENDATIONS Given the current site development plans, most of the proposed buildings and ancillary facilities will be located in areas underlain at relatively shallow depths by competent native glacial soiL Conventional spread footings, floor slab -on -grade; and typical pavement sections appear feasible in these areas. The unweathered till will provide excellent foundation support for proposed buildings and facilities Adequate foundation support will also be provided by ovn/a �:� 6 proof -rolled, undisturbed glacial outwash and weathered till, or properly compacted structural fill. The swing boom, the north edge of the maintenance building, and the southeast half of the administration/shop building will be located in areas underlain to varying depths by loose fill of questionable quality and deposits of very soft organic soil. The organic soil is expected to be highly compressible. Shallow spread footings or earth -supported floor slabs founded on this soil, or on structural fill placed over this soil, could experience long -tern total settlement and potentially damaging differential settlement. Foundation support alternatives for building areas or facilities over zones of fill and organic soil include overexcavating to competent glacial soil and founding shallowspread footings on compacted structural backfill; or pile foundations extending through the fill and organic soil, and deriving their support on dense to very dense underlying glacial soil Preloading does not appear to be a reasonable alternative for improving foundation �. support conditions within building areas or for the swing boom location. Organic soil typically exhibits long-term secondary consolidation characteristics. While preloading could induce significant initial consolidation of the site organic soil, secondary consolidation under remaining building loads could continue to occur over a period of years. The total amount of secondary consolidation that could occur would depend on the magnitude of the load and the thickmess of the organic soil. Given the varying thickness of the organic soil across the site, total settlement could vary between individual foundation elements or across floor slab areas, resulting in potentially excessive differential settlement over time, However, preloading planned drive and staging areas underlain by organic soil may be beneficial and could limit future settlement and consequent pavement and utility distress. For small areas of limited areal and vertical extent, the fill and organic soil could be overexcavated and replaced with compacted structural fill. The depth of excavation would be limited by relative cost, constructability, safety requirements, and the potential for seepage of perched groundwater. 'From a design and constructionPperspective, this approach is probably most suitable for the north end of the maintenance building where organic soil deposits are expected to be relatively thin and closer to the existing ground surface For structures placed over significant areas of fill and organic soil, it is our opinion that augercast pile foundations would be an effective approach in terms of cost and constructabiility to provide foundation support within those areas. We recommend using a stnuctual slab with the pile foundation alternative Required pile lengths would be dependent on the depth to competent glacial soil, and are expected to vary acm a the site. a/zs�o k� 7 1 11 Selection of preferred foundation 'alternatives should consider performance, cost, and constnictability issues. The primary technical factors governing selection of foundation alternatives will be the potential for differential settlement and options available for reducing differential settlement to tolerable levels. It is our opinion that differential settlement between similar and mixed foundation elements founded as suggested above would be within acceptable limits. 3.1 SITE PREPARATION AND EARTHWORK All existing concrete, topsoil, man-made debris, and other deleterious material should be stripped from all areas occupied by proposed buildings, ancillary structures, and paved areas. Following any required demolition, clearing, stripping and site excavations, but prior to placement of any structural fill or base -course material, the exposed subgrade Apo gra under all antes to be occupied by parking or drive areas, soil supported floor slabs, and spread or continuous foundations should be proof rolled. Proof rolling should be accomplished with appropriate ro riate compaction equipment so that the upper 12 inches of exposed subgrade is compacted to at least r95 percent of maximum dry density as determined by the ASTM D 1557 test procedure. The purpose of proof rolling is to compact the soil exposed by cutting and excavation operations, and to detect possible localized zones of loose or soft soil. Proof rolling should be carefully observed by geotedmical personnel. Zones of loose or soft soil which can not be adequately compacted should be overexcavated to firm soil Overexcavated areas should be backfilled with compacted granular material in accordance with subsequent recommendations for structural fill. During periods of wet weather, proof rolling could damage the exposed subgrade. Under these conditions, a qualified geotechni,cal engineer should observe subgrade conditions to determine if proof rolling is feasible. 3.2 FILL AND COMPACTION Based on our evaluation of existing topography and our understanding of the proposed Project, it appears that after site stripping, grading of the site will likely result in limited cut and fill in most building and paved areas. More extensive cut and fill will be required for construction of the administration/shop building and the bin storage area along 212th Street SW. Structural fill used to obtain final grade elevations for footings, earth -supported floor slabs, and paved or surfaced areas must be properly placed and compacted. Any suitable, nonorganic, predominately granular soil may be used for fill material, including the moisture - sensitive native site soil, provided the material is properly moisture conditioned prior to %M/M k 8 placement and compaction, and the specified degree of compaction is obtained. If the existing onsite soil is to be reused for structural fill, any large cobbles or other material greater than Iabout 6-inch diameter should be removed. Excavated onsite material containing topsoil, wood, trash, organic material, or construction debris will not be suitable for reuse as structural fill and should be properly disposed offsite. The suitability of excavated native site soil or imported soil for compacted structural fill will depend on the gradation and moisture content of the soil when it is placed. As the amount of fines (that portion finer than the US. Standard No. 200 sieve) increases, the soil becomes ' increasingly sensitive to small changes in moisture content and adequate compaction becomes more difficult to achieve. Soil containing more than about 5 percent fines cannot consistently be compacted to a dense, nonyielding condition when the water content is greater than Optimum. Optimum moisture content is that moisture content which results in the greatest compacted dry density. The field moisture content of the site soil was variable. The moisture content of shallow soil would also be ed to vary ry seasonally. Most native soil within the site consists of silty sand with a fines content between 20 and 30 percent. The amount of fines indicates that the excavated native soil will be highly. moisture sensitive. These materials will be suitable for use as structural fill only if placed and compacted during dry weather when the moisture content can be maintained near optimum. Based on their present natural moisture content, the site soil could be close to, and possibly above, optimum, indicating that moisture conditioning could be required. In addition, the moisture content would be expected to increase during wetter months to percentages possibly well above optimum. Therefore, we recommend use of the site soil for structural fill be limited to the summer and early fall months.. If construction is ac=plished during wet weather, we recommend that structural 0 consist of an imported, dears, well -graded sand, or sand and gravel containing less than 5 percent passing the No. 200 sieve, based on a wet sieve analysis of that portion passing the 3/4- inch sieve FiR should be placed in maximum 8- to to -inch loose lifts and thoroughly compacted. All structural fill under building areas should be compacted to at least 95 percent of the maximum dry density, *as determined by the ASTM. D 1557 test method. In paved areas, the fill should be compacted to at least 92 percent, except the upper 12 inches of subgrade, which should be compacted to a minimum of 95 percent of maximum dry density. Plumbing and utility trenches should be properly badcfilled and compacted to minimize the possibility of localized lass of floor slab or pavement support. Bad811 in trenches should meet the appropriate compaction criteria previously described. arn/" t 9 I 1 1 1 1 1 1 should be vegetated or otherwise protected to limit the potential for erosion. 