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HomeMy WebLinkAboutLUA96-150 . . \ , .!- mA'..•, - - , n,. III w F . \ .0 11 It - •.v ' I44 ';i\ ,,./...., 1 n 1 e hq � —YET �� ` •d ¢ •, BI111 .,J- � \.,,.,c.,•' , N IIk'i1 1, ' ^' j' 3' F iw; _______ _I j e.tip� '8' o r , II I '' a° / ' i : • 4.\1na*6 2O �M�iM IS©TN 5T © ,,`4® II I, 4 I-•ryi -' .:.� r 0- '• t ' [ �r�.'�:'© " <�y.�L.� ono- • m .!:p j�ix 1 C7" '� �/ — • "��p � t� fry:' � 1 . - b •• • :' -_� '-p, Iri7 '�,°' Q 1) \' ..y Q ,._ : , ',''•.•. a '.,.,., L' �d_ Yt =9_ _ s' s rr sr' IQI I 0 �¢.. „ L yp:= �. -.r. ., ".1, EV -'.5 ' .sK_�`"X.]L.6�l©1©carp „r - I• ; . ++fn1�� ._!,®,e \ ,+, ;' rerN`,•�sr. - Q. rn] D FP •t1 a y 1� s\1 'W1. i�4"S,'•;•" o- , :+A. ", - o,4-vi 71, �- Y ay -r • k Q ®-S0--.;; /BTH TS "1-1: I1 I �'.,4, •L '1•``•\ \y jY. I 0°5. - B __ h °Y3 • \ \ Cp •� ®m-.._ & 1..,' ' • `• `\~ dA O +1ua ' t aLl _I\� v ! . s — _ . � 3r 27,0oz 6 k0• \ il c r ` o 9 e ,, , am_ °Z•"" t ; 1 . a s. 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'� :MISROCK fl, mo . �; ,.rAiiiatRkeillitlfp � i. s9 1_ No.s gx .1'1 il Ili, �v n _ I'.°'I ®( INCs.' q 1 V ,j�It, ., ilirr • q E3' GSA �{ �KCCt -69TH Wiliii o�X" ± 'y r.•.a..s.0,.n v..g.v.e C ,men, {1,.�p {■�1�6yC9�1NI �Rq��� 1� •�7�k •��,[r �y[{��•��ut� �, h ® ® [ i m. b,gPw 9 s SY:!k r- 7d1MN,N ,m.•I.,..E E� I I t ". .R• 1 k;; y t v saran q, :: wn m 1Y ,O @ - "7 33".1 1= c ex..+o 'u,,.mn� - ___-_..:_. Ira ' r• s' ¢ +.�s�' (' I x'.. :mg ,� c x . ,..r.., a 0 1,'� 'i .rat :+..1 � r S6�OC4 p ... 36TN cr....,on..us ,riu m b trpg,..'• 9 w•,m, �u®6 o Fj /, c ngTN n s ,..ft i.' .;T'raTM ,.n v,,.,,0 iiry JIB��:.' . .T-__ „� s, a�;r T VG \ G S. 23RD ST. m.am.oeQ� ea ME — 3 0= °— — -- ——-- _-= RENTON SCHOOL DISTRICT _ _ Ilk —.�„�il� TALBOT HILL �" ELEMENTARY SCHOOL TalbotHUIElementary School T;' +,-k / --- / .�? f ' • -� Sac Play Leemd • ` �,/ i75, / -.\s- i 11. � ...Va.*. 7 / ... j,/ti / i'A: ILlaajikirr 1 %� / +{ �/�� �1�a, .D � y1I4 PROJECT UMBER z, Air lbe95121.00 i. RgaLn:OxPm.un0.uo'.ffim' II7 1 1 ``7,.. i % 'L7 Aanw"+w"'Ro"«,.�, /I G• ;.a,.e�' STAMPS ; � , ;, . mlifIP.I I.,..... • �".`"� � /. J-,� ., P -/ el Nay 6a�IrwvNf l '/- Y� ,G Lisfa-- ..�,• 1 1 gyp• yi. �� (y 3) ;•-:,. e4 byM ewwNi • • i )/(iN A- � �111, �5''� o _yam},,;i'iali=s1/_ I s-ANI TO 'l 1 A )/ .. 1 ,. -------,----. ..-. -. 'ili ,• •.. 14045224 E :;I , f'\ ` /.� I CONTENTS • \ �� I /_ _ ARCHITECTURAL �, wrta �' 1 SITE PLAN \ / ItAl 1 1,;,,,ir • )i , , . • "38'l6'49-W r�1 1 5.00' • • SHEET NORM O ARCHITECTURAL SITE PLAN . A001 • ,V \ G S. 23RD S7'. • __ / _ _ ___ _ _ •__•_ __ _ _ __ TITLE i _ 1 I T — RENTON SCHOOL DISTRICT Proposed m//. 1Zs 1i„tA� r, ,AiEi �g 1 O ' TALBOT HILL Pro d Plant Palette qB �'T ,�1 __�__ __rr R Rrk�L.�ael.. a��7 �111ll IDIIVII1II�i� - ♦ w v0_ ELEMENTARY SCHOOL . (Alp tit ,,,e% �, / .w ��r� ��\ "ems R ;�_r �➢' .� / =ry,e / ,.f a� �` — 0 a. r / /`� 0. \y_ _ ® l PROJECT NUMBER R r /. 6 �� \ �s��'� I•� ills Iq 95121.00 aa. sme q./ �l / /ICI '. I . M1 TIRRA:SHWY Y"EG5 .°"a ..::s STAMPS _ I .F B enu�a cmn ,mn rt s.., wetraCcinrenx.rel ma.:4"e/t :{le'r>V�oL GN '--` � �r� I Y O / / UielaTne.l ri� P6MN vcm,umaan mHm vmmm lYs 41 / / I' `\v� .1'.I�iI iiiissi ti \'// '/j)i., �, ,-- ill I -w re w�v ' 1...E%6.1•10 I I \ - < / it -- -_�_ V:i DWG MSC vyns/ee - / `'� rPa P•cHwh 6606 CxK us O •."'17,ON 5766r hL(R5: REV I �° vf .7- ' eg 4 Ys'i.owa if4epe�KRcs6, 4 wk6 n6Llvua,6 6w�ee qRu j° ' /�/• r � �, f � � ii ,µJ neoiun otcrououe srn.n6}ARE - i i /.• • l"J OO srw.L/r.wena-ty a clnuwrve 9' 6 I I �.. ' 0 64Agf..41R6e i I7 W5�4ROMMDLOVeF 17,3 e+HD G' ' .7"7 • j;:,er{ rdRF . CONTENTS 10 EMeW LongroL.(see.Live.nwyy \� LANDSCAPE 1 '•� j/ f�.. • \ • . . . . .. : SITE PLAN g I.k<TRG,91...et,PJb}aN Geed...�q:Gra(23:�s.e 4Re Lege ov1t'S _ I i '"v� ///// \ '/ $.Iu.5/IW6/yRLUNOlm2R Nt>J•AMO NRr A't�'+/<4:�6 4W+L Is6 w.47tn '.'3. /�/ / .� ' • / .' Li.rOM1 IJM?5 e/WPM...ft.6R6 LNh OWyh. / '//.��/• . iI N\ l;-Rv,ILN loNTKLL1. k. . ,y erin$see 41p.GrnL //////. //'. $ / • 0'.J�. 0 / P S' DESIGN DEVELOPMENT SHEET NORTH O LANDSCAPE SITE PLAN g r=a g t L101 g V \ G nTLE - RENTON S. D. TALBOT HILL ELEMENTARY SCHOOL • D II 1 - _ _i - -- _ ' I F.F.EI.6L?�of p - _ --- -- _ -------- — — — _ -- ----- —------ i _:� �_.._ ,-�::_::- ;_,-::_:_::. :. era ray wry,-,-�=-:_ --_-= -- --=--- _ ..:�:.::�IRr I,ae r:F ia.134.26rA 191 pm-4'h1G, Girl 16P5.R r14=> Gr-xl III•ic:rcAox 11 8UW1 to ilj� {veto-lec2 PROJECT NUMBER NORTH ELEVATION 95121.00 e O ve-10- STAMPS a =— —= �,,,ate pjclaRrJa. GYM-6 1�E gF.r•trven. 1 s. 7 7 _ uu c .-- DWG JN NORTH ELEVATION - 1 = = m '"° ~ RHN 15 - ; 1 _= ==i1 '-"MOM! - - F n _• ,�Mork,riI,.F z ....... �Yg Fo,*p FtrcR V.205.11' L. ��� � CONTENTS k_Nrr+11 A+6/=.G(tuaue.e EXTERIOR ELEVATIONS 7.11LpInl4 H61aH1) . ca29--i" ADMIN/ACTIVITY WING OSOUTH ELEVATION O EAST ELEVATION I/6.I'-V ve--I'-P - 041%11.1G OM Toys P a/H%' I 2 1 v 2 Ex�sfWq eu,;p,011 Y.xIM14.:a1 ro vErlwm -------- �" o 5414 • � 1 5 g i I =— == - = B----- i o, 1 - - ' 1 . i---—--- - I Iill,_ _ '\ III�IIIIM'� SHEEP EITME ii _ I ,�l,l_.. ._�S'r° Fla-a-a=45132'im=i ��L 2,==.i „,= °liii_iiiiil 1 ---' GAG — - n _ ME 0. m G A201 V a O SOUTH ELEVATION V \ G TREE ��'' RENTON S. D. ROOF MOW TALBOT HILL -- = J ELEMENTARY SCHOOL _____,,:__ r ( ____ _ T• , 11� it 111II H - _ n �, I II tw-,. F. � Er i �� i49,1q_j-� \�Ta T ..KacR OWEST ELEVATION (E) CLASSROOM 2 SOUTH ELEVATION (E) CLASSROOM v6=r-p 1/6•=I._p L6.4xwrIvel c.7=epsinNr-,T • PROJECT N�MRER �+ _ 95121.00 C STUAPS aPOOS,O.SmrkLLs • LON SO. • 41, to sTRm„o"TOT 4 Tn„RJR.law_DOOR W"F-Rua T7 /—_E-S1,Y1 FQiMIIA OUIL. c:,c Jc -- OEAST ELEVATION (E) CLASSROOM NORTH ELEVATION CLASSROOM WING RE vs.-r-p 4 1/8"=1.-0" (5)=-ewsTiNc.,. • ' , I ——— — —— "mp,sxL CONTENTS EXTERIOR-ELEVATIONS 1--- - ---:::-T.:----j. _ CLASSROOM WING • UJi1II �T71i1T- • I-+ ,-.� I _ A �..m».T ' � 4 � �a. ,v. 6/� Q�5 EAST ELEVATION CLASSROOM WING I� -_ XISTIA�___ A 1R1. 15t.i- Nyy 173 • tiz,- - EwxTo 4 2 r ---- ----`---� •-- SHEET I i E 1 7 Yvls-..v Trf Mr' y L O WEST ELEVATION CLASSROOM WING - p MENC ASSUM1ES•ARCHITECTURE•PUNNING N 5 9t \ / zlw xsmw xwroE•sumE wavnxcmx selznzas ua-ssw - 8 TITLE 8_ RENTON SCHOOL DISTRICT • • TALBOT HILL l.J MATCHLINE ELEMENTARY SCHOOL 4 � - OF 6400 •..E _ 5400 OwoZ a8O/i.L �J \ 1-HYDS ASSY W/GONG 1 5 \. N Z N tl THRUS LOCK INST.1-11 1 4'BEND 1 a 6 O-_ / INST.1-8•xfi•TEE(MJrF'Ly \ / e0 PROJECT NUMBER r N 9 III /!/ \ ( ) - -HMO CONC. I 0 Z ` i 0 30' 60' 90' / J \\ 1-6'GATE VALVE J )Y�/ • 1-HYD.ASSY.W/CONC •Int/BLOCK C n 86 m / INST.1-90'BEND \THRUST BLOCK �i^.� I i 95 LST PS / )W/CONC. \\ I g r l / THRUST BLOCK \\ ,\ \ \ • \L 8 I \ INST.1-90'BEND // / \ \ (MJOMJ)WI CONC. I ! / / / \ THRUST BLOCK \ \ Q Z {'E Y I / ' \ I a' YO ag (M) / \\• p • • y1 `\ I - J• \\\ \\• I I�. /I O I,II DWG CPS - 9/1356 -u 5200� I • `\ c \ 1 �+ _ +I 5200 RCHK EV • . rT I �\ o \ // \ri 11 \ ,sst ,res\ \\\ \ / / \ / I I ft 68 r 2J\. \ \ / \ \ o / j / -c•\ N5 \ \ / // CONTENTS � ' p • I 29�ON\ \\\ / I l' SEWER AND WATER 9� �\ \ \\ / j PLAN 5000 + __; � N88'18'49(�)- " I 450.00'(�) _ —__—______ _____ ii",%9:6 500D SHEET O I.- 1 e / %?ryoo C1n''; / '1lYF`vv ( C4..2 . MENG/SSOOATES•,ARCHITECTURE•PUNNING 2108 eESU1 lw.E•v.T11E xwmciw v121.36 145-9610 0 TITLE SS. 23RD ST. NST.1-8'TAPPING TEE EXIST. RENTON SCHOOL DISTRICT . 0 &8'GATE VALVE C.I.WATER o �_ �® TALBOT HILL 'CI / EX.S.S.MANHOLE o o W/CONC.THRUST BLOCK o m m o C Ny —___ RULEL.=L98.23__ a ___ v___-__i _ �m__ A EQ 4 E:191.68 L - ~ T L - — — — — — — —` — — ELEMENTARY SCHOOL F ADJ.RIM EL.TO _�_-----------1 m �� , _, ..., Z / 2 II / f• ' 5' , PROJECT NUMBER Z (n I I / �/ " / CAP EXIST.8'WATER . I 95121.00 e O I O 2' �___—_____—_--_ LINE®P Lt_—_ F x /, An/' / -- ✓ 1 I I D I.EXIST.WATER STAMPS 1 ' / /J I I (REMOVE)• 0 30' 60' 90' / // 7, ,,,,„ ),, Lp` %1LL g, }. INST.1-8'x6'TEE(MJxFL) I' / i • O ss / Off,/ / aJ41 -0Gv { J) - i6HZ a6 / ryS��'REMOVE EX 1'�x6 TEE. / '' .. T 7-HYD.ASSY.W/CONC. / /.