Loading...
121 SUNSET AVE N.PDF11111111111111 13340 121 SUNSET AVE N f .62 %onyotEdmomb Buiidimgib 2 a24.59 24 9 1a � I L ° 24.5% .. _ BECIN 18.35% SLOPE a G ' �sy4� N7i �(ti C � ° 3' HANDRAIL a 26.35 G a 4 26.5 ° e ° G y v ° 0 004 72 TRASH ENCLOSURE DUMPSTEf G OUMPSTER, ,° ° PER ARCH i A a G ° �2.8 26.4 h C . 27.35 ° : it G ° 28.05 PAINT 5' OF � °° °PAINT, 5' C CURB YELLOW ° a G a° <° ° CD CURB YELL ° 2 a ,G G .v .... a_ �44 °. ....... , TALL.CURBS i ADJUST ASPHALT ASS NEEDED TO ACCOMMODATE DRIVEWAYS , INSTALL DRIVEWAY & TRASH ENCLOSURE ` EXISIS#X57TING ENTRANCE PER ,— --� SLOPE CITY OF EDMONDS STD DETAIL E2.27.2 2 3 4 SUNSET CONDOS oAlE 03/09/09 mwm Na 121 SUNSET AVE PROJECT No. 08=11 ENGINEERING EDMONDS WA 98020 SCALE I' a 10' ' TRASH EN CLOSURE REVISION U S ova. g..ION 02 cwwi+os. wuxotcTON eeo=o DRAWN ED'B JPu {�' `S —1 FAX (.zs) na=esoo FAX , (42 778use REFER TO C3.1 REV#1 APPROVED BY GAG PROVIDE EMBEDED STEEL SLEEVE FOR GATE DROP PIN TREATED 4x4 POST 24" IN- 12'DIA CONC. BASE 6'-0'' TALL - SOLID WOOD 0 I r7 CHAIN LINK ENCE AT ATE W/ INSERTED VI YL SLATS 5' -32' 16' -0'' 5' - 54 7'-0" DUMSTER 5' -32' 7'-0" ,IMUMSTER HASH NCI SLOPE NOT TO EXCEED 2% 3'' DIA. GALV. A-500 STEEL POST EMB IN 12"DIA "DEEP CO-NC-FTG. LEAR INSI TRASH ENCLOSURE 1/4" = 1'-0" 0 I Ln DBL. TRTD 2x4 TOP AND BOT. A RAILS W/ 1x6 CEDAR �• FENCE BOARDS 1 /4"SPACING W/ (2) #8 GALV NAILS EA. BOARD TOP & bOT �• 1 4x4 POST IN IN 2"DIAx24" DEEP 16 CONC. BASE. W/ 4'' C V DRAIN ROCK P Fence Post 1 /2'' = V-0" C32006 wmi*a 75UX wAYAC, 1,3(,7 wiwc 0,-)Oc,6 Utica U,�,c , vwwy, Ac P-MW",! nd pqpn- dim A. 13, ca, I ' '-i�F kC Ammdmg= 02006 S&6in 5vir"O' '4 02006 Edificr. I v/VIAC Amn*rB3As [32006 Edi&n''fFC A-nwdu"e4� 02006 Edi�*GM'VUQVAC 51-13 E32006 FAitiOm-, WS�C `VAC 51-1 - I CITY OP AD[ OWNER -A 2 3 2-' .Return Ad. ren:. 2�1003030314 5 PGS gg66.00 RRM'qH"I:'N4M, ASHINGTON Sunset-100 L-# 16118 72 Avi-W.1'. Umends;*A-4026r'*• WASIT[NGTOWSTATEM' W:ORDER'S Cover Shia anew 6s-on Tideovoi..- -.- -- - -, -,�- Document ttiemin): (all am applicable to your document mint be .7 film in) ...... Trash' Enclosure Dew T��#-and jbinf-Un AVeewmt Reference Number(s) of Oo cumciti as"kigned'or released: Additional mfcnwce O's on page Grantor(s) Sean N Drew Additional names onipage ofdocument. Grantees) Sunset 100 LP Additional names an page of document. Legal description (abbreviated:- ke. lot, block, plat or 6ccu"* township` raag�e) Edmonds Plat of Block 0131 D4M, Lot 2 All I is on page ofdocument- Assessor's Property Tax ParcelVAccount Number CI A. Tax # apt yet 00434001300200 The AuditodRecorder will rely on the information provided on the form The staffyMnot ieadthe -- documeW to yerifY the acmncy air complehmm of the Waft information provideo'hancip;, I am requesting an emergency nonstandard recording for an additionai L—.. .... ... . .. as provided in RCW 36.18.010. 1 understand that the recording processing%, requirements may cover up or offierwise, obscure some wart of the text of the original document. Signature of Requesting Party Trash Enclosure Development and Joint Use Agreement ti VVherea$, Sunset .1.00 Limited Partnership is developing 6 condominium units, garage, and °..ofce/asseinbl space at 121 Sunset Ave N, 123 Sunset Ave N., and 125 Sunset Ave N, Parcef004*4401300300 and 0043440130040 1 (Sunset 100 Property); and Whereas;'the ,Diew FafniLy.is the owner of the property directly to the south at I I I Sunset Ave. Tl, Parcel..#�OQ4.34401300200 (Drew Property); and Whereas, ttie Drew Ffop.crty currently has an exposed trash bin near to the sidewalk along Sunset Ave.Ior-.its.use; and''., Whereas, the City of Bdmon4 is rtgdesting the development of a new trash enclosure and joint use of that ei losute b�tmi the Drew Property and the Sunset 100 Property; and Whereas, Sunset 100 Limited- Partneiship, is required to construct new sidewalks and other improvements in front ofthd*-Si"f -l60 Property; and Whereas, Improvements i&-fT.ont'of 6iDrew Property will add aesthetic and financial value to the Drew Property, =. Now Therefore the Parties Agree•.tp•-the following - I. Sunset 100 Limited Partnership4ill corisfruct a City of Edmonds approved trash enclosure at the Northeast corner of'the brew Property, as shown on the attached site plan and as per ille attaeiied drawing. The enclosure will be constructed of either concrete, .6 wood jii the -following dimensions, 16 feet wide, 10 feet deep, and 6 foot high. the enclgsure opening will face toward Sunset Ave. The color of the enclosure will.matph the Drew Property Building. 2. Sunset 100 Limited Partnership will be responsible -.for all design and permit fees associated with the construction of the..n.ew epclosure. 3. The Drew Family agrees name Sunset 100 Limited F'arttiership as their agent to submit plans to the City of Edmonds for the. cohstrucilom•of•the new trash enclosure on the Drew Property 4. Sunset 100 Limited Partnership will remove the trees that ,are nbw impeding on the City of Edmonds right-of-way, and place potted trees around -•the back of the trash enclosure to screen the view from the Drew P$uilding. The trees will be at least 6 feet in height at initial planting. 5. The Drew Family will grant to the owners of 121, 123,'40-05' §unset; joint use of the trash enclosure in perpetuity or until other joint o.ftangeiiiphts ate made. 6. This Agreement will convey to the Drew property and/or any s pb Mp&t owners. 7. Sunset 100 Limited Partnership will construct improvements in Hot of the Drew Property in like fashion to those being constructed in front of`-tbe Sundt 100 Property at the same time as those being constructed in front of the Sunset 100 Property. • .. •. Sunset 100 Limited Partnership, the Sunset 100 Property Homeowners w Association, or any other owner of the Sunset 100 Property will be responsible to pay. for all collection fees for all ordinary trash collected or removed from the r'rjewly constructed and shared Trash Enclosure on the Drew Property, once the new 6c10sure becomes operational for the entire term that this agreement is in :"tie pai y (ies) responsible will alert the trash collection company of this responsi4o...: &rid billing information. 