3.3 CUT AND FILL SLOPES Temporary cut slopes should not be steeper than 1H:1V (horizontal to vertical) in undisturbed glacial outwash, weathered till, and undisturbed unweathered till unless worker protection is provided. Temporary slopes in fill, organic soil, or other loose soil would probably need to be considerably flatter than 1H:1V to maintain stability. Stable excavation slopes are dependent on a variety of factors, including: 1) the presence and abundance of groundwater, 2) the soil characteristics (e.g., density, gradation, degree of cementation); 3) slope height; 4) surcharge loadings from stockpiled soil, adjacent structures, or construction equipment; and 5) climatic effects. Consistent with conventional construction practices, the contractor should be responsible for maintaining safe slopes based on the conditions present in the excavation. All local, state, and federal safety rules should be adhered to while excavating slopes and working near open cuts. Permanent cut or fill slopes should not be steeper than 2H:1V. All cut or fill slopes 3.4 FOUNDATION SUPPORT Based on conditions encountered in our field explorations, we have developed a general interpretation of site subsurface soil stratigraphy which is presented graphically in the cross s sections on Figure 3. Based on that interpretation, we have determined estimated boundaries between those portions of the site where shallow spread foundations are feasible and the portion of the site where pile foundations are more appropriate. The estimated boundaries are indicated on Figure 2 The indicated transition boundaries correspond to the estimated transition between near - surface competent giadal bearing soil and zones of deeper fill and organic soil. We estimate that, at the transition boundaries, the surface of competent glacial soil will likely be encountered at about Elevation 395 R. Soil conditions at the boundary locations are based on interpolation between field explorations; soil conditions encountered during construction may vary. Portions of the administration/shop building located to the north and west of the indicated transition bounds may be supported boundary y su cacao on shallow spread footings. Similarly, the maintenance building and the covered storage may be supported on shallow spread footings. In the vicinity of the transition boundary, it may be necessary to overexcavate and remove existing fill or soft soil and backfill with compacted structural f1 L However, the depth of overexavation required is expected to be relatively shallow and more economical _ Y meal than pile foundations. Footings along the north edge of the maintenance building may have to be aru/M AWWWWOMMM 10 1 1 1 1 1 1 1 1 i 1 1 1 1 I i 1 1 deepened to bear on undisturbed glacial soil, or could be supported on compacted fill placed over undisturbed glacial soil He foundations will be required for buildings and structures located in the area between the transition boundaries, including the southeast half of the administration/shop building and the swing -boom crane. Pile foundations may also be required along the north edge of the maintenance building, if the depth to competent glacial bearing soil is deeper than anticipated. 3.4.1 Shallow Foundations Continuous or isolated spread footings should be founded on undisturbed native soil. or on properly compacted structural fill placed above the undisturbed native soil. In areas underlain by shallow existing fill and organic soil, continuous or isolated spread footings may be used provided the fill and organic soil is first overexcavated to competent glacial soil, the base of the excavation is compacted to a depth of 12 inches to at least 95 percent of maximum dry density (ASTM D 1557), and the excavated fill is replaced by properly compacted structural fill. Where compacted structural fill is used as backfill, overexcavation should extend laterally beyond the edge of each side of the footing a distance equal to one-half the depth of the excavation below the base of the footing. A lean mix concrete may Ibe used as backfill in place of compacted structural backfill. If lean concrete is used, lateral excavation does not need to extend beyond the width of the footing. Bearing soil that is disturbed during foundation excavation should either be recompacted or removed. All soil directly below and around footings should be compacted to at least 95 percent of maximum dry density (ASTM D 1557) prior to placement of forms and reinforcing steel All continuous and isolated spread footings should have minimum widths of 18 and 24 inches, respectively, and should be founded a minimum of 18 inches below the lowest adjacent final grade: All shallow footings supported on properly prepared native soil or structural fill may be proportioned using a net allowable bearing pressure as follows: Net Allowable Pressure Foundation Soil Type (mtl Structural Fill or 3AM Proof -Rolled Undisturbed Medium Dense to Dense Glacial Outwash and Weathered Till Undisturbed Dense to Very Dense Unweathered Glacial Till 6AW 11 I The term "net allowable bearing pressure" refers to the pressure that can be imposed on the soil at foundation level resulting from the total of all dead plus live loads exclusive of the weight of ' the footing or any backfW placed above the footing. These values may be increased by one-third for transient wind or seismic loads. The higher bearing pressure for unweathered glacial till applies to the dense to very dense undisturbed material. This soil is typically gray in color, and is more difficult to excavate than the overlying soil. It was typically disclosed at depths of about one-half to 8.5 ft below the existing ground surface across the site. For this higher bearing pressure to apply, the footings would need to be deepened in places to sufficient depth to bear directly on this soil. Based on conditions encountered in our test pit explorations, we expect the higher bearing pressure could . apply for footings for the covered storage, the south portion of the maintenance building, and the north and west perimeters of the administration/shop building. 3.4.2 Pile Foundations Augercast piles bearing in dense to very dense glacial outwash or unweathered till will provide excellent. support for facilities or portions of buildings constructed over the deeper fill and organic soil. Augercast piles are relatively economical and can be installed quickly in a number of standard diameters. The augenast piles considered in this report are 14- and 18-finch diameter, which correspond to the capabilities of several local pile foundation contractors. The maximum recommended allowable vertical pile capacities for these pile diameters are presented in the following table Pile Diameter Pile Embedment Into Bearing Soil Pile Axial Capacity (inches) (h) Compression (tons) Tension (tons) 14 5 20 4 14 10 45 8 14 15 65 13 18 5 25 1 7 18 10 55 13 18 15 85 19 oVn/so A%XMVJ4&ODMVjrr 12 Vertical pile capacities have been derived from static pile equations using a factor of safety equal to 15, which is generally accepted geotechnical engineering practice. We recommend that the augercast piles extend a minimum of 5 ft into the dense to very dense glacial soil underlying the fill and organic soil. The estimated depth of the dense to very dense bearing soil below planned finish floor grades will vary from about 5 ft at the estimated transition boundaries between shallow and pile foundations shown on Figure 2, to about 25 ft along the estimated deepest zone of fill and organic soil, also shown on Figure 2. These depths correspond to about Elevations 395 and 375, respectively. For planning purposes, the depth to bearing soil for intermediate points could be interpolated between these approximate values. Our estimated depth to bearing soil and transition boundaries are based on interpolation from the existing information. Actual depths may vary from those indicated in this report and should be determined by careful monitoring at the time of construction. The total depth of pile penetration below planned grade will consist of the actual depth to the bearing soil contact plus the required penetration into the bearing soil to achieve design allowable axial capacity. 