>• \ .y ®VALVE U /1 V Sc ZOt. %6 CATEVAHYO �yS /�� 3P _tE INST.10%8 '(MJ \ �.�. _ ( iprl '�x/ /&CONC. ,RU•T BLOCK I 'ALL 6'WYE ON INST.A•, B- - •- g mE ' \ ; / /i .S.,I.E:193.83 (MJ J El,..!. i Illiiiiiiim 11 WATER / _`8A,/ A \\ .J' 2` RIFY PRIOR TO TM•� :LO DWG CPS 9/13N.6 S O, INST.4 4" VO ONSTRUCTION // / p \\ ' PV ,.20 8• _ INST.1-45'BEND CHK • P '�� I, .S.S.CLEAN-OUT OIP �, ,' (MJxMJ'W/CONC. REV E 6V / / /' `qA \ \ , ,�� '•P EL=199.03 ^ ty ,/ .� 1HRUST?BLOCK V �l ' t A I ATCH SIDEWALK GRAD INST.1-22 I/2'BEND a / / \ • ' �� I.E:194.64 6') ( W CONC. �M 19 \4.'.' ,% / I ' �usreu. ® /1 �� J / ill `� .DINGS.F% �/ "kip �� Sfi00 Sfi00 /INST.1-8'6' E J ° ANITARY�S €' ���., INST.1-11 1 4' END/ (}1 evir (MJxMJ)W/CON. INST 1-17 1/4'BEND1-6'C.V.(Rx ) \ REMOVEWM.� INST,1-221/2'BEND _ ISy 1-HYD.ASSY.W CONC• q ` ° .1 (MJxMJ)W/CONC. S9 RUST BLOCK REMOVE EX.HYD. RINI ST BLOCK E. -'< • .ASSY.,VALVE& ,/ `a % FITTINGS L� �_ m / / + EX.S.S.MANHOLE N �• ' • y. RIM.EL.=198.20 �_ Qv � I CONTENTS I �" ! N m/ INST.1-11(MJxMJ)W/1CONCEND // I_ di or;°4TEQA,E• SEWER AND WATER I ¢ ti, THRUST BLOCK 'i / • ‘kii_--_ V..LVE R%MJ W/ p Qf REMOVE EX.2'IRRIGATION ,.F )Q� J C)`1C.THRUST)BLCK PLAN $ /T 4 m �0. METER&DCVA-EXTEND��e C, INST.4'METER `_ �/ � m 2'UNE&REINSTALL / / J / METER&DCVA AS SHO J�, i O // �' RECONNECT EX.' / / INST.6'DDCV& . NiC' ii GATIOLINE r V i/8:DIP O VAULT,P.I.V.&FOC INST.1-45'BEND x INST.I-11 1/4'B "\ O $ � C 4pit. '1 O, (MJxMJ)W/CONC. T.1- BEND //rr(MJxMJ)W/CONC '6 • /J 1 THRUST BLOCK \\ CONC. ��� �7HRUST BLOCK K / ` �` y �M•„8• y ,ATE I `/ /i' a' INST.1-11 I/4'BEND p h -� 1HRUSTiip p SHEET ' (MJxMJ).1-22 1/2'BEND �gCtT 9.OIP. 1 (MJxMJ)W/CONC. / �° 1 '400 I THRUST BLOCK / I ° 5400 MATCHUNE 2 C 4.1 '97 01/16 12:26 FAX 206 728 6053 MENG ASSOCIATES l41001/003 J transmittal project Talbot Hill Elementary School doc Id 95121.00 LUA96-150 to City of Renton. Development Services Division attention Mark Pywell 200 Mill Avenue South Renton. WA 98055 Fax 277-4455 — _ NNING CITY OF RENTON we are sending you ® attached ❑ ve under separate cor JAN 1 6 1197 the following Hems via FAX RECEIVE 1) date 16-Jan-97 copies date descdpflon Additional information for the soils report. "Liquefaction" ,Three pages total including this transmittal. these are trbnsmltted ❑ for approval ❑ as requested ® for your use ❑ remarks Please include as part of the Land Use Submittal. copy to ® tile ❑ ❑ ❑ signed P. Eric Becker MENG 2108 Western Avenue (206)448 9640 Seattle.WA 98121 (FAX)728 6053 '97 01/16 12:27 FAX 206 6053 MENG ASSOCIATES 1j002/003 • Af3aociATEn rArlITH Gg � NCts.INc • 911 Fifth Avenue,Suite 100 Kirkland.Washington 98033 (206)827-7701 F2X(206)827-4424 Technical Memorandum To: Mike T\rg•rson, Renton School District No. 403, Capital Improvements From; Gary Flo, e :ruce Blyton Date_ January 13, 1997 Project: Talbot Hill Elementary School Project No.: G96095A Subject: Response to Earthquake Hazards Question As requested, we have reviewed our soils report and talked to the project engineer regarding any seismic recommendations. Due to the fact that bedrock was encountered in all areas of the site, it was determined that the seismic recommendations did not need to be included in the report The structural engineer, in his typical design for seismic zone 3, would suitably_ address seismic concerns. However, the following information is provided for you as supplemental information to our Subsurface Exploration and Geotechnical Engineering report dated May 1996. This information will be provided to the structural engineer and may be useful for your building permit application. The following discussion of potential seismic hazards is based on the geologic, slope, ground water and surface water conditions as observed and discussed in our geotechnical report. Earthquakes occur in the Puget Lowland with great regularity. The vast majority of these events are small and are usually not felt. However, large earthquakes do occur as evidenced by the 1949. 7.2 magnitude event and the 1965, 6.5 magnitude event. The 1949 earthquake appears to have been the largest in this area during recorded history although it is now theorized that larger earthquakes may occasionally occur. Evaluation of earthquake return rates indicate than an earthquake of the magnitude between 5.5 and 6.0 likely will occur within the next 8 to 12 years. A magnitude 7.2 earthquake is generally considered by King County to be a 100 year earthquake_ Recently published research indicates that a 350 to 500 year earthquake for the Puget Sound region may have a magnitude on the order of 8.0. Generally there are four types of potential geologic hazards associated with large seismic events: I) surficial ground rupture; 2) seismically induced landslides; 3) liquefaction; and 4) ground motion response. The potential for each of these hazards to adversely impact the proposed project is discussed below. • ASSOCIATED EARTH SCIENCES,INC. '97 01/16 12:27 FAX 206 728 6053 MENG ASSOCIATES ( I003/003 • • Surficial Ground Rupture - Generally, the largest earthquakes which have occurred in the Puget Sound area are sub-crustal events with epicenters ranging from 50 to 70 kilometers in depth. For this reason, no surficial faulting, or earth rupture, as a result of deep, seismic activity has been documented, to date, in this portion of King County. The closest such surficial faulting appears to be the Seattle fault that is located more than 5 miles north of the school site. Therefore, it is our opinion, based on existing geologic data, that the risk of surface rupture impacting the proposed project is low_ • Seismically Induced Landslides - The potential risk of seismically induced landslides occurring along the steep slopes which are in proximity to the school structures is low due to the presence of near surface bedrock. Surficial failures in the form of mud or debris flows could occur but would be shallow in nature and would present a low risk to the structures due to the planned and existing setbacks from the slopes: Due to the limited access for the drilling rig along the top of the steep slopes on the south and _ west sides of the playfield we have inadequate data to accurately assess potential risk in this area, however there are no nearby structures existing or planned. In addition, based on all other data obtained to date, it appears likely that any movement along, these slopes would also be shallow in nature_ • Liquefaction - The encountered stratigraphy has a low potential for liquefaction due to its dense nature and absence of adverse ground water conditions. • • Ground Motion - Based on the site stratigraphy and visual reconnaissance of the site, it, is our opinion that any earthquake damage to the proposed structures, when founded on a suitable bearing strata, and in the planned locations indicated within our geotechnical report, would be caused by the intensity and acceleration associated with the event and not any of the above discussed impacts. At a minimum, structural design of the buildings should follow current UBC standards and take into consideration stress caused by seismically induced earth shaking. As per Table 16-J of UBC, a site coefficient of 1.0 should be utilized for the type S, soils present at the site. • xc: Eric Becker, Meng H.K. Kim, H.K Kim Eng_ GAF/Id G9oO95A2 1/1/97 Id-WP7 ASSOCIATED EARTH SCIENCES,INC. v. (soot . °..- --- -,1, Capital Projects Office s.,.:.1 `�' n .. 