9:•-' iJpQri'the-t d velopment of the Drew Property, a new Joint Use Agreement will ...need.tb be.rregotiated and agreed to by the City of Edmonds. Agreed this Tay of Jnilai y, 2009 '........... Drew Family ..Sunset 100 Limited Partnership Sean:' esen, gMember TA►TE OF WASHINGTON .ti COUNTY OF Sr I y 20 `"I before me the duly bn:this-�.day of �, Y undersigned; Notary Public in and for State of Washington, duly cdrnmiianed actwom, personally ap eared�11P,ll� who executed the forigoingg iristfiiment, and acknowledged to me that he signed the same as his own-Wee-and vo0iWirq..act and deed for the uses and purposed therein mentioned: 4" ' In WtTNE. S.WHEREOF, I have hereunto set my hand and affixed my official seal the day and -year first above written. y k� ssrcti'•••QG'y .. Aj �•:�O; %%OtAgy -» • «- State if ashittgton, Residing in is ires STATE OF WASHINGTON COUNTY OF,a±-S C iL_ On this day of ;-. 20Lll;rbefore me, the duly undersigned, a Notary Public in and for a Sta ""� f W . t�ington duly commissioned and sworn, personally appeared : who executed the foregoing instrument, and acknowledged to me ttiat'he sion­dd.the same as his own free and voluntary act and deed for the uses-and'.p&pgsed- therein mentioned. ` In WITNESS WHEREOF, I have hereunto set my hon . And'"affixed. my official seal the day -and year first above written. sroti �to�iy�► .. • . ao TA /? -» • «- State ofwashing�n, Residing in m" ires 12/01/94 11,22 S 206 1646BGS PRUOENTIQL SIG P P.04 CA RLS NO. CA' ` Critical Areas Checklist Oto Information (sollsttopograptty/hydrology/vegetatioii) \ 1. ,Site AddraW o.ektiv., , Xor 3 o r- 4- , 84ock r3 y .Jutr NeKr14 #F I f / Somfi r 4t . 2. Property Tax Accwunt Number: _ �`/ y � ? CPO i - 3. Approximoto Site Size (acres or $quart, ftxt): for 3 6il'q+. 7 Q j 4. U Oil$ site aiurrcntly doYoMpW? .-. yw; Znp, 9x+rHtrl• If yes; how Is site dcYelopoct?~"" 7 0 Amu, 5. Dworlbo tho corm alto topography. Check all that apnty. •l k Rti<Nr - _ -- at: loss than 5-feet elevation change aver eialre t1te. o p jw Plot:' ` v �'i' • a•' ' i i�Pr tt�d • xvtlir:g, slopes on alto gonoralty ices titan 15% (a ve4leal (lsa of 10-fet,t ovt,r a t 10" boriwntol dinanoo of 66-feat). 101y; Plops prcaent on alto of mare than 15% and feat than 30% (S venical cis$ of 10469 ovor A hhrtrontal distance of 33 to 6644). Steeps grades of groator than 30% Preswit Qn site (a vortical rise of 10404ovcr a horkental distance of lea than 334m). Qthcr (picase duaribs): 6. Site contains *.teas of Year-round Molding water: NO ; approx. Depth: 7. Slto writalas Arms of seasonal standing water: -_ _; Approx. Depth: P dditt W1181 seaBot!(l;) of tlto year? 8. Site is 1n th4 iloodway Rtwdplain tv of a wilier cod e- 9. Site contaho a vrock or An atca where water flours acracs the grounds sur(Roo? FiQV4 are yor- round? lfd Flows are, witwilM? � (What tins of yoarr 10. Site Is primQrity; forrstod ; mradc+w ; shrubs ; Mtxca, urban lAnd3c pod (lawd,thrubs etc) t I _ obYlous wetland Is pre4ent on site: . ...:....:.......::.:. .:::.:....._For City W (t U" only..._. ..�..., ' :. ���� :.. ......... ;' :'9atifla�T.or»At: RCS-� 6 .._.-.-., • � .... •- . , � .. - . . -. 41-111 �R : i►!�jlpuiil'jgvehtgry oar�C.A. *tout indacnrcs wu 10d prewt onshe?. �1/Q ;•:`' '= 'i 4tical :Aturilnveantory.or C.A.'ra!�:1ndi0*1t* Critieal'Ara or. tjittl'1 n/D., :•n' �.,... �fii�'c°wittij�q•��S(�nridti e�lriti, udkdnlWlioa lrndaUtitl l�aT�td arts? .. �/� �:: . • _ y i:dijiaa bnikla'tshvirdeitaeiti tl S,easitivAM9 Uapl ,tu .,e� x��y��n�i� �p7� .. Y �.• co .�s.; .. ,{. yy ,.f.Jt� �..C�a:.w'"/' "` w C'J �iYXYAt�NK ' •" .� �, .. cone ` :VI\Tj\y{y{ AM c1pv��fVy.�«T..r��.��.y...L��:.': w V ...1..aJ •�:'� �. f.l�'. ////�• .. i.',f'�.Q� �•'1T4i��•:'i�%!�.'.'\•i�v i(�.11,i\AIU(• ,• .,t:�:./•l".../lln L14. ,•r'' I�.({t��_f,.^_�''0'•ak"v. e••ilfFSi. ::l' u•u: :r:e•a �7 `•,•- ,•-• '.ate^TY^!.::e'� tu+arrrn� • • � INTER -OFFICE COMP' MICATIONS DATE December 3 TO FROM Engineering Department Building Department jol roam ♦1 SUBJECT: Building Permit #68o464 Pacific Irast, Mail ill Sunset Avenue The above ]project has passed its final Ind1diag inspection and is ready for your approval. 4 City of Edmonds Critical Areas Determination Applicant: Dave Stetner Determination #: ct q _ 22.C/ Project Name: Permit Number: Site Location: North of 111 Sunset Property Tax Acct #: 4344-013-002-09 Project Description: Waiver Criteria (all criteria must be found to apply): ✓ There will be no alteration of the Critical Area or its required buffers; ✓ The development proposal will not impact the Critical Area in a manner contrary to the goals, purposes, objectives and requirements of the Critical Areas ordinance; ✓ The development proposal meets the minimum standards of the Critical Areas ordinance; Based on the above findings and conditions, the requirement for a Critical Areas Study associated with this development permit is hereby Waived, as authorized by Chapter 20.15B.150 (B) of the Edmonds Community Development Code. V Kirk J. Vinish �.-� - 12 - f— t Planner Signa ure Date • I� n j�f �• J 2320 California Ave., Everett, Washington 98201 Alpine 9-9666 P. 0. BOX 1107 April 14, 1969 City Engineer Edmonds Civic Center 200 Dayton Street Edmonds, Washington 98020 Gentlemen: Pursuant to your request of April 8, attached are copies of the plan for the underground distribution systems serving the Pacific Fast Mail and the Ocean Avenue conversion. Yours very 1-aly, 'W. D. Dorway Director of Operatiolls Attachs. S y APPLICATION for The City of Edmonds SIDE SEWER PERMIT EASEMENT No; ......... VNEW CONSTRUCTION p REPAIRS {] -I...�l..%!�.!..�........SI.�S.I. ----..�..:'✓C CONTRACTOR C•�IG.L:....-.....- RMIT xo....•.../7..5... OWNER ( ! -ADDRESS/.1..I................. S.c/h! /S .. ........fq.. �% ....................... LEGAL DESCRIPTION: LOT No ........ 9.................................. BLOCK No....1..3................. :................. NAME OF ADDITION .... eF-5-. 1o ✓4�.,T......�+4.