3.4-3 Pile Installation The actual required pile penetration depth should be determined in the geld during installation. With knowledge of the subsurface conditions at the exploration locations, and the probable variation of conditions as influenced by previously existing topography, we believe the approximate surface of the dense bearing soil could be determined by careful observation of augercast drilling operations during construction by a geotechnical engineer experienced in augercast pile installation and familiar with site geology. The angering action may tend to disturb the soil at the bottom of the drilled hole which would result in decreased end -bearing capacity. In order to minimize the negative effects of this disturbance, we recommend that the pile contractor be required to rotate the auger following pumping in of the first few cubic feet of grout and prior to auger withdrawal. This will mix any loose cuttings at the bottom of the hole with the cement; thus, developing the required end - bearing capacity. Obstructions to drilling could be present within the existing fill or between the fill and the organic layer. For example, logs and limbs were disclosed at the base of the fill in Test Pit T7-20. If obstructions are encountered within the fill at the time of construction, it may be necessary to locally excavate and remove the obstructions prior to continuing with pile installation. arn/0 PNIOBSUAWDOMM 13 As the completed pile is below the ground surface and cannot be observed prior to construction, judgment and experience must be used to aid in determining the acceptability of the pile. This includes the observer's experience and the experience of the augercast pile contractor. The observer and contractor should work together to use past experience with normal operating procedures, as well as procedures established by the contractor for the current job, including such factors as installation sequence, auger withdrawal rate, grouting pressure, and quantity of grout used per pile. Variations from the established pattern, such as low grout pressure, excessive settlement of grout in a completed pile, etc., would make the pile susceptible to rejection. In order to provide an evaluation of the augercast pile installations, we recommend that the contractor be required to provide a pressure gauge in the grout line between the pump and auger, and some means of determining the quantity of grout used per pile (such as stroke counter on the grout pump). 3.4.4 Foundation Settlement Settlement of spread foundations depends on foundation size and bearing pressure, as well as the strength and compressibility characteristics of the underlying bearing soil. Assuming construction is accomplished as. previously recommended and for the loads anticipated, we. estimate the total settlement of foundations should be less than about 3/4 inch and diffe rential settlement between two adjacent load -bearing components supported on competent soil should be less than about 1/2 inch Most of the settlement should take place relatively rapidly during P Y 8 construction as loads are applied. We recommend that footing excavations be observed by a geotechnical engineer to confirm that design conditions are met. Total settlement of foundations supported by properly installed augercast piles bearing ' in the underlying dense glacial soil is expected to be less than about 1 /4 to 1 /2 inch, and differential settlement between adjacent pile -supported foundations is expected to be less than 1 /4 inch Fora combined pile and soil -supported foundation system with both the footings and piles supported on similar competent soil, differential settlement between dissimilar adjacent ' foundation types on the order of 1 /2 inch could be expected. . 3.5 FLOOR SLAB SUPPORT Conventional slab -on -grade floor construction is feasible for most of the planned buildings and ancillary facilities. Floor slabs may be supported on properly compacted structural fill placed above competent natural soil or directly on suitable native soil prepared as described in the previous sections of this report. 14 1 I We recommend that all earth -supported floor slabs be underlain by 6 inches of compacted, clean, free -draining sand and gravel with less than 5 percent passing the US. No. ' 200 sieve. The purpose of this layer is to provide uniformity of support and to provide a capillary break Provisions should be made so that this material can drain freely to the footing !drain system. If desired, a vapor barrier may be laced below P Y p o the floor slab. The vapor barrier, if used, should be covered with a thin layer of sand to protect it from concrete placement and to aid in concrete curing. The southeast half of the administration building is underlain by deep fill of questionable quality and relatively thick deposits of organic soil. The fill and organic soil is expected to exhibit moderate to high compressibility. We recommend that a structural floor slab capable of supporting slab loads without subgrade support be used in areas where poor quality Fill and organic soil remains and is not overexcavated and replaced with compacted pacted structural fill. Abrupt differential settlement should be expected between the pile -supported building `. and the floor slab along the south side of the administration/shop building and the adjacent ground. To accommodate a transition for vehicles and forklifts in this area, a concrete transition slab should be considered. One end of the structural transition slab would be hinged and supported by the piles for the building and structural slab, with the other end supported on ' grade, similar to an approach slab for a bridge. 3.6 PARKING AND PAVED AREAS Compaction of the exposed subgrade soil and Fill placement to Final pavement subgrade elevation should be accomplished as described in previous sections of this report. Base course and gravel surfacing material should be compacted to a minimum 95 percent of maximum dry density, as determined by the ASPM D 1557 test procedure. Areas to be paved or surfaced with gravel should be developed during dry weather, if feasible. If it is not feasible to work during dry weather, a layer of crushed rock may need to be installed prior to proof -rolling. Adequate drainage provisions should be incorporated in the pavement design. Proof -rolling of the exposed subgrade soil and Fill placement to Final pavement subgrade elevation should be accomplished as previously described. On the basis of our review of site soil conditions, a California Bearing Ratio (CBR) value of 5 percent has been assumed for the existing fill within the central area, and 12 percent for the near -surface glacial soil and compacted fill across the north and south portions of the site For design of rigid pavements or slabs, a modulus of subgrade reaction, k, value of 140 pounds per square inch per inch (pci) has been assumed for the existing Fill within the central area, and 200 pci for the near -surface glacial soil arnif+ r.� 15 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 and compacted fill across the north and south portions of the site. These values are based on correlation of soil type and on experience at sites with similar soil conditions. The pavement section must be installed over firm subgrade. Following excavation or filling to establish subgrade elevation, but immediately prior to paving, the subgrade surface should be proof -rolled with a loaded 10 cubic yard dump truck, heavy roller compactor, or equivalent. Loose areas exposed by this proof -rolling, which cannot be easily compacted, should be overexcavated and backfilled with compacted granular fill. We understand that site paved areas will be used either for car and light truck parking or heavy truck and construction equipment parking. Typical recommended flexible pavement sections for car and light truck parking consist of a minimum of 2 inches of asphalt concrete over at least 4 inches of crushed rock base on a properly prepared subgrade. We recommend increasing the asphalt concrete to a minimum thickness of 3 inches for car and light truck parking areas constructed over existing fill in the central portion of the site. For heavy truck and construction equipment parking areas constructed over near -surface glacial soil and compacted fill across the north and south portions of the site, we recommend a flexible pavement section consisting of a minimum of 4 inches of asphalt concrete over at least 6 inches of crushed rock base. For similar parking areas constructed over existing fill in the central area, we recommend increasing the asphalt concrete to a minimum thickmess of 5 inches. Selection of a rigid concrete pavement section involves consideration of several design factors, including the location and intended use of concrete paved areas, the magnitude and frequency of vehicle or other loading, and the expected life of the pavement. We have assumed that rigid pavement may be used in areas of the site subject to heavy truck or equipment traffic, loading facilities, or storage