403 FACILITIES AND OPERATIONS CENTER dv""`"'""""aTy Telephone: (206)204-4470 Fax: (206)204-WCEIVED 0 .1 1997 DEVELOPMbNT PLANNING CITY OF RENTON April 3, 1997 Mr. Mark Pywell City of Renton Development Services Division 200 Mill Avenue South Renton, WA 98055 RE: Talbot Hill Elementary School - D-7 Process Greetings: As part of the requirements for obtaining State funding assistance for school construction, we must submit letters of approval from the local building official and Fire Marshall. Upon review of our plans (B970021), please send me brief letters of approval so that I may include them in the D-7 packet. Thanks for your assistance. Sincerely, 1/04, _ , Jan Durocher Facilities Planning Manager JD:kp 0497.jd c: Rick Stracke Mike Torgerson 1220 North 4th Street,Renton,Washington 98055 y L CITX OF RENTON in11 ` Planning/Building/Public Works Department Jesse Tanner,Mayor Gregg Zimmerman P.E.,Administrator February 18, 1997 Mr. Erick Becker MENG Associates 2108 Western Avenue Seattle, WA 98121 SUBJECT: Talbot Hill School Rebuild Project No. LUA-96-150,SA Dear Mr. Becker: This letter is to inform you that the comment and appeal periods have ended for the Environmental Review Committee's(ERC) Determination of Non-Significance for the above-referenced project. No appeals were filed. This decision is final and application for the appropriately required permits may proceed. The applicant must comply with all ERC Mitigation Measures and.Conditions of approval. If you have any questions, please feel free to contact me at 277-5586. For the Environmental Review Committee, ,/ Mark . Pywe , P Project Ma r cc: Renton School District/Owner • FINAL.DOC 200 Mill Avenue South -Renton, Washington 98055 CIT. OF RENTON i , Planning/Building/Public Works Department Jesse Tanner,Mayor Gregg Zimmerman P.E.,Administrator February 12, 1997 Ms. Jan Durocher Capital Facilities Office Renton School District 1220 N. 4th St. Renton, WA 98055 Subject: Talbot Hill Elementary School Rebuild . • LUA 96-150, SA Dear Ms. Durocher: This letter is to inform you that the appeal period for this project ended at 5:00 PM on February 11, 1997. No appeals were filed with this office. If you have any further questions regarding this matter, please contact me at 277-5586. Sincerely, 07d/ii/k Mark R. Pyw ICP Project Ma ger • • 200 Mill Avenue South - Renton, Washington 98055 RI This oaoer contains 50%recycled material 9n a nnct nnnci,mar - a • RENT.PLANNIN. :`::Dll..:. O MAILI On the 23 di day of 0.3/0 , 1997, I deposited in the mails of the United States,'a sealed envelope containing end 'Qtct st ry • documents. This information was sent to: Name Representing Er1G. • —Re.v"'Coh Sc3.d01 'Dtis�hc� Cavfllie W‘1ktvt %1 G1nG 1 ko vt% 1=1.:VvAc.va E A‘ntlre.w• Sc�nuJar"tt, est e. lie. • (Signature of Sender) SILla.14. V-. STATE OF WASHINGTON ) SS COUNTY OF KING ) I certify that I know or have satisfactory evidence that A, e - ' ' signed this instrument and acknowledged it to be his/her/their free and voluntary act for &I'e uses and purposes mentioned in the instrument. ....... . iG)/Dated: i l GIj141.A2A-::::s*/7.0)..6—c,o• ,.� Notary P is in and r t e State of WOslidgtoM l`ftl v Notary (Print) /31A_f26.42t T j. My appointment expires: /0/9`>,'•... c Project Name: H111 Sc3AbeA 12eb‘k ci Project Number: 9(# sti150 „ NOTARY.DOC • REPORT City of Renton Department of Planning/Building/Public Works DECISION ADMINISTRATIVE LAND USE ACTION REPORT DATE: January 20, 1997 Project Name: Talbot Hill Elementary School Rebuild Applicant: " Renton School District Owner: Renton School District File Number: LUA-96-150,SA Project Manager: Mark R. Pywell Project Description: The applicant seeks site plan approval in order to demolish three of the existing buildings (42,498 sq. ft.) and then construct a new 41,784 sq. ft. school building for a total of 56,993 sq. ft. The existing 4,350 sq. ft. roofed play area will be relocated as part of this project. The project also includes the installation of a mobile classroom behind the proposed new building. Project Location: 2300 Talbot Road South Exist. Bldg. Area SF: '52,839 sf Proposed New Bldg. Area SF: 41,784 sf Site Area: '1.08 acres Total Building Area:SF:: 52,125 sf W v.__. - _@r'iii".... 1:':1151.::::: .,:r, :� �:d"I. • -"^A I fie) k xi .�Y• .r ,.r., W Ol],�' :a -�� __ B_e s: ,f1 .ice:•.S G mm, Sr) ii:• I '1 illi 1. _':: 4uv,CST ES i. I -�_�101.1.-:'::::-1..!, '::--� a�4'e� '..�•pa•P�m yy.. U'.'U'•.`'�•+1"�� • .,� : z'_..__.� "%�r.�:-• ' \\ . ''' Itilk ,1:1:.`.1 ::' 7.::,:: `` t .-,mfh/y ft: _s c In 0 \ ,:,N. t N 1U67 it 1� — y-.a__s.—_- IYJ ' D y 6 _ _'. -• ....�..r.. \ .. }-•� At ._ _ ' • �,r I• I urnl..�' z i S. PUGET 0,9;V( ` �,,1-r^„ � , . ..X,w»....�YrN -�—. N �� yr a o '▪ -.Lk-7 ___ 11, '� -,\I 8 I "'7 i t • n • _..; ' ®.' H t asp ';qyJ� � , :�1� •---M-i- ..r a ,v_- 1 " ---- " .__.- ` t�l, U. I D •.' 'c ,I.- . as , y • u �y anly U: , 'a Il st --n iv,x•0 ~'. •- •-_V.Jr TB „--.. Rpm � i� `XI,FF,,,J • '•..Q•-Li fo - - I,' \\,, . I, }IJ;�Ij ,� Ir' t ' R:1 • - - ar 1-.. . r* .4- ' ' c O I NE, EN... ) , tv $..1,1 Q-a.-�'! ❑ '"'":' °..� 'v im ., v � 9,. ? '311ylCF :r' II n .I ra - M. _r:.•mar `f_�nli i I w I '3413.i �`• r w.i....�. r,re;-_-_. .-_-._ _-tea_- -- > --F ,..... —Q L E \2) . uw `[ Tdbot NIII Perk N „oW.z^yY'Jy '.P AI II 4. mcztisc,n Ai-= illt?.-441;A..*., ‘6-#4. ' a � 0 3'' 1 t� Q s.. f rS'II'fIII v I•,V- •yr f1�8,' v„...ti. ;i•' �' '� �'�"3F� �1 !, _'� _ N�illy ��' tiR;''�1 I. � . .� '"_'•°_` -_. \ .6 A, , iik.,,,,iiier...1- Ces:'03. ,..zce".�A ow, t Is to 1L7 .,_.,24 t = ''.'4-- ' iii:NNIA. :_iiii024 1\ in lid '14A9'ifg -i•I" ' 161 r i "6 -- .4° 9 --' - °+r .0 t '{��''&71'.!!•�+y�yN .'is-i a! 11 i!•fl' p ..s. xmX't— Project Location Map sITERPT DOC City.of Renton PB/PWDepartment 2 Staff Report , Talbot Hill Elementary School Rebuild LUA-96-150,SA REPORT OFJanuary 20,1997 Page 2 of 13 PART ONE: PROJECT DESCRIPTION/BACKGROUND The existing Talbot Hills Elementary School is located on a 1.08 site and includes 52,839 square feet of office, classroom, and gym area. The applicant plans on demolishing three of the four existing buildings and constructing a new school building. The new building will include 41,784 square feet of area. The fourth building that is being retained includes 10,341 square feet of area. The total square footage of the new school will be 52,125 square feet. Although it is slightly smaller than the existing building,the applicant has stated that it will serve the same number of students due to a better utilization of space. The existing play fields will be retained as part of the new school. PART TWO:ENVIRONMENTAL REVIEW The Renton School District took lead agency status, as permitted by SEPA, and conducted the environmental review for this project. A Determination of Non-Significance was by the Renton School District. No appeals were filed. Advisory Notes to Applicant: The following notes are supplemental information provided in conjunction with the environmental determination. Because these notes are provided as information only, they are not subject to the appeal process for environmental determinations. GENERAL NOTES: 1. Garbage and recyclable deposit areas and collection points shall be easily and safely accessible to hauling trucks. 2. The applicant shall submit a sign permit application with a sign plan that meets the development standards for the R- 8 Zone prior to the issuance of building permits. FIRE PREVENTION BUREAU: 1. The preliminary fire flow required is 3,500 gpm. Four fire hydrants are required. One fire hydrant is required within 150 feet of the proposed structure and three fire hydrants are required within 300 feet of the structure. A looped water main is required to be installed around the building. 2. An approved fire sprinkler system is required to be installed throughout the new structure, including the retained existing structure. 3. An approved fire alarm system is required to be installed throughout the structure. 