�flT................................................ uti STREET FILE � APPPOVFI) N,Q.V 12 1968 Approved: DATE 1--�. jam._~ ...�1......... By .. .... �� r % !c a R. �. C CJ /'i : � /� f � �i9 `� A /! . ,:�✓ /.� /o c% �_j T �7 ,�' d �>n/�,�..3 . /,44 �E'€c i v d ! I o� ��s 5 2� a ? •�� c 1 �1 F: cr f1 - i}_ , CITY OF EDMONDS CIVIC CENTER —WATER-SEWER DEPARTMENT Can PROsPect 6-1107 when workIs ready for inspection. (No Inspec- SIDE SEWER PERMIT 'Ions Saturday, Sunday or holidays.) N2 3175 a ADDRESS ........ 14 ... Sunset Avenue .................................................................................................... . ............................................................................. OWNER ............ PlY!P.P.iq .... C.qn.str.uqt1Pn. Xn.q . . ....... CONTRACTOR ........ j .... .. .... ....... ....... .. ........ Jy.d.t.t.1-.5.--B.ackhoe .. Service .......... Perinission is granted .......... jgPK%Mb�er! ..... 19..6.8, for ........................ days to REPAIR or CONNECT a side sewer with City Sewers in accordance with application on file and governing ordinances. ATTENTION IS CALLED TO THE FOLLOWING: NOTE No. 1—The owners of the property may obtain a permit to construct sewer Inside property line. A licensed Side Sewer Contractor must be employed to construct side sewer in street area. Do not cover any portion of sewer before It has been inspected. NOTE No. 2—Obtain full Information regarding Ordinance 11.16.030 and Regulations governing side sewers when you get permit. No. 3—Top of side sewer must have at least 30 inches coverage at property line and 12 Inches inside property line; minimum grade of 29.. No bends in grade sharper than % will be permitted. NOTE No. 4—Trenches In street must be water settled and surface of street restored to original condition. Contractors shall be responsible for failure due to improper work which may develop within one year of completion. NOTE No. 5--It is unlawful to alter or do any other work than is provided for in the permit, or to do any work on the main sewer or Its appur- tenances except to Insert the pipe Into the wye. I ry !� �C// 74 omay--/-o � c-:z 0 /vi L hA ?Silo. Ci0 ✓•�nv� `�9niY�l,�_/ �� s/y r Y� ?ls17/rl��/;, mil- �v� j,,,! as - � -� �. o o s � - �o�' p� � x sop .� � � . �� •�� 577 as 1G a kk %% -Oct %f OS'G� �v ozZZ; - , i x 4� y - —LL. -%e -___ --- - O -74 L. ®R (, -o' x 16 _. - -- -- -- — -•-� � b� .ate' �� _�' '����°,� /✓/ - • �`=�6`��%° �/' ///c �' � �7 /���� - _ �,. o ,LCas7` 0 0_ Z, A Rao/cr 7,L /Vl 7-o c--Ilo ct, a-,-/ /lax 71, 4/7 000 '10--- -.-•- _ 41 � � � --- -- -- Al r - --rc Nrjo �:. - -- 00 SZ "Sly`- ., - - �c/2 - •------ --;—_- .---- . i '� -- T. rry�•- ..-- ✓o's yes �----- -�--_ �'. _o'' _Q.,_C �_` . .. _/_�i= Q�`� .��c4.� -------usQ ✓oil ._ %/:—,L -_�� `� . C.._2 0_• C, Is 117 �'�2600 ��o•i�L°o..7GJ. �` (o � ' � '/f4ih �L-�cvJ.>� �QQw+ 5' or' x A le 1� 7-7 -110 0/ cc Z-400 6 J742 e Roo 46Y)e v9- 2..,!) FA GRAAj-v- All- /46, 2J- If 00 Ya,lckrtla -- -- -- -- — - -- -- — _ r O cP� — CITY ©J --BYE — — . — -- - - - -----] va % ,C oar _ 9.7Y o o �- I-,Loyd.. t` C. cT; 7 23 1 �J r �/E2'• Ci — — —.. u S ✓� Y' •1 r u.�.S i , �/o �� ..••r/ 0 ' C � � )"" e a'�/: S CI-/� � . � � � G!7 � �• T ,_:-..i:: '.:-%!!4Z""S: �C1/,�:1 c'dS,- - -- // rv10 a /% 0?C. ��.!�')�1Or'CcG0. _��QC/,- -1 � ff r✓7' r�l�•1 �Jf) /rfq"��'-- '01. - ` -- '¢ _ I vi� J-14. s, 7z 71 g w 4!0. C_ C S' 7' Tf. �7?1, 57 700 Z' x . :9_42 (:2657 7n,5 -^'-- - _Iax wa -74- IAI_ /I le)4- 700 41 3fiZD Selz lee_ S- 41 00 Z 0 ng /U ra 6no Z-�, Saf'J: - ------- - o 0 -_..Pan... --, -- - - - -- /Qa� •5` .aS' _ �'% - �% / di .mop - S.� Q l usa 9x is�i __----_--___-- _- _ _. ... __.__ . .. _ .. Lls�--- ��Q-•mot______-..9 _ ._ ___. —. _ . '= 2 6 00�- 5 coo 77 - - - - -- - Az Qom- -Zlsa 00 c r-, &0cA � 9 - - - .- - •_ �.— S' . l-h _./- ��--.%�n�c� . �2a�yJ . -- '` /hoof . --- /Yo use. cT:' c 0I - — - >O /r, • Flo �''' I L S m parr/Qcf ��...-,oEll o� o aci 12,7 kao f- Ara';/ 1 O,L G V��I �J/ / / s✓NJ v.l / / / / �'�ri /Q � qX A �oatir, �" Woo/ �»,s� G• — / 2 7o�Q/ .), L . Z 8 , 2 5�rx� , i 3 �z p )' k r,' v A -IS �✓!� r� r: , /YI �i' ! O 2 !"/ D /� %` -•23 - / _.C..r✓1 a I. // o x m, .-/g 2"2�`�p�s. 4 Vic aY o;rG/ 10a �o/rrY S'rR.4 T Va / NA4 G 01 lk z :1� a p a!C�1 . C7 z. QE,o _.Z zo v x o/ '4 Z 7'57 v M �:) iI' Z = A OZ � �4 -el— J-S•, Z LZ = � i� �l1 6-7 YY 6 e. � AGO V _.100Y �z C/cl(iL; f a.9 �� .Ion �)(��'-',�{�� J / �J 7,9 z •• �� Yr 6 0 U u n 64 s l 6 sc _ o rr �./ v/ C♦ -� � 1 t/ .12 2 2- L / x,A, ------- /� y ,�.c, fr 'r � Z/ A, D- ZSz i (i2 _ 0.252_ /2 A3.2S .RECEIVED S EP - 9 1968 61T.Y. � OF EOVAOKOS ;L IAWA tv, - z 70.- 104) CIZ 0 1p 2C 49 0 S--x r? le000x s,7 07 Vlv a 51Q, hl v Job 0 0. • C , �. �. �n /� I I.�o#ll�w• FJ-. Q f _I�r �nr Z9 :�o.►1,4 c, ten r SiY1z- b 3�' Lr •� — la (7 �/ i�� Y. is x 1.a = 30l oo • cl# Ll As 4 f1. �. 17., ) +�Y .,,L.a Z q , ; . = 1.L x .�&r4 RECEIVE[ U L 2 9 1968 ATY OF EDMONDS dL , SETH McCALLEN FULHHERSU 3ARCHITECT 69 700-N.W.100T SEATTLE 7, �VAsi-iitiGTON n ✓J �-C/� L !�-v1 SETH McCALLEN FULCHER, ARCN(i•kc l 700 - N. W. 100TH • SU 3-3069 SEATTLE 7, WASHINGTON 3z 41, Rda,�' 3z 1, Al 3.7� -j CA, oti : /S"2�.3�?.' _-sf -7 o 0 �desQ �� wmd� pes�� -(06 Z 0 8 /S.2- x37S°'. .SJ7— r L Z.. S. 0 c� ` GRA aAsM,yslC/i�� � o Qr b ' C. riA� ti 'mQ d �Qs�rT �-,j Z> . ,,/, "!�, 0 , (:$ ie, 41, Lc, i7/l�v ✓rOdcY I. va, Q PC q I/ioo LfL p � v-a -- b e 6, Qjoo� �Os LZ 7f7S of � r�t' Cdol, 2�rq� �//� ����,•z.,y 414.0: 3—'x ' f-- az)z AItA/ / rC. c h 7" �1 e� �{ 7lo but 6x B zT ►A% 2fLYi 1 Y 2 li /i3 yC a /Al o a -- 3 Z., 9 7 8 S�g � ! F—a, �ti 4 '7--/ _s1 o F w17 'I 1"D too -7 11vv 0-7 10-V °7 fob f�a�tio�� 7/ hA? �Ll' — b-aail a 1 ��7tS — r ern -)vo 7 0 9 /0 7-74." OW nip a� s-Wn i f"It'd T7 `co1f-Dn)pay 17(7 . „Io,f ba-,¢>' wf%V a Q S/' V 0 CI b(D2' a�a0 T�,�,O1Ss� 61' � SO 41, MID � O)LID 'o z + ' z '25 x o8 6�j 0,0 YOC70, X; zvo) -p. - h 74 511 VV= 2,v- 7B L rr psi s� ors r �p �,��pf wasH G 7TL i 4 PI l.L.� ko, s �j (ROOF I-SL-Wm) Lat.,, 01 ��%i �7Sr7 Ito �. GRA/�(� 0* WAS&,��l'/js BLDG, D, R, �k�c� � � e( »►chaJr � !