areas. For rigid pavement placed over near -surface glacial soil and compacted fill in the north and south portions of the site, we recommend designing the pavement section based on a minimum of 6 inches of appropriately reinforced Portland cement concrete over at least 6 inches of crushed rock base on a properly prepared subgrade. Similarly designed rigid pavement may be used on a localized basis within the central area over a suitably prepared subgrade. However, we do not recommend using rigid pavement over broad areas within the central area because of potential settlement -related pavement damage from long-term consolidation of the underlying organic soil. From a practical perspective, compaction of any of the moishue-sensitive soil on the site will probably be possible only during extended dry weather conditions. Construction in wet - weather conditions may not allow proper compaction of the subgrade. In this case, it may be necessary to overexcavate loose and wet surficial soil and replace it with dean, well -graded sand arni�o h� 16 and gravel or base -course material. In effect, this replacement increases the overall pavement section. The thickness of the granular subbase layer depends on the condition of the soil at the time of construction, but the thickness could be on the order of 6-12 inches. If the subgrade is particularly loose or disturbed by construction equipment during wet weather, an even thicker subbase layer or the use of a geotextile material may be appropriate to achieve suitable conditions for the pavement section. Base -course material should be compacted to a minimum 95 percent of maximum dry density, as determined by the ASTM D 1557 test procedure. Prevention of road -base saturation is essential for pavement durability; thus, efforts should be made to limit the amount of water entering the base course. Asphalt concrete should be Class B aggregate material conforming to Section 5-04 of the Washington State Department of Transportation Standard Specifications for Road, Bridge, and Municipal Construction. Paved. areas underlain by organic soil will experience long-term settlement related to secondary compression of the peat and organic material. Temporary preloading by stockpiles of fill would reduce the magnitude of, but not eliminate, settlement of the ground surface. The amount of settlement is expected to vary according to thickness of the organic soil, the organic content of the layer, the thickness of fill placed above the area to establish final grades, and the effects of any preloading due either to past site activities or as a part of initial site construction Considering these variables, there is a high potential for substantial postconstruction differential settlement. The undesirable effects of postconstruction differential settlement could be reduced by providing sufficient surface slope to drain readily, and grading to provide surface water runoff collection corresponding to the area of thickest organic soils (and, therefore, the area likely to experience the most settlement) Delaying placement of the final pavement section could also limit the amount of postconstruction settlement of the completed pavement Increased maintenance of paved areas should be expected in the area underlain by organic soil Any utilities that cross the area of organic soil would experience significant settlement. We recommend that gravity sanitary sewer lines or other utility lines sensitive to differential settlement be routed around the area of organic soil. Storm drain pipes in the area of organic soil should be provided with sufficient slope to maintain drainage. 04r21/93 �AxMM,00e WLVT 17 3.7 RETAINING WALLS Lateral earth pressures which develop against subsurface walls and retaining walls will depend on the method of backfill placement, degree of compaction, backfill slope, type of backfill materials, drainage provisions, and the degree to which the wall can yield laterally during or after placement of backfill. When a subsurface wall is restrained against lateral movement or tilting, the soil pressure exerted is the at -rest soil pressure. Wall restraint may develop if a rigid structural network is constructed prior to backfilling, or if the wall is inherently stiff or is restrained from rotation, However, if the wall is allowed to rotate or yield so the top of the wall moves an amount equal to 0.001 times its height, the soil pressure exerted will be active soil pressure. We recommend that yielding walls with level backfill be designed for an equivalent fluid density of 35 pounds per cubic foot (pcf) for active soil conditions Nonyielding walls should be designed for an equivalent fluid density of 55 pcf for at -rest conditions. Walls with backfill sloping at 2H:1V should be designed for equivalent fluid densities of 50 and 75 pcf for yielding and nonyielding walls, respectively. Design of any subsurface walls should include appropriate lateral pressures caused by any adjacent surcharge loads. For uniform surcharge pressures, a uniformly distributed lateral pressure of about 0.3 and 0.5 times the surcharge pressure should be added to lateral earth pressures for yielding and nonyielding walls, respectively. The backfill placed behind retaining walls should be freedraining sand and gravel with less than 5 percent passing the U.S. No. 200 sieve, based on a wet sieve analysis of that portion passing the US. No.4 sieve. Accordingly, the lateral earth pressures recommended above assume drained conditions behind the wall and do not include hydrostatic water pressure. Lateral loads may be resisted by passive earth pressures developed against the sides of the foundations. For design purposes, the passive resistance of well -compacted fill placed against the sides of the foundations may be considered equivalent to a fluid with a density of 300 pcf. This value assumes drained conditions that will prevent the buildup of hydrostatic pressure in the compacted fill. A coefficient of base friction of 030 may be used between the base of footings and the underlying soil. A safety factor of 1.5 is included in the passive pressure and the base friction design values. 04/m/a A%XMM&OOB a W 18 Because soil conditions surrounding the upper portions of foundation piles will likely consist of loose fill and very soft organic soil, pile lateral capacities are expected to be low and should be neglected in determining passive resistance to building lateral loads. If well - compacted fill is placed adjacent to the pile caps, passive earth pressures against the sides of the pile caps may be determined using an. equivalent fluid density of 300 pcf. 3.8 ROCKERIES We understand that rockeries are being considered to retain cut and fill slopes of short to moderate height along 212th Street SW. The City of Edmonds requires that any rockery wall retaining fill greater than 4 ft in height be designed by a registered professional engineer, and design calculations provided to the City. Recommended design practice for rockery walls retaining fill is to incorporate horizontal synthetic reinforcing within the soil backfill, with the rockery functioning as a facing element. There are also several proprietary wall types available that incorporate concrete blocks or facing elements in conjunction with synthetic earth reinforcing strips to retain fill. These wall types are often more economical than conventional cast -in -place concrete walls for retaining fill. As the design progresses and the wall type is selected, we can provide additional recommendations and criteria for rockery or retained earth walls, if desired. 3.9 DRAINAGE We recommend that exterior footing drain system systems be constructed around the perimeter of all building foundations and adjacent to any subsurface retaining wall or structure. The drains should consist of perforated pipe placed in clean, free- draining sand and gravel or pea gravel backfill. The drainage backfill should contain less than 3 percent by weight passing the U.S. No. 200 sieve size, based on wet sieve analysis of that portion passing the US. No. 4 sieve. The drainage backfill should be completely surrounded by drainage geotextile material such as Mirafl 140N, Supac 4NP, or equivalent. The footing drain should discharge to an approved drain system. The surface of the ground around buildings should be properly graded to direct storm water runoff away from the buildings. Runoff from building roofs and paved or otherwise surfaced areas will need to be collected and directed to site storm water facilities arn/s MMMA00MIM 19 LP IThe planned storm water detention pond will be constructed almost entirely within hin the former peat bog. Based on preliminary plans, it appears that pond construction will involve ' some fill placement along the pond perimeter to match planned site grades, and excavation into the underlying peat to establish planned invert grades. We estimate that as much as 5 ft or more of peat will underlie the pond following excavation. 