4. The Fire Department apparatus turn-around is required to be a minimum 90 foot diameter circle. SEWER UTILITY: 1. This project is not located in the Aquifer Protection Zone. 2. There is an existing 8"sanitary sewer main in S 23rd St. 3. This project is not identified on the comprehensive sanitary sewer plan. 4. The existing sanitary sewer shall be relocated outside the design building foot print. SITERPT.DOC Cityof Renton PB/PW Department Staff Report , Talbot Hill Elementary School Rebuild - LUA-96-150,SA REPORT OF January 20,1997 Page 3 of 13 Notes Continued WATER UTILITY: 1. This site is not located in the Aquifer Protection Zone. 2. This site is in the 350 Pressure Zone. 3. This project is not identified on the comprehensive water plan. 4. There is a 12"watermain in Talbot Rd S. 5. There is an 8"watermain in S 23rd St. 6. There is a 10"watermain on the site. 7. All fire hydrants must be capable of delivering a minimum of 1,000 GPM. 8. Additional fire hydrants may be required. 9. Fire flows that exceed 2,500 GPM require a looped watermain system around the building or complex of buildings. 10. The preliminary fire flow for this project is 3,500 gpm per the City of Renton Fire Marshall. A 10" looped watermain is required to meet the fire flow of the project. DRAINAGE: 1. A Level 1 Downstream analysis has been submitted and is approved. Drainage system shall be designed in accordance with the 1990 KCSWDM. 2. If there is 5,000 square feet or more of new impervious area subject to vehicular use, a Biofiltration Swale is required. 3. Surface Water System Development Charges may apply. STREET IMPROVEMENTS: 1. Sidewalks and curb may be required to be replaced if determined to be in poor condition and if damaged during construction. 2. This site is required to do full street lighting improvements on the adjacent right-of-way. 3. The following is information only to the applicant: There currently is a proposed short plat in the north east corner of the intersection of Talbot Rd S and S 23rd St. This short plat is also required to install street lighting as a part of their development. The school district project may want to coordinate with this developer for the installation of the street lighting system. SITERPT.DOC City,of Renton PB/PWDepartment Staff Report Talbot Hill Elementary School Rebuild LUA-96-I50,SA REPORT OFJanuary 20,1997 Page 4 of 13 Notes Continued GENERAL PLAN REVIEW COMMENTS: 1. All required utility, drainage and street improvements will require separate plan submittals prepared according to City of Renton Drafting Standards by a licensed Civil Engineer. 2. Permit application must include an itemized cost estimate for these improvements. The fee for review and inspection of these improvement is 5% of the first $100,000, of the estimated construction costs; 4% of anything over $100,000, but less than $200,000, and 3% of anything over $200,000. Half of the fee must be paid upon application for building and construction permits, and the remainder when the permits are issued. There may be additional fees for water service related expenses. See Drafting Standards. CONSTRUCTION SERVICES: 1. The applicant's soil engineer is to be responsible for structural fill and foundation approvals. AIRPORT MANAGER: 1. The project is located within 10,000 feet of the Airport runway, and is situated almost in-line with the runway centerline. The project grading plan, C2.1, shows finished floor elevations at 201.19 and 302.19 feet, with other elevations above the Airport's Horizontal Surface elevation of 179 feet. 2. Additional soundproofing might be considered as a requirement if new buildings are being constructed. 3. Since the school is an existing structure, and modifications are being made to it, a Notice of Proposed Construction and Alteration should be submitted and reviewed by the FAA prior to the issuance of Building Permits. If the FAA review indicates a requirement to mark or light the buildings or other structures, these requirements must be incorporated as mitigation prior to issuance of the Building Permit. 4. The location of the project site in-line with the runway centerline requires that lighting not interfere with the pilots vision. PART THREE: ADMINISTRATIVE LAND USE ACTION-REPORT &DECISION A. Type of Land Use Action y Site Plan Review Shoreline Substantial Development Permit Conditional Use Binding Site Plan Special Permit for Grade &Fill Administrative Code Determination SITERPT.DOC City of Renton PB/PW Department f Staff Report , Talbot Hill Elementary School Rebuild LUA-96-1S0,SA REPORT OFJanuary 20,1997 Page 5 of 13 B. Exhibits The following exhibits were entered into the record: Exhibit No. 1: Yellow file containing: application,proof of posting and publication, environmental review and other documentation pertinent to this request. Exhibit No. 2: Drawing No. A001, Site Plan(Received Nov. 26, 1996). Exhibit No. 3: Drawing Nos.A101,A121, &A121, Building Floor Plan(Received Nov. 26, 1996). Exhibit No. 4: Drawing Nos. A201 &A202, Building Elevation(Received Nov. 26, 1996). Exhibit No. 5: Drawing No. L 101, Landscape Plan(Received Nov. 26, 1996). Exhibit No. 6: Drawing Nos. C4.1 &C4.2, Sewer and Water Plans (Received Nov. 26, 1996). Exhibit No. 7: Drawing Nos. C2.1 &C2.2, Grading Plans (Received Nov. 26, 1996). Exhibit No. 8: Drawing Nos. C2.1A&C2.2A, Tree Cutting&Land Clearing Plan(Received Nov. 26, 1996). C. Consistency with Site Plan Criteria In reviewing the proposal with respect to the site Plan Approval Criteria set forth in Section 4-31-33(D) of the Site Plan Ordinance,the following issues have been identified by City Departmental Reviewers and Divisional Reviewers: SITE PLAN CRITERIA City staff shall review and act upon administrative site plans based upon comprehensive planning considerations and the following criteria. These criteria are objectives of good site plans to be aimed for in development within the City of Renton. However, strict compliance with any one or more particular criterion may not be necessary or reasonable. These criteria also provide a frame of reference for the applicant in developing a site, but are not intended to be inflexible standards or to discourage creativity and innovation. The site plan review criteria include, but are not limited to,the following: 1. GENERAL CRITERIA: a. Conformance with the comprehensive plan, its elements and policies; The Comprehensive Plan Land Use Element map designates the subject property as Residential Single Family. The reason for this land use designation is that the school is surrounded by a single-family residential neighborhood. Schools are given the same land use designation as the adjacent land use. Policy LU-249. Allow schools in residential neighborhoods which mitigate adverse impacts to the surrounding area. The school is situated in a manner that will allow it to mitigate the adverse impacts to the adjacent residential neighborhood. On one side of the school is a City of Renton Park and then a major arterial roadway. The school will have no impact on the large park or on the roadway. Between the school and most of the residential area is a steep slope. Although this slope is on school property it will not be used and for the most part will be left in a natural state as a buffer between the school and the single-family homes. b. Conformance with existing land use regulations; The subject property is zoned Residential - 8 du/acre. The school is zoned the same as the adjacent residential neighborhood. The school building will be located in the center of a 10.9 acre site. All of the setbacks will exceed the minimum setbacks established for single family homes. Although the bulk of the building will be far larger than would ordinarily be needed for a single-family home, the school will not dominate the area as it is well buffered by the setbacks and landscaping. SITERPT.DOC City of Renton PB/PW Department Staff Report . Talbot Hill Elementary School Rebuild LUA-96-150,SA REPORT OFJanuary 20,1997 Page 6 of 13 C. Conservation of area-wide property values; The rebuilding of the elementary school should not have an adverse impact on the adjacent residential neighborhood. The improved landscaping and new building will improve the appearance of the school. Plus the school offers many benefits