� sH 'T C HIECA FOR MAx i mvm Lo'Aa imG oij AuGE1e CAST Lk-:; ll -Roo A = 9 `- G'' x Do L- ► Z p s F L L. = 2-o psf L 1, :. LLB = 2d - (,20)�. )4�) = 17, 0.4 17.04 5.,3SO # s,ISO Xar AAA I-sWtlCed 46 �o� Carky,ay Cp,oaCiry of — So ftt Ac4tc�"=C34'i0 -�oa30 +Z -b L= 2 4> j L L= SO L L f = C 30) 09) 2Gi97, LLje 400 V 28 * 36,0) ( 330) = 21� 4Do # 21) 400 I rr G(ooR Sa.we or F/oox -Base ,op e -DL= 7`b p:f LL - G.Opif Loa = C 76 +CooI () 300 # G�lllbe BE��► s I°/lz x S! x t44r x 5, Sr = sj 70o K lo�iZ X '�` x l44 j x 9'S�i = 2, 400 GRA� 0* WASH,tic�G�iP s�� 4 OfEs'S10 INAL / 07-AL LoA4 21, goo 5) 70o 2, 400 3 l 1 cur 23/g z A7- = / S ocoo /p Z/,/-X/6o�o z_ /% 9s o #600 # 3 dos IL Ile ro n AL tt k �q s � rvy s� h•� /—lam a r �%ur �J /% ale q�X i S�Q•� 79 of Q ,GOQ � /8 x Ae w� / GRq& wo m OF WASM,,c D Tv ¢ / /z e- ST oX 0.. o % 6 Z 4/so b 2 X V. 7 j 4674, 12 x ?�lG000 /Zx/a�2 0 9 t/ 0,2S:� dOGsS� 2 5- S" iRa�SQrs (OC 7' S/s r/S�ru�o f 3; e0ol) I3 Sir. A� li"�, - —:. A�l��� cam:_ ,� - �O 377_0 o - - -i--- -- _�_ 71. �Q� --oa tF �7_ jrt - - - •1- —� -- - G �h C-_ _:9- .tic, ____% �- 5� _ .//-yo � we /ram —•�- - ` ,'Ff •'• •�� y.!=���/��, ---�•- - � - � � -- -- � � I L�� �' © ��-0��� .%1� .-.- nem- ..-- — -- r'--//��// 5'— �_.�"�--ff Q X •� /yam 1 � t�j- G - _ a 0 A R C H I T E C T 700 N.W. TOOTH ST. - SEATTL,E, WASH. 6 Dec. 1968 Mr. Slabaugh City of Edmonds Building Department Gentlemen; For your additional information the concrete block that is to be used on the North and South walls of the PF11 Build- ing at 111-Sunset in Edmonds will be furnished by the Gray - stone Corporation of Seattle: Shall comply with ASTM 090 and at least equal to UBC Standard 24-4-67 Half and Half Block 1120# psi Compressive Strength Fire hating Two Hours and more 55% Solid Cubic Volume plus poured Conc. fills In ,addition we are filling the rdmaining concrete block voids vith waterproof vermiculite. (Zonolite) As you know the concrete block on the outside will have 111 ldgrblecrete Stucco and screeds. Inside, the walls will have furring and 5/8" Plasterboard. Yours truly, -'Seth id. suleher. AIA Co- 'oies to: RECEIVED 0lympic,Drevv ` G 4 P88 • RECEIVED SEP 3 0 1968 1 CITY OF EDMONDS H � Herman Adalist & AssoctII4C?, 4n�. CONSTRUCTION INSPECTORS A 1905 South Jackson St. • Seattle, Wash. 98144 EA 3-3900 RUORT OF INSPECTION OF AUGERED PILES PROJECT: Pacific Fast Mail CONTRACTOR: Olympic Construction ALDRESS: ill Sunset, Edmonds, Wa. SUB-CONTR.,CTOR: Lee Turzillo Co. ARCHITECT: Seth Fulcher PERMIT I40: EDMOIIDS BN 680415 NNGINEER: John Granol ist INSPECTED AT: Jobsite INSPECTOR .4N DATE INSPECTOR' S Rh1ARKS T. Teske The high strength (2500 PSI) mortar was job mixed with the following batch proportions: 9-16-68 2 sacks Ideal T3Pe I cement, 1 sack Chicago Fly Ash, 1 bag Interaid, 4 cu. ft. sand. #1 hole was used as a test hole to determine actual depths of pile in that area. The material at the tip of the auger was grey, moderately compact to compact sand with scattered gravel to 411. The same procedure was used on #6 hole. The material at the tip of the auger for each hole was examined and classified as the above noted material and as classified in the soils report by Mr. N. Twelker. The batter on seismic piles was changed to a minimum of 1 foot in 6 feet by the architect, kr. Seth Fulcher, after conferring with Mr. Twelker. A total of 36 piles placed. PILF NUMBER DEPTH IN FEET REINFORCING CAGE 1 12' —6 t' Approved 2 121-611 Approved 3 131-011 Approved 4 12'-4" Approved 5 12' -9 N Approved 6 13'-011 Approved 7 121 —511 Approved 8 131 -0" Approved 9 121 —611 Approved LEF'QI'T OF INSPECTION OF AUGFRED PIP PROJ&T : Pic if is Fast Mail INSPECTED AT: Jobsite INSPECTOR AND DATE INSPECTOR' S REMARKS T, Teske FILE NUUBER DEPTH IN FLrT REINFOHCIC CA(z 9 -16 -68 10 141 -0" Approved 11 131-611 Approved 12 151 -6" Approved 13 12t -611 Approved 14 I11-611 Approved 15 12t-O" Approved 9 -17-68 16 131 -0" Approved i 7 121 -6 j1 Approved 13 131 -011 Approved 19 151-011 Approved 20 151 -011 Approved 21 141 -011 Approved 22 L.,1-Ott Approved 23 141-611 1.661 to 61 batter Approved 24 131-Ott Approved 25 1/,1 -611 1.66' to 61 batter Approved 26 131 -01t Approved 27 131 -6 tt Approved 28 131-011 Approved 29 131-0" 1.581 to 61 batter Approved 30 141 -011 1.66 to 61 batter Approved 31 131 -0i1 Approved 32 121-611 Approved AT OF INSPECTION OF AUG ERED P ILP PROJECT: Pacific Fast bail INSPECTED AT: Jobsite INSPECTOR AND DATE INSPECTOR I S RRELARKS _ T. Teske PILE NUMBER DEPTH IN FEET REINFORCING CAGE 9-17-68 33 131 -011 Approved 34 13' -011 Approved 35 13'-0" Approved 36 .131 -0" Approved Note: All depths are below existing grade. Locations: As per attached drawing, 4M= S1C Herman Adalist PROJECT: Pacific Fast bail #7 5 11 #33 #3 5 ?\ #3G A4 # 17 `� t # 14 24 / #} 151 # 2 i 3 l It W25 1 #26 #17 C) t 0,,2 # 13 416 #t 19 do # 21 # (:)-------- 40---- -0--- -- - -- 0- ---- NOT TO SCALE Q t d HERMAN ADALIST & ASSOCIATES, INC. 0 EM LO Donald H* Drow p'acitio raert isda i'.p. BOX 59 Zdamds0 Washington Door Mr. ►s deptoow 20* 1968 In rem to your letter of September 22,0 Igas to "r R4 rr OM* this ins `tea state that the itaw you rea at*d a Varian" Qa have been studied by both the Fire. Dopartmeat and the VsildingDopartmAt with the falloving results: 1. Relief trek the four (h) how wall troatneat Of the desk area at the soutbw*st comer* row (h) hour prouatieen not required fear deck+, 4t the Southwest corner of building, 2. Relief fron the requirement to provide the four (4) boor wall an the north aide and the sprinklered bsdemueat level or wet standpipe. The north Veil]. is a required four (4) hoer wall. The spriaklexed basement level or wet standpipe are not required, zovover. a tun one f 13 hair separation is roquirod between the warehouse stomp am and the VWkLW1+MdIft6 &rOa. This inoludoo, ano (1 ) how rates as &. doors (including everh*ad leeadit$ deaW—) All windows are to be fixed low Donald B. Drew Page 2 September 209 1968 with 1/4" wise glass. Maximum area of glass for firs door is one hundred (100) square inches. The City of Edmond* Fire Department strongly recommends asprinklored protection in the