1 1 1 1 1 Preliminary plans called for providing an access road into the forebay area for maintenance, and a rigid concrete weir between the forebay and second cell area. The peat is very soft and highly compressible. The peat would be unable to support either construction equipment or a footing to support the weir. In addition, any fill placed along the perimeter of the pond could result in significant vertical and lateral deformation of the peat sufficient to result in settlement and cause structural distress to a rigid weir. We recommend the detention pond not be designed for vehicle access and that a weir more tolerant of differential settlement be considered. A weir of interlocking sheet piles or a timber structure would impose less vertical load on the peat and could be more settlement tolerant. 3.10 CONSTRUCTION MONITORING We recommend that geotechnical personnel observe fill placement/compaction activities and subgrade preparation operations to verify that design subgrade conditions are obtained beneath the buildings, ancillary structures, and areas to be paved. We recommend that periodic field density testing be performed to verify that the appropriate degree of compaction is obtained Footing excavations should be observed by geotechnical personnel prior to concrete placement to verify that subgrade conditions are in accordance with the recommendations. Pile foundation installation should be observed by a geotechnical engineer familiar with the design requirements and subsurface conditions. 4.0 USE OF THIS REPORT Landau Associates has prepared this report for Merritt + Pardini and their design consultants for use in the development and design of the planned City of Edmonds Maintenance and Operations Center. Our services have been conducted in accordance with generally accepted practices of the geotechnical engineering profession; no other warranty, express or implied, is made as to the professional advice included in this report. amM u% We recommend a geotechnical review of the earthwork and foundation portion of the design drawings and specifications be performed to verify that the recommendations presented in this report have been properly interpreted and implemented in the design and specifications. We also recommend that geotechnical construction monitoring services be provided. The purpose of these services would be to observe compliance with the design concepts, specifications, and recommendations of this report, and to allow for design and construction changes in the event subsurface conditions differ from those anticipated prior to the start of construction. Landau Associates would be pleased to provide these services for you and the City of Edmonds. There may be some variation in subsurface conditions at the site Accordingly, a contingency for unanticipated conditions should be included in the construction budget .and schedule. We should be contacted if variations in subsurface conditions are encountered. We appreciate the opportunity to provide these services and look forward to assisting you as the design progresses and during construction. Please contact us if you have any questions regarding the information contained in this report T DRS/JWG/sms No. 192001.20 LANDAU ASSOCIATES, INC By: P,X. 'S&A Dennis R. Stettler, P.E. Project Manager and A&Z J. Wade Gilbert, P.E. Project Geotechnical Engineer 04M/97 J:%X \M&0CeW."r 21 192WI.20 Mail • Pnd Adm ds Maintenance end Opeietiom Ce(dwjCj oledw&W Regal u93 C-" O , C N ESTIMATED TRANSITION BETWEEN SHALLOW AND PILE FOUNDATIONS APPROXIMATE ELEVATION 395 a dw�■ S 389931 '90 3 ..' I 'r 'K -6 CDOLCK� 414C. TP .64 IYACTOR DIEWATERING 1 13 B-2 f9 0:1. BUILDING,. j, I0 IP-16 MAIN ItNim Oulu C ANE TP 17 TP-25 3"11 ('C TP-23 P-1 — C4PPM ■ 5 17. 11"C.) V. TP-4 "AD ..•" 1. • :rr f. -5 2 4 (COW-) ce S&L 3"s STAFF B-1 • PARKING ESTIMATED N 261 3" DEEPEST "ItIP-7 .108 TP-9 TP-20 q: < z ■ • CONTACT WITH 02 l ;�: 6MlhlS'TR'A-n0'Ow DENSE TO i (n .Eltp VERY bENSE LLJ LDING\\ 27 TP —1 1 COVERED STORAGE rp,:- 19 GLACIAL SOIL P. I .< TP-3 10: J APPROXIMATE TP-6 91F ELEVATION 37k FTC C) • P CL TP— 30 CL F2 TP_�2�1 I i 0 P-12 N A. %0 !TP TP-18. 0 MINT FW F 'kBA VISITOR N PARKING —22 TP-1 WASH I WEI RACKS TP-2 A 2ND CELL —2828 TP-10 -FUEL A X—Mr. TP-11"11 ND GUM"' a a •a •a 17 CWL 404 "1 or top. 347A, .9. . 36326 It.'' 393) tI_ S: 313 _j_N_;j _.kv t ML33 A" tc-- cow Me .,j 04 .0"A t S ce 1A S .0 •for 0 50' 100, 150' ',; f 4:11W no "a CID it"" 3 Q- Z' emm Im WIND I AL-M M :L JIM .0a Legend E. $173Ia 1 na ..411 - TP .3 1 Landau Associates test pit exploration, Mar./Apr. 1993 Scale in Feet TP-1 Landau Associates test pit exploration, Scale: 1" = 50" Notes: Sources: Merritt Pordib. 1993) 1. Test pit and boring locations ore approximate B-2 Landau Associates Boring, Apr. 1993 Reid (F Reid Middleton (Mar. 1992) 2. Estimated areal extent of fill and peat are Estimated areal extent of fill AHBL (Mar. 1993)1 based on interpolation between test pit and -I boring explorations and are approximate Estimated areal extent of peat Site Plan Figure 2 23 Elevation (ft) A 430 420 Administration Building 410 TP-17 TP-25 B-2 400 Fill n 390 Weathered Till 380 370 ? Elevation (ft) B 430 420 .Administration Building 410 TP — 26 TP— 20 400 390 Weathered Till 380 370 360 Elevation (ft) C 430 420 Administration Building 410 400 ::::�TP-21 Weathered Till 390 ? � 1 380 370 Note: Stratum lines are based on interpolation between explorations and actual conditions could vary Existing Ground Surface Crone TP-16 Maintenance Building an�c Weathered Till Outwash Outwash Sand Cross Section A — A' Existing Ground Surface TP-24 Maintenance Building B-1 TP-15 Fill Weathered Till/Outwos Peat ? Till Outwash Sand Cross Section B = B' -12 Existing Ground Surface / Detention Pond TP-13 TP-1 Peat Outwash Sand ? 0 Cross Section C — C' - ----AI lR Till TP— 281 ? I 30' 60' Scale in Feet Cross Sections Elevation (ft) A' 430 420 410 400 390 380 370 Elevation (ft) B' 430 420 410 Tls-5 —T- 400 390 380 370 360 Elevation (ft) CO 430 420 410 400 390 380 370 Figure 3 24 APPENDIX A Field Explorations and Laboratory Tests .i APPENDIX A FIELD EXPLORATIONS AND LABORATORY TESTS Subsurface soil and groundwater conditions at the site were explored by excavating twenty-eight test pits and drilling two borings at the locations shown on the Site Plan, Figure 2- The explorations were advanced to depths ranging from 3.8 to 33.4 ft below existing grades. The test pits were excavated using a rubber -tire, tractor -mounted backhoe. The borings were drilled using a truck -mounted, modified Mobile B-52 drill rig equipped with hollow -stem auger equipment. Twelve test pits, TP-1 through TP-12, were excavated on March 12 and March 13, 1992, during our preliminary geotechnical study. Sixteen additional test pits and two borings were advanced between March 31 and April 2, 1993, during the current design phase investigation in order to further evaluate the conditions within the central portion of the site. The Held explorations were coordinated and monitored by a geotechnical engineer from our staff who maintained detailed records of encountered subsurface soil and groundwater conditions, obtained representative soil samples, and classified the soil by visual and textural examination. All soil encountered was classified using the Soil Classification System described on Figure A-1 in general accordance with ASTM D 2488, Standard Recommended Practice for Description of Soils (Visual -Manual Procedure). Logs of the explorations are presented on Figures A-2 through A-17. These logs represent our interpretation of the subsurface conditions identified during the geotechnical explorations. A further discussion of the soil conditions encountered is contained in the text portion of this report. The explorations were located in the field by pacing and taping from existing physical features. The ground surface elevations at the exploration locations were approximated based on elevation contours shown on Reid MiddletoWs City of Edmonds Public Works Site Topographic Survey, dated March 20,1992, and are presented on the logs to the nearest foot. Disturbed bag samples of the soil encountered during the test pit explorations were obtained at frequent intervals, Disturbed samples from the borings were obtained at frequent intervals using a 2-inch outside diameter split -spoon sampler. The sampler was driven into the undisturbed soil ahead of the auger bit with a 140-pound drop hammer falling a distance of approximately 30 inches. The number of blows required to drive the sampler for the final foot of soil penetration, or part thereof, is noted on the boring logs adjacent to the appropriate sample notation arnia MMM&OM IGA" A-1 t Laboratory tests were performed on representative samples of the soil encountered t P o evaluate pertinent physical characteristics. The laboratory program was limited to sample inspection to confirm our field soil descriptions, the determination of moisture contents, and the evaluation of grain -size distribution on selected soil samples. Results of the moisture content tests from the preliminary study are presented on the test pit logs. The grain -size analyses were accomplished in general accordance with ASTM D 422 test procedure. The test results are presented in the form of grain -size distribution curves on Figure A-18. 