to the neighborhood in that it provides an elementary school within walking distance of the homes in the area,the play fields can be accessed by the neighborhood children after school hours, and the school facilities themselves can be used for evening classes for adults and other similar uses. d. Provision of adequate light and air; The proposed school has been designed to adequate light to reach all of the classrooms and to allow for the circulation of air around the buildings. e. Mitigation of noise, odors and other harmful or unhealthy conditions; The applicant will need to provide trash and recycling bins in accordance with state and local health laws and in accordance with City of Renton ordinances. Odors and unhealthy conditions from food sources (garbage) should not be a problem at this site. Noise will be generated by children using the facilities and the movement of vehicles accessing the school. Due to the location of the play fields and the times of the day when students will be present, noise generated at the school should not adversely impact the adjacent residential areas. In the past coal was extracted from shallow (less than 100 feet deep) mines in this area. Although the existing school has not reported any problems related to mine shafts on this property other records for this area indicate that there was a.problem with an air/access shaft on this site. Also as these shafts age there is a potential for the shafts to settle or have cave-ins. The problem in this area is that the mine shafts were seldom level,they sloped up and down as they followed the coal seam. A cave-in in one are can be followed by a cave-in in the same area as the debris slide further down the shaft. Eventually this can lead to a collapsing of the ground surface as the supporting substrata is eroded away. The only way to accurately record the location and depth of these shafts is by a combination of reviewing records and deep drilling. Once the location and depth of the shaft(s) is known, then a suitable foundation can be designed to accommodate any settling that may occur due to the mine shafts. The report submitted by the applicant and dated November 5, 1996, states that until the coal seam in the vicinity of the school has been located by site specific subsurface exploration, there is a moderate to high risk of coal mine related subsidence in the vicinity of the new school building. City staff recommends that the applicant be required to provide the deep drilling or other subsurface investigation records that locate the coal mine as part of the building permit application. The applicant has submitted an amended geologic report that did address the potential for liquefaction on the subject property. From the evidence revealed in the report, the potential for liquefaction on this site is not considered to be significant. f. Availability of public services and facilities to accommodate the proposed use; and Public utility services are available for the use of the school. g. Prevention of neighborhood deterioration and blight. The presence of the school; should not lead to neighborhood deterioration or blight. A school can be a positive influence on the adjacent area. SITERPT.DOC City of Renton PB/PW Department Staff Report Talbot Hill Elementary School Rebuild LUA-96-150,SA REPORT OFJanuary 20,1997 Page 7 of 13 2. MITIGATION OF IMPACTS TO SURROUNDING PROPERTIES AND USES: a. Mitigation of undesirable impacts of proposed structures and site layouts that could impair the use or enjoyment or potential use of surrounding uses and structures and of the community; The applicant has designed the site plan in order to mitigate any undesirable impacts on the surrounding residential neighborhood. The buildings have been designed to meet the height requirements of the zone in which they are located. Also, adequate landscaping has been used to buffer the view of the parking lots and the buildings. b. Mitigation of undesirable impacts when an overscale structure, in terms of size, bulk, height, and intensity, or site layout is permitted that violates the spirit and/or intent of the zoning code and impairs the use, enjoyment or potential use of surrounding properties; Although the school building is considerably larger than any of the residential homes in the surrounding neighborhood it will not seem to dominate the landscape due to its location. The school building will be located on a 10.9 acre site. The site allows for large setbacks that further reduce the visual impact of the school on the adjacent properties (180' setback from S. 23rd St., 150' setback from Talbot Road South, 50' from the east property line, and 400' +from the south property line). c. Provision,of a desirable transition and linkage between uses and to the street, utility, walkway, and trail systems in the surrounding area by the arrangement of landscaping,fencing and/or other buffering techniques, in order to prevent conflicts and to promote coordinated and planned benefit from, and access to, such elements; The applicant has demonstrated linkages between the internal pedestrian pathways and the sidewalk along South 23rd Street. This will allow children walking to school to access the site with a minimal conflict with the vehicular traffic. Crosswalks have been demonstrated where the pedestrian paths will cross the vehicular paths. d. Consideration of placement and scale of proposed structures in relation to the natural characteristics of a site in order to avoid over-concentration of structures on a particular portion of a site such that they create a perception of greater height or bulk than intended under the spirit of the zoning code; The proposed building has not been located on the site to give the appearance of greater height or bulk than would normally be allowed by the residential zoning in this area. In fact the location of the building in the center portion of the site will reduce the visual impact of the building as it will be buffered by the existing and proposed landscaping and natural vegetation. e. Effective location, design and screening of parking and service areas in order to promote efficient function of such facilities, to provide integrated facilities between uses when beneficial, to promote "campus-like" or "park-like"layouts in appropriate zones, and to prevent unnecessary repetition and conflict between uses and service areas or facilities; The proposed parking lots for the most part will be well landscaped as can be seen on Drawing L101. City staff are concerned with the area between the east parking lot and S. 23rd Street. The plans submitted by the applicant only show street trees and turf in this area. Staff believe the applicant should provide an additional screening effect by providing some additional shrubs or hedge in this area. The parking facilities are located near the entrances on S. 23rd Street so as to minimize to the extent possible the conflicts between pedestrians using the on-site facilities and the vehicles accessing the site. f. Mitigation of the unnecessary and avoidable impacts of new construction on views from existing buildings and future developable sites, recognizing the public benefit and desirability of maintaining visual accessibility to attractive natural features and of promoting "campus-like"or "park-like"settings in appropriate zones; The elevations, Drawing A201, clearly demonstrates the change in the roof line between the existing buildings and the proposed building. These changes are not significant and the use of the sloped roof will give an appearance similar to the residential structures in the area. SITERPT.DOC • City of Renton PB/PW Department -Sta/J'fReport • Talbot Hill Elementary School Rebuild LUA-96-15O,SA REPORT OFJanuary 20,1997 Page 8 of 13 g. Provision of effective screening from public streets and residential uses for all permitted outdoor storage areas (except