basement area. W. J. Slabautgh Building Official Jack Cooper Edmond& Fire Chief WJ6/ae cc: Seth Fulchsr Fire Department 0 • Herman Adolist 3 Associates, Inc. CONSTRUCTION INSPECTORS A 1905 South Jockton St. • S*a"Ie, Waih. 98144 EA 3-3900 CERTIFICATE NO: 2580 REPORT NO: 001_? DATE: 24 September 1968 1h October 1968 GROUT WE HEREWITH CERTIFY THAT WE HAVE CONDUCTED COMPRESSION TESTS ON ffaMMSPECIMENS AND HAVE TO REPORT AS FOLLOWS: JOB: Pacific Fast Mail PERMIT NUMBER: Edmonds BN 680415 ADDRESS: 111 Sunset, Edmonds, Washington ARCHITECT: Seth Fulcher ENGINEER: Jots]. Granquist GENERAL CONTRACTOR: 61ympic Cc.istr,act,_on SUB- Iu9SOOM CONTRACTOR: IJ,e Turzillo Co. SPECIMEN NUMBER AGE IN DAYS STRENGTH LBS./SQ. IN. DATE CAST DATE TESTED *I -A 7 2845 9-16-68 9-23-68 *1-B 7 2103 9-16-66 9-23-68 1-C 8 6124 9-16-68 10-14-68 1-D 28 6034 9 -16 -68 10 -14-68 *Previously reportod GROUT IMBM MIX: Per batch: 2 sacks Ideal Type I cement, 1 sack Chicz.go Fly Ash, 1 bag Interaid, 4 cu. ft, build'_r,g sand . 2500hYsq.in. 111 2ir 6'�ys FIELD SUPERVISOR: Teske RECEIVED SPECIMENS TAKEN FROM: piles 1 through 15 OCT 21 1968 cc: 2—Arc).ite ct 1-Yr, Drew-,)--fwjr i.-Ul;,mpic CGr.struction 1-Edmonds Bldg. Dept, 1-File CITY OFEpMONpS v-11 HERMAN ADALIST 8, ASSOCIATES, INC. Herman Adolist HHerman Adolist & Associates, Inc. CONSTRUCTION INSPECTORS A 1905 South Jackson St. a Seattle, Wash. 98144 EA 3.3900 CERTIFICATE NO: 2580 REPORT NO: 002-2 DATE: 27 September 1968 17 October 1968 GROUT WE HEREWITH CERTIFY THAT WE HAVE CONDUCTED COMPRESSION TESTS ON 6dIt;EMIR SPECIMENS AND HAVE TO REPORT AS FOLLOWS: JOB: Pacific Fast Mail PERMIT NUMBER: Edmonds BN 680415 ADDRESS: lli Suriso ;,, Ldtnor;ds, iiashington ARCHITECT: Seth Fulcher ENGINEER: John Granquist GENERAL CONTRACTOR SUB- UMMM CONTRACTOR �Ily t.ic Construction Lea Tur7illo Co, SPECIMEN NUMBER AGE IN DAYS STRENGTH LBS./SQ. IN. DATE CAST DATE TESTED 8 2758 G-17-68 9-25-68 *2-B 8 2672 9-17-68 9-25-68 2-C 28 5069 9-17-68 10-15-68 2-D 28 5017 9-17-68 10-15-68 *Previously reported GRUUT MIX: Per batch: 2 sacks Ideal Type I eel:ient, 1 sack Chicago Fly Ash, 1 bag Interaid, 4 cu. ft. building sand. 2500 #/sq.ino @ 28 days. FIELD SUPERVISOR: Teske SPECIMENS TAKEN FROM: CC. 2-Architect 1-Owner 1-Olympic Construction 1-Edmonds Bldg Dept. 1-File Piles 16 through 36 HERMAN ADALIST & ASSOCIATES, INC. Hermon Adolist RECE IVO ) D R. DREW BUILDING SEP 161,969 CITY OF EMMONo: .Answers to Edmonds Building Dept. Check Sheet By -4L __- Dated 9-10-6$ 351 al 4x6 posts okay supporting roof. NOT ADEQUATE BELOW THAT POINT. 3-1/2" rd. pipe columns added under G L. beams at 1st floor. 2nd floor has been changed to 6x6 posts & 2x6 wall. ree item 58. Refer to sheets 1 and 3. bl CLARIFY ON DRAWING COLUMNS AT EXTERIOR WALLS? Please refer to sheet 43. cl SHOW CALCULATIONS FOR ALL COLUMNS AND BEARING .AREA REQUIRED? Please refer to calculation sheets item #35. 361 a1 HOW IS BEAM SUPPORTED OVER OFFICE #6? Supported by a ledger beam on the north wall. bl 3-16" T. . shown. SHOW DETAIL OF r!UPPORT AT THIS POINT AND PROVIDE CALCULATIONS PUBSTANTIATING THE CAPACITY OF THE T ., WITH THIS CONCENTRATED LOAD. Please refer to calc #36 and Pheet 43 Note addition of 6" square 3/8" bearing plate beneath post. cl HOW WOULD T j BE P UPPORTED AT MASONRY WALL (BY 5 /8" DIA. LEDGERBOLT) ? By 6-5/8" bolts on 4" centers in pairs. Refr, to calc. 436. and sheet 3. 371 al REFER TO BASEMENT PLAN SHEET 2 G.I. BEAMP ^HOWN AT 19t CENTERS IF "PACING SHOULD BE 9-1/2' t CENTERS, THEN "HOVE' ON DRAWINGq 9x14-5/8 G.L. are at 19' + ON THE basement plan. r,"he 9-1/2 ± centers refers to roof beams only. bl IF THIP IS WHAT IS INTENDED, THEN HOW WOULD COLUMNS AT THE V►TST EXTERIOR WALL GET SUPPORT (BTWN. R/C columns?) By window header of the 1st floor. Pls see c'heet 4, west elevation. Page 2 D R DREW BUILDING - Answers to Edmonds Bldg. Dept. 381 SHOW CALCULATIONS FOR G L BEAM DEFLECTION AND CLARIFY THAN NO CAMBER IS REQUIRED, AS STATED. REFER TO SECT, 2307 REQUIREMENTS OF U. B C Refer to p.153, Douglas Fir Use Book for table of deflections. No camber required on floors bused on experience and on re- commendations of the G.L. supplier. A check of the roof for camber, 'see talc sheet 38), indicates camber of 1" desirable. Please see specs for G L. , sht 1. 391 a1 LIST ALL DESIGN LIVE LOADS ON DRAWING (ROOF, OFFICE, CORRIDORS, STAIRS, RAMP AND LOADING AREA, ETC . ) Please refer to sheet #1, Profile at "-XX" bl CALL OUT MAX WHEEL OR AXLE LOAD? Please refer to sheet 2 notes, for max. wheel load of 2000 lbs cl 12-1/2' CLEARANCE IS AVAILABLE AT WEST ELEVATION, MAXIMUM CAPACITY SIGNS REQUIRED? SEE SECT 2309 OF U B. C Please refer to sheet 2 Motes. 401 LEDGER BEAM BOLTING TO MASONRY OVERSTRESSED, SHOW CALCS .. Please refer to calc. 40 3/4 15" staggered, Top and bottom , shown on Sheet 1. 411 COMB. #6 NOT PER U.B.0 ? Comb #6 was per West Coast Lumberman Assoc. Structural Glue Laminated Lumber I-ilbk. Refer to Fheet 1, for change to "Comb. A" per U,B.0 421 al SHOW ON DRAWING, DESIGN CAPACITY OF 15" PL+, AUGERED PILE (AND BATTER PILE) Please refer to sheet 7, showing design capacity of 35 Tons. bl IS THIS FOUNDATION TO BE UNDER SUP£RVI'SION OF SOILS ENGINEER? No. Page 3 D R DREW BUILDING - Answers to Edmonds Bldg. Dept. 421 cl CLARIFY ON DRAWINGS, REQUIRED ELEVATION THAT PILES ARE TO BE AUGERED TO, FROM A SET DATUM LEVEL (INCL BRIDGE FOUNDATION) , -11-1/2' , as shown on Sheet 1, profile XX, Sheet 5 several places & as added to Sheet 7. Bridge to be on Sono -ducts to undisturbed earth. dl WHO IS TO BE RESPONSIBLE FOR THESE FOUNDATIONS REACHING THE PROPER SOIL AS SET FORTH BY SOILS ENGR Herman Adalist & Assoc. el WHO IS RESPONSIBLE FOR THE 'DESIGN MIX TO BE USED? Herman Adalist & Assoc. fi WHO CHECKS CONCRETE STRENGTH AT 71ME OF DELIVERY WITH CUBE OR CYLINDER TESTS? Herman Adalist & Assoc. 91 PLEASE SUBSTANTIATE BY LETTER SO THAT DESIGNATION OF FOUNDATION RESPONSIBILITY WILL BE ON FILE WITH THE E B. D Please refer to our letter of September 11, 1968 designating Herman Adalist & Assoc. 