04M/93 MwMMaooew.8" A-2 Soil Classification System MAJOR USCS GRAPHIC LETTER TYPICAL DIVISIONS SYMBOL SYMBOL(!) DESCRIPTIONS (2x3) GRAVEL AND CLEAN ap`D0 GW70owr grovel: grovel/sand mixture(s); GRAVEL finesGRAVELLY SOIL o 0 0(ware than SOw (Little ano fines) p op000 GPd gravel; grovel/sand mixture(s);ines .24 . of coarse fractionGRAVEL WITH FINESR E .1 retuned an GM Slly gravel: gravel/sand/sit mixture(s) e _ No.4 sieve) (Appreciable O W amount of fines) _CO °° R = GC Clayey gravel: grovel/sand/doy mixtures) 9 5 SAND AND CLEAN SAND SW Well -graded sand; gravelly sand; tittle or no roes as SANDY SOIL (Little or no fines) c • a (more than 50Z w. SP Poorly graded sand; gravelly sand; little or no fines u � 1 3 of coarse fraction SAND WITH FINES SM t pI� through (Appreciable Silly eciable amount I Y sand; sand/sit mixture(s) No.4 sieve) of foes) SC do rev sand: sand/day mixture(s) a V ML Inorganic sit and very fine sand; rock flour. silty or o Clayey foe sand or clayey sat with slight plostcity E SILT AND CLAY CL Inarganie day of low to medium plasticity, gravelly c o $ (Liquid Limit less than 50) day, sandy dal silly doy, fear day �e = OL Organic sit: organic. silty day of low plasticity MH Inorganic sit; micaceous or diatamoeeous fine Bond a silty soil SILT AND CLAY CH inorganic day of high plasticity. fat day (Liquid unit greater than 50) OH Organic day of medium to high plasticity; organic sat HIGHLY oacANlc SOIL PT Pear hwrwa; swamp sail with high organic content Notes 1. USCS letter s$0bals correspond to the symbols used by the Unified Sd Cmsifiastion Syst&n indicate ASTm Cfassifis:otion methods Dud letter ymbols (erg„ SW-SP) war o sane a grovel indicate a soil with on estimated S-15x foes. Multiple l sas sympals (ag.14/Ct) ate borderline or multiple sail dassi6eotians e L Sol daWlI ations are based an the gaud approach presented in the St'anat" ProeNee .•ar papqtion a,p Afenril #tlon at Soft fWs-"Aw ear Proe~04 as GUWR d in ASTm 0248d Nhere laboratory ihdes testing has been cond+cte4 soil dossif cu ions are based on the Standard rest A#*~ jar CrSSSgieanon, of Sons jar E nQtntt►M Pbroos� a autfrwd in AS1Y 02487. I Soi 'descroUan tamindogy is tasty on viand estimates On the abstnee of laboratoryr tat data toga of each soil t dtfine4 ash fdows Primary Coot ( >5M - 'GRAt,Q' 'SM. ,51T• •CLAV e ft ) of the perpn type and is Secondary Canstitwntst )-302 and 15OX - 'very grovd * •very, sadx' •„wr sitX etc >15x and S OS - 'grovdy: 'sadit' 'sitX etr- Ad6tiond CenS44Net= >SZ and S15>< - 'with Brevet,' *10 sea• 'Wak sit.* etc 55X - 'trove grovel.• •tract 301114• •trees SW etc. or not noted Key SAMPLE NUMBER & INTERVAL SAMPLER TYPE Recovery Oepd, Interval Code Oestsription San' I 3.25-inch 0.0., L!2-inch Spin Spoon Sampler Identi ication --.t �,ple 0�th interval 2 L00-inch OD, 1.50-:4h W Spoon Sampler � µrn3 Grob Smhps Portion of Sample Retained o 300-6 Hahrnsr. 30-:rah Orop far Archive or Andysis b 140-lb Honrmetr. 30-isdh Orap r TEST DATA c Pushed OTHER Code 0 Q AOprosiwatt ttbter Devotion At Tint of Orfrlrhg (A10) AM or On Otte Hated Soil Classification System and Key Figure A-t SAMPLE DATA I SOIL PROFILE I i o 2 Ord6ng Method: Hallow Stem AuOer _ e ` O Ck.G e O _ ~ q N U Ground Elevation Ifll: 399 MLLW 0 Brown gray. gravelly SANO (loose. moist to WSm Brown gray to gray. Silty. fine to medium SANO (loose. � 2b 2 wish gravel moist to well l S 211 tS a ]1I 20 s� 23 . 611 Y 30 i }} 33 a0 2b 2 2b 2 2b 1 2b 26 2b 2b 41 1 so l Brown SILT with fibrous peat Ivory soft. moist to well PT Red brown. Brous PEAT with trace of sit (very soft. mast) Gray. saty. fine to medium SAND with interbedded layers of city, very time sand and sand with trace of silt Moose to medlurn dense, mofstl ImAwasM SP Gray to gray brown, fine to mecum SAND with trace of sat (dense, mast 10 wet) (outwasM a Red brown to yssow brown. say. fine to — IQ - SANG Ivory dense, moist) loutwseM Boring Completed 4/2/93 Total Oeoth . 33.4 A Groundwater tevaf not measured / Notes L StratiorsoNe Conlacla are based on a" interoreoom and are am, ,limeIs, w 2. Reference to the fait of this repot is necessary for a proper nal , $tart" of wbaufsee CebeOni 3. Rater to -Key and sea Ciessiliaation Strefew f4we for e.ofsneil" of tl O** arts symbols, tt Boring 8-1 Figure A-2 _ B-2 SAMPLE DATA SOIL PROFILE I O ~ OrdGng Method: Hollow Stem Auger 2w O U. = q N a N S n= n 'A N Ground Elevation (fth. 401 MLLW O t] A C N d s N O m N q V U j 0 SP Crushed ROCK Surfacing over Gray. fine to medum SAND *left gravel t 2D ] Sm (medium dense. moist) (pit run frill OL Gray. silty. fine to medium SAND with 3 trace Of gravel Itoase. moist! Ifip Brown SILT with organic matter (very Boll. mast) 2� 2b t SP Red brown to yellow brown. silty, line to t0 mednrn SAND with trace of gravel (very loose. moist to well SP Gray. fine to medium SAND with trace of ] 2b to silt Imediwn dense, moist) (outwash) t3 41 2b 25 20 SPGray. fine SAND with trace of silt (derv, moist) (outwash) 23 Sf 2b ]7 20 44 SP RUSt brown to yellow brown, line SAND wile i 30 trace of sit (dense, moist) loutw&W g Boring Completed //2/93 d Total Depth r 29.0 Ft Grotrmwater level not measured t} 33 40 a NOteo t Stretiprsopic contacts we based an Rafe WelaretstlOOa ale are eaprox Win 1 L Reference tO the teal Of Mill rparl IS nOOOS My for a OrOOM ~aten 1 Of aabawfea COnOltlgtfv 3. Peter t0 'Key one Soil cterloftatIon Systwl- lilwo far exoNned w o1 WSONae one syOOOI& Boring B-2 Figure A-3 TP-1 Approximate Elevation 400 Feet MLLW Unified Soil Classification Depth System Sample Moisture (feet) Symbol Description No.iOepth Content (feet) (9'a) Other Tests 0.0-1.5 SM Brown -gray, silty, fine to coarse SAND with gravel (loose -medium dense, moist) (file 1.5-4.5 SM/PT Dark brown to black, silty SAND and organic 120 debris (loose/soft, moist with wet pockets) 52.7 (seepage at 4.5 ft) (fill) 4.5-10.0 PT Red -brown PEAT (soft, moist to wet) 2/5,0 Test pit completed to 10.0 It on March 1Z. 199Z Groundwater seepage observed at 4.5 ft. TP-2 Approximate Elevation 400 Feet MLLW Unified Soil CtassfiiCation Moisture Sample Depth system (feet) Symbol DescriptionNo./Depth Content 0840 N Other Tests 0.0-1.2 SM Red -brown, stky, fine to medium SAND with 1/1.0 rote to coarse gravel (bole to medium denser moist) (fi 1.2-1.3 SM �bnow., silly SAND with roots (loose. 1.3.7.5 SM Light gray. say. gravelly. fine to coarse M0 SAND with occasional cobbles (lo 6 itches) (dmoiense becoming very dense with dtaptfr, Test pit contpielsd to 75 It on MWch 1 Z. 1992- No groundwater aespage uroountsrsd. Figure A-4 A-6 TP-3 Approximate Elevation 395 Feet MLLW Unified Soil Classification Sample Moisture Depth System No./Depth Content (feet) Symbol Description (feet) (y, Other Tests 0.0-0.4 SM Brown, silty, SAND with roots (loose, moist) (tall) 0.4-5.5 SM Red -brown, silty, fine to coarse SAND with 1/2.5 gravel (roots to 3.5 ft) (charcoal fragments at 21.7 Grain size 2.5 tt) (loose to medium dense, moist) (outwash) 5.5-10.0 SM Light Wow -gray. silty, fine to coarse SAND 2/6.0 with gravel (medium dense, moist) (weathered till) 10.0-11.0 SM Light gray, silty, gravelly, fine to coarse 3/11.0 SAND (very dense, moist to wet) (till) Test pit completed to 11.0 it on March 12, 1992 No groundwater seepage encountered. TP-4 Approximate Elevation 390 Feet MLLW Unified Soil Depth Classification System Sample Moisture (feet) Symbol Description No./Depth (feet) Content ON Other Tests 0.0-0.5 SM Brown, silty SAND with roots (loose, moist) (topsoil) 0.5-3.3 SM Red4x~. SAY. fine to coarse SAND with 125 122 fine to coarse gravel (loose to medium dense. moist) (outwash) 3.3-7.0 SW-SMISM Gmy4rown to light gray (mottled very 214.5 gravNy line to coarse SAND with sift to silty. Uwe cobbles (to 12 inches) (rots to 4.0 ft) (medium dense beooming dense with depth, moist) (outwashNnathered ON) 7.0-7.8 SM Gre"ray. very silty. fine to coarse SAND 317.8 with fine gravel (very dense, moist to wet) (till) 7.8-10.S SM Grades to silty. very gravelly. fine to coarse 4/10.2 SAND with cobbles (to 6 inches) (very dense. moist to vet) (to) I Test pit Completed to 10S ft on March 13, 1992. No groundwater seepage encountered. Z- Log 0f Test Pits Figure A-5 A-7 1 1 1 1 11, 1 TP-5 Unified Soil Approximate Elevation 395 Feet MLLW Classification Depth System Sample Moisture (feet) Symbol Description NQJDepth Content (feet) (9'e) Other Tests 0 0--0 4 GP Dark brown to black, sandy GRAVEL. trace silt (very dense, moist) (asphaltic fill) 0.4-4.0 SM Light brown -gray, silty, gravelly fine to coarse 1/3.5 SAND (very dense, moist) (till) 8 8 Grain size Test pit completed to 4.0 ft on March 12. 