auto and truck sales),for surface mounted utility equipment,for rooftop equipment, and for all refuse and garbage containers, in order to promote a "campus-like"or "park-like"setting where appropriate and to preserve the effect and intent of screening or buffering otherwise required by the zoning code; As noted above, the applicant has provided an adequate landscaping plan to buffer the building and associated facilities. Staff will recommend that some additional landscape material be provided adjacent to the parking area. This will also help to further screen the facilities that are located behind the parking area. h. Consideration of placement and design of exterior lighting in order to avoid excessive brightness or glare to adjacent properties and streets. The applicant has not provided an exterior lighting scheme with this application. The applicant will need to provide a lighting plan to the satisfaction of the Development Services Division prior to the issuance of a construction/building permit. Evidently the school is on a direct approach to the Renton Municipal Airport from the south. The concern is that the lighting of the school and play facilities should not cause glare on the adjacent properties nor should it interfere with or distract aircraft approaching the Renton Municipal Airport. 3. MITIGATION OF IMPACTS OFA PROPOSED SITE PLAN TO THE SITE: a. Building placement and spacing to provide for privacy and noise reduction; orientation to views and vistas and to site amenities, to sunlight and prevailing winds, and to pedestrian and vehicle needs; Noise generated by students using the building and play fields should not cause a significant problem. The buildings will need to be well insulated in accordance with current building codes and the play fields will not be in use while the students are in class. Natural vegetation, landscaping, and the setbacks around the buildings will buffer them from exterior noise. The school building is located on the center portion of the site. This has allowed the applicant to locate the parking area adjacent to the S 23rd Street area, north side of the building, and the play fields on the south side of the building. Students and school staff using the building will be able to easily access all of these facilities on-site. Also, the students will not need to cross the paths of vehicles to access the play fields except for the time when approaching or leaving the school site itself. The site plan includes the placement of a mobile classroom at the rear of the proposed new building. When City staff questioned the need for a mobile classroom on a school site that was presently undergoing a planned major rebuild,the architect stated that the estimates on the student population has grown since this project was first proposed for state funding. If they were to request additional funding at this time it would require them to give up the funding that they had obtained for this project and resubmit their request. This could be a lengthy process and the new request could be denied due to a lack of funding resources. Overall they believe that the proposed new construction will handle the long term student population for this area and that the mobile classroom will be a temporary measure and not a permanent structure on this site. b. Consideration of placement and scale of proposed structures in relation to the openness and natural characteristics of a site in order to avoid over concentration or the impression of oversized structures; The building has been designed so that it will not appear to be oversized for the proposed site. The building should blend in well with the natural and man-made landscaping. SITERPT.DOC City of Renton PB/PW Department Staff Report Talbot Hill Elementary School Rebuild LUA-96-150,SA REPORT OFJanuary 20,1997 Page 9 of 13 c. Preservation of the desirable natural landscape through retention of existing vegetation and limited soil removal, insofar as the natural characteristics will enhance the proposed development; The existing vegetation is being preserved, where feasible, on the slope area along Talbot Road and an additional natural vegetation area is preserved along S. 23rd Street. The proposed landscaping will blend in well with the natural landscaping to buffer the views of the site and to ensure the stability of the slopes. d. Use of existing topography to reduce undue cutting,filling and retaining walls in order to prevent erosion and unnecessary storm water runoff, and to preserve stable natural slopes and desirable natural vegetation; Since this site is already being used for a school there is little need for additional cutting or filling to make room for the new school. Some contour work will be required to provide the bio-filtration area that is required for new construction. e. Limitation of paved or impervious surfaces, where feasible, to reduce runoff and increase natural infiltration; The applicant will be constructing a bio-filtration/detention area as a storm water quality feature. This area will be used to treat the storm water before it leaves the site and enters into the natural system. The school has requested approval of a deviation from the parking standards in order to provide the 45 code-required parking stalls plus an additional twenty-eight parking stalls for use by non-staff. During the day these stalls will be used by parents dropping-off or picking up students and by other people who need to access the school. The number of parking stalls requested reflects the fact that today schools are not only used during,the day as educational facilities but are also used in the evening hours for adult education and on week-ends for recreational uses. The extra parking does represent some additional increase in paved area it is not considered to be significant. Also, the benefit of being able to use this facilities for a variety of uses far out weighs the impact caused by the additional pavement. f Design and protection of planting areas so that they are not susceptible to damage from vehicles or pedestrian movements; The landscaped areas will be protected from the movement of vehicles by raised curbs. g. Consideration of building form and placement and landscaping to enhance year-round conditions of sun and shade both on-site and on adjacent properties and to promote energy conservation. The landscape plan demonstrates a significant number of trees that will be retained on-site or planted as part of this project. The proposed landscaping will provide the required shading of the site and also help with energy conservation during the warmer months. 4. CIRCULATION AND ACCESS: a. Provision of adequate and safe vehicular access to and from all properties; The applicant is proposing to provide three vehicular access points on the subject property. This will allow adequate vehicle circulation through the parking areas and will also allow emergency vehicles to access all points of the proposed school. b. Arrangement of the circulation pattern so that all ingress and egress movements may occur at as few points as possible along the public street, the points being capable of channelization for turning movements; The circulation pattern has been arranged so that vehicles may access the school without the need to cross over the pedestrian circulation patterns between the buildings and play fields. The turning movements into the school will be from a local street. SITERPT.DOC City of Renton PB/PW Department Staff Report . Talbot Hill Elementary School Rebuild — - LUA-96-150,SA REPORT OFJanuary 20,1997 Page 10 of 13 c. Promotion of the safety and efficiency of the internal circulation system, including the location, design and dimensions of vehicular and pedestrian access points, drives, parking, turnarounds, walkways, bikeways, and emergency access ways; The pedestrian paths and vehicular access roadways are well delineated on the applicant's site plan. When this plan is carried out on the project site there should be little potential for conflicts between the movement of vehicles and pedestrians. d. Separation of loading and delivery areas from parking and pedestrian areas; Loading and delivery areas have been separated from the parking and pedestrian areas. 