437 al ReFER TO CLEAR COVER OF STRUCTURAL SLABS AND GRADE BEAMS, SHT 7 IF BEAMS AND SLABS ARE TO BE POURED ON CAREFULLY PREPARED GRADE AND PROTECTED AGAINST MOISTURE TO ALLOW THE CLEAR COVERS AS SHOWN, THEN PLEASE MAKE THIS CLEAR ON THE DRAWINGS. Please refer to "Typical Section", Sheet 1 which shows pit run backfill and visqueen. bl CLEAR COVER TO BEAM TIES BELOW GRADE SHALL BE 2"MIN 1-1/2 SHOWN) . Changed to 2" on detail L, Sheet 7. 441 l SHOW CALCULATION FOR TRANSFER OF LOADS FROM 1x3 STEEL STRAP INFO 12" DIA CONCRETE COLUMNS? Page 4 D. Rs DREW BUILDING - Answers to Edmonds Bldg. Dept. Resiaed to 4" rd pipe and yoke per typical section, Sheet 1. Please refer to talc 44 for check of shear in both directions. 441 bl CONNECTION OF lst FLOOR G L. TO EAST FOUNDATION WALL? Connection detail added to wall beam - metal yoke detail, Typical Section, Sheet 1. 451 REFER TO R/C EAST FOUNDATION WALL ON SHEET 1. al DIMENSION MAXIMUM EARTH RETAINED? Maximum earth retained is 7'-0". Dimension noted on Sheet 1. bl CLARIFY HOW WALL RECEIVES LATERAL SUPPORT AT TOP? Lateral support is provided by the 8" poured north wall, by two 9xl4" glue lams anchored to top of 10" poured wall on approx 19, ± centers, and solid blocking at 4' o. c . at top of north wall of ramp per sheet 1. 461 REFER TO CONCRETE BLOCK SECTION, SHEET 1. Or CALL OUT REINFORCING IN CONCRETE WALL. Please refer to sheet 7, Detail Z. b1 SHOW GRADE LINE AND CALL OUT MAXIMUM HGT Refer to sheet S, Section thru ramp, for approximate grade line. Note that there is an existing poured concrete building along the south property line, with the floor of that building approx. 12 "-18" above the lower poured slab of our building, as shown on sheet 5, longitudinal section; and sheet 4, west elevation. 471 a1 SHOW DETAIL OF SUPPORT ON TOP OF STAIRS See detail added to sheet S. bl DESIGN OF OAK STAIRS BASED ON 2150 OF FIBER STRESS PLEASE VERIFY THIS ? grade D nse select structural/per p.168 of UBC was used and assumed to be equivalent to oak. A calculation of the actual fiber stress based on the design is 1870 psi. Page 5 D. R DREW BUILDING - Answers to Edmonds Bldg. Dept, 471 cl THERE ARE NO VALUES GIVEN ON DRAWING ABOUT REQUIREMENTS OF OAK? Please see note added to Sheet 5 dl IS 2 "xl2" CARRIAGE A NET DIMENSION? No, refer to sheet 5, stairway detail. Carriage is net 1-1/2" x 11-1/2" . 481 *] CALL out DESIGN FLUID PRESSURE FOR RETAINING WALLS ON DRAWING. 30 psf fluid pressure noted on Sheet 2. bl ALSO SHOW SURCHARGE CONSIDERED IN DESIGN 300 psf surcharge noted on Sheet 2 491 SECTION Q SHOW REINFORCING ON WRONG FACE? Correction has been made to Sheet 2, Section Q. 50l SECTIONS R&S SHOW 24" O C VERTICAL SPACING OF #3 BARS 18" O C. MAXIMUM SPACING PER A . C . I AND STANDARD PRACTISE. Change has been made to sheet 2, sections R. To show #3 at 18" . Section S shows #4 (? 13 " 511 a] CALCULATION OF RETAINING WALL REQUIRE #4 P 13" o.c. VERTICAL SECTION R SHOWS #3 ,-1 24" , IN CALCULATIONS, POINT OF MAXI- MUM MOMENT IS TAKEN AT FINISHED LOWER GRADE LINE. PLEASE REVIEW THIS THINKING NO CALCULATION FOR OVERTURN. #4 IF), 13" O.C. Calculation referred to Sect. S . Section R has no surcharge. Reinforcing consists of #3 at 18" plus #5 at 15" corner bars at deep section. Please see basement Plan, Sheet 2. bl SECTION "S" GIVE NO FOOTING DIMENSIONS? They are added on Sheet 2. 40 Page 6 D R DREW BUILDING - Answers to Edmonds Bldg, Dept 511 cl BOND OF VERTICAL REINFORCEMENT INTO FOOTING? Added to 5,heet 2. 52 aj 'tAq t SECTION ":T' CUT IN PLAN (SHT 7) AT BOTTOM OF RAMP? Change has been made to sheet 7, to removed "X" cut on ramp. bl 'FIAT ARE CALCULATIONS FOR. SLAB ON SPAN OF 8' !CAN'T LOCATE ON DRAWINGS) ? The slabs have been redesigned to one way reinforcement only. Calculations for one way spans were previously made on sheet 1/1, showing "Basement Floor Slabs." 531 MAXIMUM CLEAR SPAN OF R/C SLAB IS 19'-2". (18' USED IN DESIGN) ? For the East half of building than 18' span Is ok. For the west half the span should have been However, for 19'w2 and a 6-1/2" slab the factor "p" becomes 0.0203, which exceeds the maximum allowable of 0.0200. 'therefore we have added a grades beam across lime "F", reducing the span to 9'-211. The slab in the area between line "E" and line "G" is reduced to S" slab. Please see attached calculation, Please see sheet 7. 541 al DETAIL Y-Y, PHT 7, CALLS OUT #5 P 3-1/2" O.C. EACH WAY. The "each way" had referred to the two way reinforcement and now has been removed. bl ALSO, #4 @ 16", TEMP REINFORCING? Please refer to Sheet 7 for correction. cl CLARIFY9 An error was made in failing to transfer these changes from a previously corrected worts print. Page 7 D R D -eW BUILDING - Answers to .Edmonds. Bldg. Dept. S51 R/C SLAB OVERSTRESSED SHOW CALCULATIONS FOR COMPRESSION AND DEFLECTION USING PROPER SPAN PER DRAWINGS? Refer to calculations under item #53. In redesign the 19'-2" span has been reduced to 9'-2" by addition of new grade beans at line "F" 561 WITH REFERENCE TO R/C AUGER PILE: REFER TO MINIMUMS OF SECT. 2622 fc) OF U.B.C. The lateral loading will not cause shear failure at the interface between the auger pile and the grade beam. 57.1 SHOW COMPILATION OF LOADS TO FOUNDATION OF MAXIMUM CONDI- TION TO VERIFY 25 TON MAX CAPACITY. REVIEW CALC . SHT 2 AS TO D.L., L.L., TN LOADS, ETC. Capacity of auger pile has been changed to 35 tons per verbal authorization of Neal Twelker September 11th in converea- tion with Edmonds plan checker. Letter of confirmation from Mr. Twelker to Edmonds Building Dept. was to follow. Please ' see the attached calculations 57. 581 a' CLARIFY TRANSFER OF LATERAL SHEAR THROUGH AREA OF GLASS AT EAST SIDE OF HIGH ROOF (IN N-+S DIRECTION) ? 4x6 SHOWN IN DETAIL WOULD ONLY BE + 1-1/2' 1ONG, RESTING ON TOP OF G. L FROM LOW ROOF See correction detail on sheet #1. Note that columns are continuous to 2nd floor, Columns have been changed to 6x6 Also refer to item #36 . 591 al WEST WALL 80% GLASS CLARIFY AS SHEAR WALL? Shear wall panels, 1st & 2nd floor, are continuous 5/8" plywood thru deckline. Please refer to Sheet 4, west elev. bl WHERE DOES SHEAR GO TO AT 2nd FLOOR LEVEL IN N-S DIRECTION Transferred thru continuous 2x12 window header of 1st floor. cl Page 8 D R. DREW BUILDING'- An8wers to Edmonds Bldg. Dept. 591 cl HOW DOES IT GET TO FOUNDATION AT BASE OF E & W SHEAR WALLS, (2nd FLOOR LEVEL)? Through the floors to the reinforced concrete columns. 