1992. No groundwater seepage encountered. TP-6 Approximate Elevation 397 Feet MLLW Unified Soil Classification Depth System Sample Moisture (feet) Symbol Description NgJIDepth Content (feet) (9'.) Other Tests 0.0-1.0 GP Black to dark brown, sandy. fine GRAVEL (dense. moils) (asof 1.0.4.0 SP-SM/SM ._ Red -town, fine to coarse SAND with silt to 1/2.0 17.0 sty. ttaos gravel (fine toot structure to 4.0 ft) (medium dense. moist) (outwash) 4.0.120 SM Light gay; silty to very sty SAND with fine 2/6.0 13.0 to coarse gravel (medium dense, moist to wet) (seepage below 4.5 ft) (weathered till) 120-125 SP-SM Light gray. fine to medium SAND with srh 3/120 (medium dense. moist to wet) '(outwash) Test Pit Completed to 12.5 (t on Mardi 1Z; 1992. Groundwater seepage wKeunkwed below 4.5 & Fgure A-6 A-8 TP-7 Approximate Elevation 400 Feet MLLW Unified Soil Depth Classification System Sample Moisture (feet) Symbol Description No./Oepth (feet) Content (9'a) Other Tests 0.0-1.7 SW-SM Gray, gravelly, fine to coarse SAND with sift 1/1.0 9.6 (loose, moist) (fill) 1.7-3.9 SM Red -brown, silty, fine to medium SAND, 2/3.0 46.8 Grain size trace fine to coarse gravel, some decomposing organics and refuse (plastic yard bags) (loose to medium dense, moist) (filo 3.9-7.5 SM Red -brown. silty, fine to coarse SAND, trace 3/5.0 fine gravel (medium dense, moist to wet) (seepage noted at 5 ft) (outwash) 7.5-10.0 GM Green -gray, silty, sandy, fine to coarse 4M.0 GRAVEL occasional cobbles (to 4 inches) (medium dense, moist) (weathered till) 10.0-12.5 SW-SM Grades to gray, gravelly, medium to coarse 5/12.5 SAND with silt and cobbles (to 6 inches) (very dense, moist) (till) Test pit completed to 12.5 ft on March 13, 1992. Groundwater seepage encountered at 5.0 ft. TP-8 Approximate Elevation 405 Feet MLLW Unified Soil CLUSUIcation Depth System Sample Moisture (feet) Symbol Dillon (f") ill (f Content (%) Other Test 0.0-2.0 SP-SM Bmwn-gray, fine to medium SAND with srlt 1/1.0 and gravel (medium dense. moist) (fill) 2.0-7.5 SMU. Light gray, silty, gravelly. SAND to sandy 2/3.0 13.9 Grain size SILT (organic sift?), pocket of organic debris and peat (slight H=S odor) (km to medium denserfinn, moist to wet) (fi8?) 7.5-13.0 PT Red -brown PEAT (fine, moist) W7.5 Test pit completed to 13.0 ft on Mash 13. 1992. Test pit caving above peat stratum. Probable groundwater seepage below 4.5 tL Log of Test Pits A-9 Figure A-7 TP-9 Approximwe.Elevation 412 Feet MLLW Unified Soil Classification Sample Moisture Depth System NoJDepth Content (feet) Symbol Description (feet) (9'a) Other Tests 0.0-0.5 GM Brown, silty, sandy, fine GRAVEL. trace organics (dense, moist) (asphaltic fill) 0.5-3.8 SM Brown -gray. silty, gravelly, fine to coarse 1/2.5 SAND (very dense, moist) (till) Test pit completed to 3.8 ft on March 13. 1992 No groundwater seepage encountered TP-10 Approximate Elevation 415 Feet MLLW Unified Soil Classification Depth System Sample Moisture (feet) Symbol Description Noxapth Content (feet) ('A) Other Tests 0.0-0.4 SM Brown, silty SAND with roots (loose. moist) (el) 0.4-2.8 SM Gray -brown, silty, fine to medium SAND with 120 gravel (roots to 28 ft) (medium dense, moist) (outwash) 2.8-9.0 SM Light gray, silty, fine to coarse SAND with 2/5.0 gravel (dense. moist to wet) (till) 9.0 SM As above, but very dense (till) 3/9.0 Test pit completed to 9.0 It on March 13, 1992. No groundwater seepage encauttered Severed abandoned 2-inch water supply line 1.0 it below ground surface. Figure A-8 A 10 TP-11 Approximate Elevation 405 Feet MLLW Unified Soil Depth Classification System Sample Moisture (feet) Symbol Description NoJIDepth Content (feet) (9'0) Other Tests 0.0-2.0 SM Brown, silty SAND with roots and organic 1/1.5 debris. Some concrete fragments and miscellaneous refuse (aluminum scraps, electronic components, etc) (roots to 4.0 ft) (loose, moist) (topsoiLlill) 2.0-4.5 SM Red -brown, silty, fine to medium SAND with 2/15 gravel (loose to medium dense, moist) (outwash) 4.5-7.5 SM Light gray, silty, fine to medium SAND with 3/7.0 gravel (medium dense, moist to wet) (seepage noted at 7.0 ft) (weathered till 7.5-10.0 SM Light gray, silty ,fine to coarse SAND with 4/10.0 fine gravel (very dense, moist) (fill) Test pR completed to 10.0 ft an March 13. 1992. Groundwater seepage noted at 7.0 it TP-12 Approximate Elevation 405 Feet MLLW Unified Soil Depth Classification System �P1e Moisture (feet) Symbol Description I'loiDeo Content (fee) N Other Tests 0.0-0.4 PT Brown, silty SAND with roots (loose, moat) (topsoil) 0.4-5.0 SM Red -brown, very silty, fine to medium SAND lac with gravel (medium dense, moat to wet) (outwash) (3.5-5.0) SIMIPT Southeast comer of tent pit: dark brown. 2/4.0 silly, sandy PEAT (seepage noted at 4.0 to (noAhern edge of peat boggy (medium den"Arrn. wet) (PEAT) 5.0.9.0 SM Light gray, silty. fine to coarse SAND with 316.0 gravel (medium dense, moat to wet) (weathered till) 9.0-9.5 MIL Light green -gray SILT with fine sand (stiff to 419.5 very stiff, moat) (outwash?) Test pit completed to 9.5 ft on March 13, 1992 Groundwater seepage noted 4.0 ft below ground surface in =Aheast comer of test pit Log of Test Pits Figure A-9 A 11 TP-13 Approximate Elevation 396 Ft Unified Soil Classification Depth SystemMoisture Sample (n) Symbol Description NoJDepth Content (ft) (9L) 0-1.5 SM Gray brown. silty. fine to medium SAND with trace of gravel (loose. moist) (fill) 1.5-2.5 SM Gray brown to dark brown. sandy SILT with roots (soft. moist) (remnant topsoil) 2.5-6 PT Brown, fibrous PEAT with silt (very soft, wet) 6-6.5 OL Yellow brown SILT with fibrous plant matter (very soft. wet) 6.5-11.5 PT Brown. fibrous PEAT with thin layers of yellow brown sift 1/8.5 and increasing wood fragments (very soft. wet) Test pit completed to 11.5 ft on 0341193. Groundwater conditions not observed due to inflow of ponded surface water. TP-14 Approximate Elevation 399 Ft Unified Soil Depth Classification System Sample Moisture 00 Symbol Description No./Depth Content 0-1.5 GP GRAVEL fill with buried thin asphalt section (medium dense, moist) 1.5-25 SM Brown gra"0o tan gray, silty. fine to medium SAND with 112 gravel (medium dense, moat) (fin) 2.5-3.5 SM Yellow brown to red brown, silty. fine to medium SAND 2/3 with trace of gravel- and oocasional cobbles (medium dense moist) (weathered WO 3.5-6 SM Tan brown, silty. fine b medium SAND (medium dense. moat) (weathered 09) 6-11 SP Gray, medum to coarse SAND with gravel (dense to very 3(7 dense. moist to wet) Test pd completed to 11 ft on =31A& No groundwater seepage encountered Figure A-10 A-12 1 1 LJ L� lu J TP-15 Approximate Elevation 399 Ft Unified Soil ` Depth Classification System Sample Moisture (ft) Symbol Description No.10epth Content 0-0.5 GP Crushed rock GRAVEL with buried 1-inch asphalt section 0.5-1.5 SM Brown, silty, fine to medium SAND with isolated roots (medium dense, moist) (remnant topsoil) 1.5-3 SM Gray to tan gray, silty, fine to medium SAND with gravel 1/2 and occasional cobbles (dense, moist) (weathered till) 3-8 SM Gray, silty, fine to medium SAND with gravel and isolated 217.5 cobbles (dense to very dense, moist) (till) Test pit completed to 8 ft on 0341/93. No groundwater seepage encountered TP-16 Approximate Elevation 399 Ft Unified Soil Depth Classification System Sample Moisture VQ Symbol O qn No /Depot Content (ft1 (9'a) 0-0.5 SP/GP Brown SAND and GRAVEL surfacing (medium dense. mwa)(�) 0.5-1.5 SM Yel ow brown and gray browm silty, fine to medium SAND with gravel and isolated root (medium dense. moist) (fig) 1.5.2.5 SM Brown and red brown. sfr, fine to medium SAND with 12. gravel and roots (medium dense. moist) (remnant topsoil) 2.5-8.5 SP/SM Brown gray. fine to medium SAND with gravel (medium M5 dense to dense. moist) 317 8.5 SM Gray, silty, fine to medium SAND with gravel (dense to 4/8.5 very dense, moist) (tHQ Test pit completed to 85 ft on 03/d1/93. No groundwater seepage encountered FTA Figure A-11 A-13 1 1 1 I 1 TP-17 Approximate Elevation 403 Ft Unified Soil Classification Depth System Sample (h) Symbol Description No.iDepth Content 0-0.3 SP/GP Gray, SAND and GRAVEL surfacing (medium dense, moist) (tiff) 0.3-6 SM Mixed gray and brown, silty, fine to medium SAND with 1/2.5 gravel and cobbles (loose to medium dense, moist) (fill) 6-7.5 SM Dark brown and gray brown, silty, fine to medium SAND with roots and trace of gravel (medium dense, moist) (remnant topsoil and weathered till) 