5. SIGNAGE: a. Employment of signs primarily for the purpose of identification; The applicant is requesting a monument sign located at the main entrance and pole sign at the corner of Talbot Road and S. 23rd Street fir identification purposes. b. Management of sign elements, such as size, location and arrangement so that signs complement the visual character of the surrounding area and appear in proportion to the building and site to which they pertain; Neither of the signs exceeds 32 square feet per face or 30 feet in height that is the maximums established by the sign ordinance and the zone in which they are located. The pole sign will be 32 square feet in area on the face and twenty feet in height. The monument sign will be located by the main entrance to the building and will be low(2-feet in height). c. Limitation of the number of signs to avoid visual clutter and distraction; The sign ordinance allows a school to have two signs for identification. The applicant has demonstrated the location of two signs in accordance with the ordinance. d. Moderation of surface brightness or lighting intensity except for that necessary for sign visibility; and The signs will be lighted for evening viewing but this should not cause a problem in the proposed locations. XX Copies of all Review Comments are contained in the Official File. Copies of all Review Comments are attached to this report. D. Findings,Conclusions&Decision Having reviewed the written record in the matter,the City now enters the following: 1) Request: The Applicant has requested Site Plan Approval for a rebuild of the Talbot Hill elementary School. 2) Environmental Review: The applicant's file containing the application, State Environmental Policy Act (SEPA) documentation (it should be noted that the Renton School District took lead agency status for the purposes of SEPA and the complete SEPA file is available at the Renton School District), the comments from various City departments, the public notices requesting citizen comment, and other pertinent documents was entered as Exhibit No. 1. SITERPT.DOC City of Renton PB/PW Department Staff Report Talbot Hill Elementary School Rebuild LUA-96-150,SA REPORT OFJanuary 20,1997 Page 11 of 13 3) Site Plan Review: The applicant's site plan application complies with the requirements for information for site plan review. The applicant's site plan and other project drawings are entered as Exhibits No. 2 thru 8. 4) Comprehensive Plan:The subject proposal is consistent with the Comprehensive Plan designation of Residential Single Family. 5) Zoning: The Conditional Use as presented, complies with the zoning requirements and development standards of the R-8 Zoning designation. 6), Existing Land Use: Land uses surrounding the subject site include: North: single family residential; East:single-family residential; South:single-family residential and West: single-family residential E. Conclusions 1) The subject proposal complies with the policies and codes of the City of Renton. 2) The proposal complies with the Comprehensive Plan designation of Residential Single Family; and the Zoning designation of Residential- 8 du/acre(R-8). F. Decision The Site Plan for Talbot Hill Elementary School Rebuild,File No. LUA-96-150,SA, is approved subject to the following conditions. CONDITIONS: 1. The applicant shall submit an amended soils report that addresses the exact location of the on-site coal mines. The report needs to include the depth of the coal mines as identified through a drilling process or other on-site means to establish the necessary measures to protect the school buildings and structures from the potential impact of the coal mines collapsing and causing sinkholes on the surface. This report shall be submitted to the satisfaction of the Development Services Department prior to the issuance of construction/building permits. 2. The applicant shall submit a revised landscape and exterior lighting plan that will include an enhanced landscaping plan between the east parking lot and S 23rd Street and the exterior lighting proposed for use at the school. This plan shall be submitted to the satisfaction of the Development Services Division prior to the issuance of building permits. SITERPT.DOC Ci 4y of Renton PB/PW Department Staff Report . Talbot Hill Elementary School Rebuild `" LUA-96-150,SA REPORT OFJanuary 20,1997 Page 12 of 13 DATE OF DECISION ON LAND USE ACTION: SIGNATURES: /—Z0—s7 James Hanson,Zoning Administrator date Michael D.Kattermatm,Zoning Administrator date TRANSMITTED this 22nd day of January, 1997 to the applicant and owner: Eric Becker MENG Associates 2108 Western Avenue Seattle, WA 98121 Renton School District 1220 North 4th Street Renton, WA 98055 TRANSMITTED this 22nd day of January, 1997 to the parties of record: Carolyn Wilkinson 2245 Shattuck Ave.South Renton, WA, 98055 Cheryl Ponti 2521 Whitworth Court South Renton, WA, 98055 Patricia&Andrew Schwartz 2618 Whitworth Court South Renton, WA 98055 Leslie M. Yeager 400 South 26th Street Renton, WA 98055 TRANSMITTED this 22nd day of January, 1997 to the following: Jim Chandler,Building Official Bob Arthur,Land Use Inspector Art Larson,Fire Marshal Neil Watts,Public Works Division Lawrence J.Warren,City Attorney Valley Daily News SITERPT.DOC City of Renton PB/PW Department Staff Report Talbot Hill Elementary School Rebuild LUA-96-150,SA REPORT OFJanuary 20,1997 Page 13 of 13 Land Use Action Appeals&Requests for Reconsideration The administrative land use decision will become fmal if the decision is not appealed within 14 days of the date of approval. An appeal of the decision must be filed within the 14 day appeal period(RCW 43.21.C.075(3). REQUESTS FOR RECONSIDERATION must be filed in writing on or before February 11,1997. Any aggrieved person feeling that the decision of the Zoning Administrators is based on erroneous procedure, errors of law or fact, error in judgment, or the discovery of new evidence which could not be reasonably available at the prior meeting,may make a written request to the Zoning Administrators for a review by the Administrators within ten(14)days of publication. This request shall set forth the specific errors relied upon by such appellant,and the Administrators may, after review of the record, take further action as they deem proper. If an appeal is made to the Hearing Examiner, requests for reconsideration will be forwarded to that office for consideration at the same time as the appeal. AN APPEAL TO THE HEARING EXAMINER is governed by Title IV, Section 4-8-11.B, which requires that such appeals be filed directly with the Hearing Examiner. Appeals must be made in writing before 5 PM on February 11, 1997. Any appeal must be accompanied by a$75.00 fee and other specific requirements. THE APPEARANCE OF FAIRNESS DOCTRINE provides that no ex parte(private one-on-one)communications may occur concerning the land use decision. The Doctrine applies not only to the initial committee decision,but to all Requests for Reconsideration as well as Appeals to the Hearing Examiner. All communications after the decision date must be made in writing through the Zoning Administrator. All communications are public record and this permits all interested parties to know the contents of the communication and would allow them to openly rebut the evidence in writing. Any violation of this doctrine could result in the invalidation of the request by the Court. SITERPT.DOC • MENG . • S. 23RD ST. TITLE -- — ,.