601 U . B C REQUIRES 10d NAIL FOR 5/8" P W . DIAPHRAMS . THEREFORE greater than 10d required for I-1/8" P.W. Change to 16d on sheet 1, nailing schedule note. 611 NO MENTION IS MADE OF REQUIRED BLOCKING IN SHEAR WALLS AS PER UB.0 ? Blocking has been added to "Typical Sections", Sheet 1 by note to nailing schedule 621 `S-HOW CALCULATIONS FOR ADEQUACY OF SHEAR WALL CONNECTION 10 FOUNDATION, SHOWN ON SHEET 1, 1/4" DIA f? 4' o.c.l ? Please reefer to Typical Section, Shost 1 for change to 3/4" dia !P 15" o . c . Refer to calculation sheet 40 & 62, 631 SHOW NEW GRADE BEAM CALC' S BASED ON REVISIONS THAT HAVE TAKEN PLACE Please refer to calculations 63. TiLBPMO MAIN 4-711110 NAIL H. rI wELICER & AssoCIA`i ES CONSULTING SOILS ENSINEERS ALASKA TRAD[ BUILDING B[ATTLIE. WARN. *SIDI August 27, 1968 Seth Fulcher Architect 700 NW 100th Seattle, Washington Attention: Seth M.. Fulcher Re: Supplementary Soils and Foundation Information for Proposed Office Building for Pacific Fast Mail, Edmonds, Washington Gentlemen:. At your request we submit herewith supplementary information and recommendations for the current building project for the Pacific Fast Mail Office Building in Edmonds, Washington. Alloyi4ble PJJe. Loa4ing The 15-inch auger cast piles on which the building; will rest may be loaded to 25 tons each. This work- ing load may be employed for vertical piles and for batter piles. Batter piles should not be used in tension, however. Surface soils f_or_Structural Support All important permanent structural loads are to be carried to the competent soil forma- tion (dense medium sand) which underlies the building site at depths of 9 to 10 ft beneath existing grade. The upper soil units may be used for support of light flexible pavement or purely temporary structural loads, such as grade beams. No bearing value is assigned to any of the soil units above the main bearing horizon. Lateral Forces will be developed by earth loads against retaining walls and by earthquake forces. Seismic loads can be determined in accordance with applicable building code procedures. Batter piles are to be used to resist earthquake loadings. Lateral earth pressures may be calculated on the basis of equivalent fluid pres- sures of 30 pcf. All lateral earth loads which may impinge on portions of the building substructure should be transferred to the bearing horizon by means of the substructure system (grade beams and batter piles. 'Re-c, ;) 9 A-,-,,- 65 Seth Fulcher. 1tuEust 27, 1968 Page 2 Please advise us if further information is required in completing this project. iIIA/'c� Very truly yours, �vLIL H. TWLLKER aND A3130CIATES ONAi.��V ;Jell :i. welker NHT:acm it • ! • TELEPHONE MAIN 4-3046 NEIL H. TWELKER & ASSOCIATES CONSULTING SOILS ENGINEERS ALASKA TRADE BUILDING SEATTLE. WARM. 90101 August 27, 1968 Seth Fulcher Architect 700 NW 100th Seattle, Washington Attention: Seth M.. Fulcher Re: Supplementary Soils and Foundation Information for Proposed Office Building for Pacific Fast Mail, Edmonds, Washington Gentlemen:. At your request we submit herewith supplementary information and recommendations for the current building project for the Pacific Fast Mail Office Building in Edmonds, Washington. Allowable Pile Loading The 15-inch auger cast piles on which the building will rest may be loaded to 25 tons each. This work- ing load may be employed for vertical piles and for batter piles. Batter piles should not be used in tension, however. Surface Soils for Structural Support All important permanent structural loads are to be carried to the competent soil forma- tion (dense medium sand) which underlies the building site at depths of 9 to 10 ft beneath existing grade. The upper soil units may be used for support of light flexible pavement or purely temporary structural loads, such as grade beams. No bearing value is assigned to any of the soil units above the main bearing horizon. Lateral Forces will be developed by earth loads against retaining walls and by earthquake forces. Seismic loads can be determined in accordance with applicable building code procedures. Batter piles are to be used to resist earthquake loadings. Lateral earth pressures may be calculated on the basis of equivalent fluid pres- sures of 30 pcf. All lateral earth loads which may impinge on portions of the building substructure should be transferred to the bearing horizon by means of the substructure system (grade beams and batter piles. f Seth Fulcher A-Ugust 27, 1g68 Page 2 Please advise us if•further information is required in completing this project. Very truly yours, NEIL H. TWELKER AND ASSOCIATES b Neil H. Twelker NHT:acm ftl- LL, -- _ :. .. .jA 0 4op FJ NE 1/4, SE 1/4, SECTION 23, TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M. " _SS _ d• "W 16 Ef ; SSMH -ss_ ~` `--. Rim 15.67 _ ss _ `� SS_ w- IE S 7.09 8" OUT � ` -ss-- ..¢ _ _ ``' •� SS �_ j ss _ -ss _ `- ,A _SS_ E 7 S s , s`�L~SS`s ss- '`- IN4037'1 "_"SS- -�__S I 1 E s 1 It 5--_ _ SPECIAL ROOF & FTG D,BAIN NOTE: ROUTE ROOF & FTG DRAINS TO CB #2. SEE ARCH PLANS FOR DOWNSPOUT LOCATIONS. SEE STRUCT DWGS FOR UNDER SLAB DRAIN LOCATIONS. NOTES: 1. SEE ARCH PLANS FOR STRIPING OF PARKING SPACES IN GARAGE OF BUILDING. 721 N40.44�37 SEE C4.1 FOR ADDITIONAL Ir 2. PAINT THE PROPOSED CURB 3p �' 3 �, SEWED INFIDRMATION ( YELLOW FOR A DISTANCE OF 5 TO F%74;�Z�L15 , '� i' ) EITHER SIDE OF THE DRIVEWAY ° 15.22 N40^i , ,� " A OIL WATER SEPARAT ; I APPROACH. Asphalt f� ° d a ° ^--;�--••..,,�., 63z 3 a ° ° d ° S 15 7, ---_ 3 WEEP HOLES 30 OC! RIM = 14.85 ' 5 LF 6 VC BUILDING WALL, TYP � `� ° ` 1 ®1' x 3. TRAFFIC CONTROL PER DETAIL ° d .`ii '"-�---... Nag' IE - 1.63 (N,5 C3.1 ` ------------------ - _ ° 4 ° ' d °�' 1 72,E °I "" •-� 54�43"� s ' \ i 4 1 0.6 3' END 18,35% SLOPE INSTALL K100S ACID TRENCH DRAIN GRATE = 16.48 IE = 13.0 MAX - 00 15.66 ° ° I a ° 15�02 s ""�•d... �---. i Con c• 30, 1 4' C3. d15.12 °, I , d -�; • ° 1 1° a . ° a G _ L . ti 15:02 ' s s ° I L=24.6T 5`' 4. STREET TREE GRATES SHALL BE c ° , a \ 14 ' ``14.92 44 ? Rzz 04. 