7.5-11 SM Red brown, silty, fine to medium SAND with gravel and 218 isolated cobbles (dense, moist) (weathered till) (grades gray at 11 ft) Test pit completed to 11 It on 03✓31i93. No groundwater seepage encountered. TP-18 Approximate Elevation 397 Ft Unified Soil Classifkation Depth System Sample Moisture (ft) Symbol DescriptionWo /Depth Content 0-0.5 Forest DUFF 0.5-1 SM Dark brown, silty. fine SAND with abundant tine roots and , - 4 Miortal large tree roots (loose. moot) (topsoiq 1-3 SM Layerrd red brown. tan brown, and. gray brown, silly. ring to medium SAND wkh gravel and abundant roots (medium dense, moist) (weathered till) 3-0 SM Mottled red brown and tan brown, silty, ring to medium 1/4 SAND with gravel and occasional cobbles (medium dense to dense. moist) (weathered tffq 6-8 SM Gray. silty, Bne. to medium SAND with gravel and trace of 217.5 cobbles (dense to very dense. moat) (till) Test pit completed to 8 ft on 0341/93. No groundwater seepage encountered. L" of Test Pfts Figure A-12 AAA TP-19 Approximate Elevation 398 Ft Unified Soil Classification Sample Depth System P Moisture (ft) Symbol Description M i0epth Content (ft) (tee) 0-1.5 SM Brown gray, silty, fine SAND with roots (loose, moist) (fill) 1.5-2 SM Dark brown, silty fine SAND with abundant roots (loose, wet) (remnant topsoil) 2-10.5 PT Dark brown to brown fibrous PEAT with sift (very soft, 1/9 wet) Test pit completed to 10.5 It on 03 V93. Groundwater seepage noted at 2.0 ft below ground surface at north end of test pit. TP-20 Approximate Elevation 400 Ft Unified Soil Depth Classification System Sample Moisture (ft) Symbol NajDepth content Description (ft) M 0-4 SM Brown gray with red brown layers. s ft. fine to medium SAND with gravel and occasional roots (baser moist) (f1q 4-10 PT Brown PEAT with silt Logs and large branches encountered at fill contact (salt. wet) 10-11 OL/SM Olive gray. sandy SILT with gravel and abundant fibrous 1/10 ON matter (salt. wet). Trani ions at bottom d test pit to alive gray. silly. fine to medium SAND with gravel (medium dense. moist) (weathered taq Test pit completed to 11 ft an OWIM Groundwater seepage noted at 4.0 ft Test pit represents third attempt at the indicated kxmtbm Two previous test pits were abandoned due to logs encountered during excavation, Log of Test PMa Figure A-13 1 � I � I TP-21 Unified Soil Approximate Elevation 400 Ft Classification Sample Depth System P Moisture M Symbol Description (No✓Depth Co) tent 0-1 SM Gray, silty, fine to medium SAND with roots (loose, moist) (fill) 1-5 SM Layered and mottled red brown and brown gray, silly, fine to medium SAND with gravel and roots (medium dense. moist) (weathered till) 5-7 SM Gray. silly, fine to medium SAND with gravel (medium dense to dense. moist) (weathered till) Test pit completed to 7 ft on 03/31i93. No groundwater seepage encountered. TP-22 Approximate Elevation 4og Ft Unified Soil Depth Classifrration System Sample Moisture (ft) Symbol D NoJOeptlt Content M (9'e) 0-1.5 SM Layered gray and gray brown. silly. fine to medium SAND with gravel and trace roots goose. moist) (fill 1.5-2 SM Darn brown. sing, fine SAND with abundant roots goose, MOW) (remnant topeorl) 2-4 SM Fled brown. $illy. fine 10 medium SAND with gravel and 1r3 isolated roots (medium dame. moat) (weathered 91) 4-6 SM. Tan gray. sing. fine to Medium SAND with gravel (medium dense to dense. moist (weathered tip 6-e SM Gray. silly. fine to medium SAND with gravel (dense to 2ts very dense. moat) (do Test pit completed to a ft on o0A1/90. No groundwater seepage encountered, Log of Test Pits Figure A-14 A-18 I TP-23 Approximate Elevation 399 Ft Und'red Soil Classification Sample Moisture Depth System No.i0epth Content 00 Symbol Description (yam) 0-0.5 SP Manufactured SAND (stockpile) 0.5-0.7 ASPHALT (bunker pavement) 0.7-3 SM Tan gray and gray, silly, tine to medium SAND with gravel and occasional rots. Thin layer of dark brown, silty sand encountered at 1.5 to 1.8 tt (base to medium dense, moist) (fin) 3-7 SM Dark Now.. to dark red bxown. silly. fine to medium SAND with gravel. toom and plant molter (loose. moist) (remnant topsoil and weathered till) 7-8.5 SM Orange brown, silty. fine to coarse SAND with gravel (medium dense to dense, moist) (rwesMered WO Test pR completed to 8.5 it on 041Oti93. Groundwater seepage noted at 6.0 it Possible south edge of original bog at north end of test pit TP-24 Approximate Elevation 399 Ft Unifwd Soil Classuwon Sample Moisture Depth System NoJDepth Content (n) Symbol o.ecripton (h) M 0-0.3 SIP 01an-I ch,red SAND (slockpie) 0.3-0.5 ASPHALT Manlw pavement) 0.5-2 SU Brown gray and brown. silty. fine to medium SAND with growl and Isolated room (bole to medium dense. moisq (fit) 2-3 SM Brown and red browi . silly. fine to medium SAND with gravN and roans (medium dense. moat) (remnant topetoi) 3-5 SM Yellow brown to orange bown. silty, fine to medium SAND with growl (dense to very dense. moist) (weathered to) Test pit completed to 5 It an 0400IM& No groundwrtter seepspe encountered, Log of Test Pita Figure A-15 1 1 U [I TP-25 Approximate Elevation 402 Ft Unifwd Soil f Classification Sample Moisture Depth System No.Nepth Content (ft) Symbol Description M N 0-6.5 SM layered and mottled gray, tan gray, and brown gray, silty. fine to medium SAND with gravel and isolated wood fragments (medium dense, moist) (fig) 6.5-7 SM Dark brown. silty, fine to medium SAND with gravel and abundant roots (loose, moist) (remnant topsoil) 7-8 SM Gray brown, silty, fine to medium SAND with gravel and trace roots (loose, moist) 8-11.5 OL Dark brown SILT with fibrous peat and wood fragments, and occasional thin layers of orange yellow, silly, fine sand containing trace of plant matter (soft. moist) 11.5 Backhoe bucket encountered relatively dense granular material. Sample not obtained. Test pit completed to 11.5 ft on 04/OIA3. Groundwater seepage noted at 11.0 ft below ground surface in northwest comer of teat pit. TP-26 Unifwd Sal Clasafi'rption Depth System (ft) - Symbol oa+cripcfon 0-6.5 SM Layered brown, gray, orange brom and tan brown, s*. fine to medium SAID with gravel, wood fragments, and lop 000". moist) ON) 6.5.7.5 Sltfl- Dark browi . silty, fire to medium SAND with roots and wood fragments (boas. mood) (remnant topsoil) 7.5-10 Sltl Orange brown, silty. fine to medium sand with gravel (medium dense. moat) (weathered till) Test pit completed to 10 ft on OMOIA& No groundwater seepage encountered. Subsurface soil unit contours approximately parallel ground surface contours. I1 Log of Test Pita Approximate Elevation 404 Ft Sample Moisture NolDepth Content (ft) N Figure A-16 A-18 1 1 1 1 1 u I 1 �J TP-27 Approximate Elevation 399 Ft Unified Soil Classification Sample Moisture Depth System NoJDepth Content (it) Symbol Description (h) M) 0-3.5 SM Brown gray, silty, fine to medium SAND with gravel and ootxsOnal roots (loose, moist) (possible file 3.5-5 SM Red brown to yellow brown, silty, fine -to medium SAND with gravel and trace of roots (medium dense, moist) (weathered till) 5-8 SM Mottled red brown. yellow brown, tan brown, and tan gray, silly, fine to medium SAND with gravel (medium dense to dense. moist) (weathered tM (541) SM South end of teat pit dark brom silty, fine to medium SAND with gravel and plant matter (medium dense, wet) (possble north edge of original bog) Tess pit completed to 8 ft on 0401/93. Groundwater seepage noted at 5.0 ft below ground surface at south end of test pit. Subsurface soil unit contours approximat* parallel ground surface contours. TP-28 Approximate Elevation 399 Ft Unified Sod �Sample Moisture D 1� System Symbol � NoJOeptft Content (n (n) M 0-02 SPIGP SAND and GRAVEL surfacing 0.2-0.4 ASPHALT seedon 0.4.1.5 SM Molded gray and tan bromn. silly, fine to medium SAND (loom moat) (fig) 1.S45 SIM. Layered dark Now. and red brown, silty, fine to medium SAND with abundant roots (loose, moist) (remnant toped and possible weathered till) 4.5-6.0 SM Yebw brown, silly, fine SAND (loose, moist to wet). 6.0-95 SM Gray. silt'►. fine SAND (loose, moist to wet) . Test pit completed to 9.5 ft on 04mla& Groundwater seepage noted at 4.5 a and 6.0 It below ground surface at northeast corner of test pit. Log of Test Pits A-19 Figure A-17 192MI.20 Wtdm • Prdk"dnmG YY meamme end op«•Ibm G @WA3*O winwl Rrpoil 4N3 a 10 U.S. Standard Sieve Size 3- 2- 1.5- 311• 9/R• e a .c .... -- 0.01 O.00l Grain Size In Millaw1ors Cobbles Gravel Sand _ Coarse Fhe Coarse Medium . Fine ---- Sill a Clay -- -- - - — - l �xPlalptMn No,.: 8+ a N9 , pvR 4lnllt6d Boll ln) ::.lassidl:. sal ocrlPu —4— T12-3 1 2.5 SM Slily SAND with gravel --0-- TP-5 1 3.5 SM Gravelly, silly, line to coarse SAND --(3" TP-7 TP-9 2 2 3.0 . SM Silly SAND with gravel and organics 3.0 SM Silty, gravelly SAND Gradation Curve -Nalural Moislura (%) 21.7 8.8 46.8 _.... — --- --- 13:9_ .. Figure A- 18