3'x3' AND SHALL BE ADA f 15 1F 6 °. - -_i ANA ° -r=� �--- COMPLIANT. ° 19 ^ PVC-0 -2 0% C i d ' �-- I ` I ��' S. UNDERSIAB DRAIN PER 15.66 6� S I PE �' 't.4'4.921 ° ,d d I' ° -.4 _ G E� ,% L N Q d d ° . CB1 (TYPE J) HYDRA SKH 5 /100 »7i "`Q° ° .a �--d = n_.. ,1(• -OT: a,I Ii °_ i i '> �_� °/q `%,r; " rZIT TO CONVEY ' ^ GRATE°= T4.75 i Y ° - `RD DRAINS. ' IE11.Z5 (W) ALL R�& 15,22 RATE =15.9� ° 4.-I 11k�S� IE-�' 0�9CGR_;�V, � 15.9 LIMITING CONDITION)BOTTOM 8.05A In 1 q . THIS PLAN WAS CREATED BASED ON THE 4�1 ° G °^ °l,`.�;AID ._ ° ` CONTRACTORS REQUEST TO RAISE BOTTOM 44 PENETRATE GRAD SEAMS PER ® �J `9 y 1- °. 4 OF GRADE BEAM ELEVATIONS @ THE NORTH ^ q 3 S4.1oIN STUCT DWGS .i ; °I I°' _& EAST WALLS OF THE BLDG. iT IS THE d16. d '`G i ^ / 185 1q,6.55° " n I ADJUST SLOPE AS AEEDEIT a ° is i j r19,32 J, _ CONTRACTOR'S RESPONSIBILITY TO PROVIDE dN q - -- ADEQUETE HEAD ROOM FOR ALL U11LI11ES d ° PVC 0 ,1.0 p ° " , ; G I - (MECHANICAL, ROOF DRAINS, ETC) ' i5.33 P 48 LF N }'VC 0 1e3� ° ; a I I , ,899 a4 ° l 1.490 lbs. Wit *0UXET PIPE VAULT UL'T 6,500 [be. d ° , d °- CO IL .c q. ° _ ° QI. .i `� ° .CID, °._° do3, 16.00 ° 15:29 4.�„ , ; ° ; °6.0 -- --- _-. - - : LINE F,_.6 -14.96 4.98 / 189 LL q / 1527 15.19 i q 4 ABOVE, IV ------------------ 4 q -- / /20.76 - Lo / 00 LUMN STRUCT ^ - /./ ,/ /' tl '10.8, d^dWaal e� %- _�t i Porch � I r 22. tZ / '' / �' r I I °I G yl /` I ;q cn J , 'IYl % ' a -- - y- IJ%' •,; - //' i I/ / ' / n ° c d. °1� 8�' ,� House -- /'% f i15.4�' J 0,5I 24.49,59 G 1508 / . ,' , ; ; j t c d ° , '-,� // ' ! 15.1° °,/ ^ d ( SEE 7/S4.2 FOR / ,/! -../ /{t �/1 r !22.62 i _ - -/- I ►: BENCH SECTION 15.�2 ° 15.6 ,� ,✓ � / 1JG'11 � � /.._ t ;. , , -> ' - /' ; / ix '! NDSf T/'9 8 A DRAIN. j BEGIN 18.3� ;;,,.,, `�I ;%/ �;j: �/ i//%// /t ' ' 'i/%/' ;•` '%'. ;., r i 77 LF N 3" PRESSURE LINE ,-- Top ( TOP ELEVAMON "' - / �/ % / ' / t•l STALL/ .� (• GRADE. ��;:} O ' I"jIL OF �Fi �)� n A _ / / i r i I X / i ' / % i / 15 8f�' t' '' y i /" f l E.. IJ. ' U- , � / %,/ j `5:rjjf�9Ak��T'" i; ^, , �86 /,! / , / O R A@O S,��E�, / ! ; ; 31E' T R AIN!,� _ {, 4 d .. .4 ° /i'// � /// // '/, , '',.'' Ir/''! _ t ...'••�/ / __ .J _-. --_.-....___.. .�.' 'ii I • � ,/_ i' / i, �' ETA(�Il� WAA1=C � I I..)..�. j, ' /'A •pop tj � - - ---..- _ - / / / , ' ' / ` / / / °� � ' , �/ ` , /• / ../'"• r• ' --CO � (TYPE i) nn � i Asphalt IVY o i °`� = INLET LEN Perking Ate° 0 i 2 q a' GRATE 1.�. IE = 11.85 I. .^:_ / DOWNTURN/ELBOW IAN ° ,�, ---- - I A4.3 _ i . lE = 27.9 (E) TYPE I CB Inlet Pipe DRAIL �---- - _ _ 26 5 �`'� ° I ! �j -- ; *CHASE ELEVATION FROM PROPOSED With Sampling Tee ---r'"` Cancret� TYPE II CB IN SUNSET AVE & BELL By Others ---- a ° „I 1 I ; , �- '_-; _ _ ^ 2 _ - - - _ �' '' - a DrivewayST INTERSECTION UNTIL IE OF TRASH ENCLOSURE DUM I DU�IPSTER, d . �� - a __ + --- -f ' -- - - - 0.61'' " PER ARCH ro ° L_- - I / i PROPOSED 12 PVC IS 0.1 HIGHER PAINT 5' O� CURB YELLOW - t _/�/( [MAN It UI­ EA Su PIPE _ °° ' .. .° -- - 4 - .. +-.•1L.:-it L 6.4 ' •'-- U J Jo . ' s p d c ° _ Y��{, Ewt ?.9 04�1'E"N1'6�'E(D _ .- 9'LCT16% d ° t f .�. --- -= -- r ' T27.35 °Peon Rids [�'J+.] � i ° ° q a -'- ° G ° ° ^� L q G °.aet ebar Cap 5 REMOVE AND REPLACE ° �b G ° - - _ T - c D - -9 4 _ ._ o - .- _ -° - f: a n r 6 - - I ^ (- cz t /N / CURB AS NEEDED ° - r - -' = - T°-,� T - - - � -PAINS, r r a . -r _ Q_ . - .�' _ T � � G � � CoI Welk ° I � � ° ra a d o v N a � OW ° d . ° °. c • .II ✓ :. q ,i urKlriC' Ig'1 _ _ - - - -- --'-'• G - G/ __ - - -- ADJUST ASPHALT AS NEEDED TO AfCOMMODATE DRIVEWAY /& TRASH ENCLOSURE GRADING QUANTITIES TOTAL EXCAVATION (CUT) - 80.0 CU. YDS. TOTAL EMBANKMENT (FILL) - 440.0 CU. YDS. TOTAL 520.0 CU. YDS. THE QUANTITIES SHOWN ABOVE ARE FOR THE PERMIT PROCESS ONLY. THESE VALUES ARE APPROXIMATE. DO NOT USE FOR BIDDING, PAYMENT, OR ESTIMATING PURPOSES. STRUCTURAL NOTES: w-- ----- 6'-8" Top Section 6'-0" Vault UV Co. 2-332P, Galvanized Diamond Plate Cover \\\\'\\\\'\ \ \\\\\\\\\\\\ \\\\\\\\\\ \\\\\\\\\\\\\\ \\\ \\\\\\\\\\\\\\ \\\\\\\\\\\\\\\ \\\\\\\\\\\\\\\ \\\\\\\\\\\\\\ \\\\\\\\\\\\\\ \\\\\\\\\\\\\\\ \\\\\\\\\\\\\\\ \\\\\\\\\\\ \\\\\\\\\\\\ /// 4 I -6' With Sampling Yee By Others 0 �N 9_4 CL day r�� V W -3/4" Dia. Lift Insert PLM VIEW 4 Places In Top Section 1 1/2" Dia. Lift Hole 1 Each Side, 2 Sides c+ Hold -Down For Coalescing Media 0 �: } G Sediment Weir Coalescing Media Oil Retaining SECMON AA Baffle 1. CONCRETE: 28 DAY COMPRESSIVE STRENGTH F'C= 4500 PSI 2. REBAR: ASTM A-615 GRADE 60 3. MESH: ASTM A-185 GRADE 65 4. DESIGN: ACI-318-02 BUILDING CODE ASTM C-857 "MINIMUM STRUCTURAL DESIGN LOADING FOR UNDERGROUND PRECAST CONCRETE UTILITY STRUCTURES" 5. LOADS: H-20 TRUCK WHEEL W/ 30% IMPACT PER AASHTO GENERAL NOTES: 1. ALL BAFFLES AND WEIRS TO BE PRECAST CONCRETE 2. STA11C WATER DEPTH = 4'-0" 3. CONTRACTOR TO: SUPPLY AND INSTALL All PIPING & SAMPLING TEES GROUT IN ALL PIPES FILL WITH CLEAN WATER PRIOR TO "START-UP" OF SYSTEM VERIFY ALL BLOCKOUT SIZES AND LOCA11ONS '- - _:.� _.- -,- -... PGM��.Nnv CONSTRUCTIONVLPGii ttPoE _: flVN.t SM1AND INSPECTION REQUIRED APPROVED BY PINNiNGA Q' WEWcCiY]N'+ HFWWBI �LA9iA1ei p3.7,5. D9 /1 SI?E IMPROVEMENT. GRADING &DRAINAGE PLAN � 21 OIL/WATER SEPARATOR aoe. van oo. SCALE: 1° = 10' i�� � SCALE: N15 THESE PLANS HAVE BEEN PREPARED FOR AGENCY REVIEW AND 'ARE SUBJECT TO CHANGE. DO NOT USE FOR CONSTRUCTION OR BIDDING PURPOSES WITHOUT SIGNED AGENCY APPROVAL STAMP. CALL BEFORE YOU DIG 1-800-424-5555. 11 10 OUTLET I.E. Outlet Pipe With Sampling Tee o By Others o= I c a BSI-lPFI „a AEU AS NOTED BY EN C NEERING _6*M GU11- 411 5 4ly •WASB G� _Y V01VAL 0120109 �Ld 5 Z M O m n M LLJ W - � cn crr c� U V) W w w CL /off 0 CL CL CI.•. V < O JC;�4 N c^- Y QT DESIGN: JPU DRAWN: JRP CHECK: RMS JOB NO: 08053.20 DATE: 06/03/08 Z Q. LIJ 0 LJ Cq L,j 00 Ld I:) 0 0 < 000 �0 V) 0 LLJ'i 0 0 LLJ D Cq 0 V) - V) SHEET: I-)IAR < 3 2009 ING DEP,"iRM,,yTeN-, i f OF EDNIIO fr" `C3wl STREET1 --Am EFARINE gron Iyort6jern Ra aviro - I ad aoogdr�� MAR 2 3 20009