� — _ RENT s�y�— _ ON SCHOOL DISTRICT *�'_�_ �"'� -- - ' TALBOT HILL `rV - Npar �Q__ , _I' ELEMENTARY SCHOOL Talbot HUlElementary School ®" _ - •+ 1, 1.Y..•••••••••,•••••••11.BABY .r:k.. - ''.e.7/ .4 -/ 7--- ' -• i • ----./...4,,._ . ' . . nt==.13PETL.. / / ' // I A. 11816,411110 , . . .r...•••rrrrr. •..//.9...ri/:i/4.v g7.k".. / ,-.,(./.T..._4._..0,.?,,.„,,.i,.„,„.,.(.,.-,.,,t„•„:--„-.,„..:.,,•‘,,.,.•.,....(.i/T.--411 ./•r-,...,,,4_ .dI°_*••• :-0;i-;7, ���1�� 9__-�•+,p�l�llJb PROJECT MIUBEP "` ' —all ^w [ I'rj lines_ 9512 ,'a 1'.7l • •. /r� /iti , Y Wry. . ,f wa< l , �� \ 't r- � f �y yik � F-- Q an• ,�" ►� , L I / r M„•0,.1,issi CRTC \ • ' i. NOZ19'9.•'C li •/ NCONTENTS .s.ze lam �\... I /- • 1' I 'ARCHITECTURAL \ ' vim.. / I SITE PLAN \ r / I i , it-r-/_‘ plit, . .. ... ,, i . • . • . . _,... , . , . • • ` SHEET NORTH O ARCHITECTURAL SITE PLAN A001 . • • • VE \ G • S. 231?/) S7'. Da Worm•13•14D0I Moat.sto,./.w.-144 • • / . ,• ma • • _ I • ! . 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' • 0 : • '; i'' LANDSCAPE l fi i • \j‘ • /-• "... •. :1 .,II SITE PLAN EN ero5cs4 Zwer....(Sat AM.owe, i i \ / • . . .„. _ 1 ' \ 0/ft...::/k.. . .H :... .:... ....../.Y.. . NoTG•t • • 1..i P L Lb.mvswr 0 t....A.4 COWIM.44,pes.(ts.11,-we QV ern cz.44 I ' „x .. .. .. . . . . ' '. i.,,(///7//' //' '':....N. .: . •...•/.........,•- .•......•1.1•••• . ,4".:./ i VP.Z.44TO f ilAVIWAgx ed•ens r.mr.owe,. I ..\ / ' ../ 1111/1/. :.'?... • 4.•" ;P! \ • 1 11/./11/P / • >'• • • ". •/..."n I r, A 0.4.5ort4...PDX • ' . / / ' /4/ / • • ' • ' . • • "......•:••••:."1 '' ,, .. • !!' ' , . . . . • .1;• ',....,,,, . ,/• c'sN .? I :II [1 S . • \ . 1.----,..._._,..—...... //•• • ./.... , _,..„ I I . \....2______.-1 0 \ s•• .'N I ' .--------e-errjoo.— ------------!: , ' \-. \I. •••/ • \''• '• 0 A. P \ \ ' • DESIGN DEVELOPMENT ; • 5-er 0 LANDSCAPE SITE PLAN r.a • x "mn'T _.. ___ 7 L101 • 1 • .. • . • .:.. _, VE \ G RENTON S. D. __ TALBOT HILL r ———— ELEMENTARY SCHOOL 1 === -=_ _ _ = _ r— ------ � __-___` I __,•..._: _£.iiii:::...: ——— _.,:::: : iiii:.. _��MMe -- r=. _` i —$I -._—:::: .::::::::... EweRlr EF.ELEK?of of .-- �_ i ...: L .- .. ••-,_-,_ iffiii,„,,,,.,,,,,,„,„.....,....T.04, i •F>= i £' i!£--_,:- --M;:eM�;. MIME M.....•..•r-s ..�-. a :_ _r 4.. m £'I••::sl�� ££ iiii=--: -- --iiii-- --•:■-- ..a - ::iii...._. r e e�e e� •• �...._.......:__ ■- ---'-- _ ._........=.p;:=££_= , � ialc, MO NYC izp4wEl� I�1. v,�2,Aii. 0..lnt-lc, cues-424,m 14J11 bitsb, O NORTH ELEVATION 'Ib15E-i MoteR 1 !! ve.r-o• D 9; 0 a , 1 ut.w.ve el=••••'•••.:r.�IJ❑❑ _ iNk AIM 7,LE REMvF4 1' 117 —II--I.LJ_��� .. Lr... — O NORTH ELEVATION ` i __ o GUM•EASOr/Ma. e �� �— - _ ` a m u aw"Km A c .1 ---''j-'--''''"zL'''5:-------jllr, - .e.nmsr,5 1 a..o, n.fbsKG, u€v 1s.MI -- '°"°' 4N14441A+6/Z.G(AVWX.6 EXTERIOR ELEVATIONS nII40IN4 Heci4e) O SOUTH ELEVATION EAST ELEVATION G.Z7_�. ADMIN/ACTIVITY WING ,/6.t'd O IN.rd • s 2 1 B EMI-1cl clos nfq uAIr tilri �" _—— b f IzE+bJm (NA_ . . _� ------- Q�4 f g r - =_ =--_===i;i= _=_= == =_ _ ___ --= am s e i _ d s _ I _ .-_ _ - _-- --- .4iiiIf:iiiiii4iiiiii liii4 i41iF=; ..:.-g -- --=iiii.=•s....s-•-. _-x..,,.-u ....... r ..'.�1 -s..._-- -- ... '-- -- ■....■..s—_ -�-- .... i _.so.....j _.;....ileirr.£•:.r.; ^a..c....ea:..---:....._::,::;..»..:":�: •£_.:. _,......-- -- :...c!££-- 4 ... --::ee::r -- :£....-...aee== s $:: u -- ''--....; ..r.... -sae::.„. 1I :._�- :-C � m--o:...s s£-- / -- 460': --ha;;=;..•a::aii.e...:.r..;;.._H..!i»;:^l.£{'.=..£L':=^£Pi=- i•......_ «.£rF. :.�rnii .• .r. -- .se.._ ... s..l... .. ..-_.... ....:.:sae„..__..:... �-- ai:r»^�•F.'r • ..go N.M. ...ovamere., Wee..m..IMPA201 mo.�J OSOUTH ELEVATION r•,-P VI \ G: IMF. RENTON S. D. , ''''r643 .6.6 TALBOT HILL 1 nvj 2,•,...4. ....5.4 PAM. ELEMENTARY SCHOOL ---.;---T;:-?:-';-1. 1, • • .. . .. .,. ,---1.4 6.66 :'-''''.-- '• . . 7Z:7':'1'.--- ' - • , . — . 11.1 —,-1-- ' E., 1Ii , 61.1.r144- • \-01 60.6o 401.5 In 0 WEST ELEVATION (E) CLASSROOM SOUTH ELEVATION (E) CLASSROOM, \:....-/ or•1.4 Co)=Svas-nt42". Ya-Nuo,togi • i 95i2- -- __ x . '6'. C0.640..Loan .6 SOL I ——-- ---------- ________ -•---- - „,-.____-_* .,,,, ,,,...:;_ ...,--,-_,,•.7,,:.=4.tk.-,,ii•i;i.,-,---,7,,---_LL.-,.:z7;7-1-4w.:?---7- ---;-., :9 . '-7- ''.-- --- " 1-1 i• i IPA I.!WI 1- .- Fl ik 1.s,,,,,,,o.,\___' Lt - FL,' ''' , pr 7 • -: 61 6. _.,•7...70.1yTtiri AGMN.filll•clLki ,.., ____ _ - - MK...6 oc01.63..6 6 RE J r EAST ELEVATION (E) CLASSROOM \_Iv ,•-$ 0 NORTH ELEVATION CLASSROOM WING _ oe• (g)r•'-' EXIST I ige.e. • _— - • .-- /—.605466 • EXTERIOR ELEVATIONS .• G CLASSROOM WIN • - —I --------Z- _1-..-_______ -,---= --- ----=------ ---' ..-1--- ,„-:_-_-_-_ki-4 am.-,. , --ii,.='-.-- --1' ' ''.•.;----r: -="------Iii-4,.. ' -' -,-Tri -- :,._-__-_.:. _,._,_E-•-'----=-- -L----z-- ,a- -• Im i.1.1516161111 r,:',.: •• _ -:' - -_-I. "1-1-4- ,-, , !. -' - f 13-- 0 f2-4r_wi' 4 \—......., \—.......0.,,,.. 6/A q 5 •(.-..-, EAST ELEVATION CLASSROOM WING 7-) a .. . . • • • 1 D • • .. .: • . 13 .. ... P•4413141, Pr 1 1 M. 151/112114c, . . - VAPA14r..,Te, . . . . • _--ta, E.fzialate47•1 .• 2 i ..:.- ',1 i r • i •----- . .--:,-.1.,,.;.,-_-..--.-m_ _, -.-•-s1-5,--•,,,,,_4_ -- ,- • - _:-: : iii—AL.L.,__ 7.7......,____._..... _.=.4r,,7_,T . 77_1_,_ . lima --- •"—'''' i ..-- ----- 1 NE 1 , .nq Rtrilli i_______:;,-_ ,---=-:•-•-"C-2I-R;IFI-k-'-- X 1 1 _. 14_,_HT '---- " ‘—r .1 vA EgggliNt..EE&ma,' i ..I 1 I , .1-1—r- • _ - ' A202 v ; -h—„...„ 1 L a, WEST°.ELEVATION CLASSROOM WING •••::-/ , . . . f.V C • W.ASSOCIATES•ARO�TCCTUK•PUKxnC \ V \ G U I' Id 9 T,m TASi@x.WNA-vm1 Tesuca..nnTn ue_.m 0 TITLE o RENTON SCHOOL DISTRICT VU • TALBOT HILL e IA 3 +� I500"NEELEMENTARY SCHOOL 4tL______ i1fN \ 1-H ASS �D11C. 4 V Ii ` THRUS'BOCKINST1 /1/+-BEND\ 1-6'CATE VALVE(flat J) .JtL1J)p'/CONC. 0 30 60' 90' / \\ 1-HYD.ASS'.W/Ca+C� •ST,BLOCK 95121.00 d 03 I I l ' / INST.1-90•BEND \THRUST BLOCK - 1 Q I (uid/J)w/coNC. \ — --` I ' I S I f- I ' • / THRusr BLoa \\ / \ INST.1-90-BEND -( \ N..)W/CONC. / / . THRUST BLOCK g LLZ ae IiI I // • / 1 —_ ) / • o • • 71 '`\`,� I `\ \\\ —I— ( .//I O i'.'Id L DWG GP6 9A3/9G . ik 5200� I +— °\\ 1 — JJJ. 5200 CHK I \ \\ I /1 REV Fes,,..:\ \ / i 1 , til sA9;'1s� \\ / I \•�I \\v\\ / °� / ' CONTENTS ��p ( I 29�0,N� °\ \�r / I' SEWER AND .WATER A I 9q_jti\ \°\ `\ // I I• PI • i I — 31 o scoo—.— — NBB'I6'49"W(T) i—450.00'(L) 4.,.,,,Y ' •.......' SHCET 4 a C4.2 1 • L. . 1 2I69 a610A b9US•SUUllh W.I.Wial•.2 641-9640 9 TITLE O INST.1—B'TAPPING TEE EXIST.B• RENTON SCHOOL DISTRICT O S. 23RD ST. d1 8•GATE VALVE C.I.WATER o Mil /EX 5.5.MANHOLE I I_— W/CONC.THRUST BLOCK '6 TALBOT HILL 8 m w W ---- RALEL19E1.2.L- -'L----- -- ----------- #-J-- 9 Li ~¢ I.E...191.6E _ — — _- •--,ten -'= ELEMENTARY SCHOOL ADJ.RIM EL TO z $ oM \/. �� % ''5B'43"E �mer.v� 490.96' \ i I�`l / 1 '/'..--- 7 L PROIF CT NUMBER, • 5800—• Z=- I ` J.17 I I I I I I I C '95121.00ON e ~ •/ ` ' / LIAPNEEXamB•WATER- �p ' •/ - STAPS _:Ai i m X ^ ' I I EXIST.B / &/� -- . � imil I / j D.I.WATER .(REMOVE) , l z 2 o ti/ �/. I 6.-'2 wsr.1-6'a6 TEE(YJdl>LL . to +{! E CQ 3'y /ry . ♦\ Ir % 3./ : EX T _ J-6=CATC VALI£(F].aYJ)—_—_--- i F,• a. (LI ' 1-HYD.ASSY.W/CONC. / Y W • = / • \ ',c •A r • VALVE 'UST BLOCK 4/ / F W •20. S�•REMOVE EX 1,a6 TEE,♦ 7 ' y,}•' Q �2' 1 I I I I / ' i, V¢ 3€ I ;, / INST.GATE V (Yj 0, g li• - k CONC. •RU.T BLOCK / ALL 6'wYE ON wsT.A„ F' EX 12'C.I. ,•, �•� .1 j S.,I.E.=fret (M J litWATER \ 2v.hRIFY PRIOR TO 1H:] :L1•.• DWG CPA 9/13h6 YI / .,``fk/ \ ♦ ..•/ INST.t O ONSIRUCOON �� Illti ` /'•/, 0• I 2. (r INST.I•t5'BEM) CHK / / /, Q`�4� • .S.S.CLEAN-CUT � dP-�- : • ,Ai* (1HR SJ,BLOCK CONC. REV 65 \ ♦♦'\ q :, ATCH SIDEWALK GR 'IST.1-22 1/2'BEND �,O_ .1 AB 1 / \. SOp. `I.E.-194.64(6') f (� w coNc � �fil' �`;� \1 oWcs F9 5600 . / • iJ'a. •71N11 • , —• , �V � ,. 5600 �� - / HST.1-8'a6' (�1J. ` `ANITARY SE /���.� INST.1-11 1/1' END ♦ INST 560 1/1'BEND •/ I I-6'C.V.(Fla a \ �' REMOVE WY. (YJ.MJ)W/CON. I INST,1-22 1/2'BEND — 9, fil - I-HYD.ASSY.W CONC. I.®V, . THRUST BLOQ( / (YJ J)W/CONC. —— / \_ _ REMOVE EX.HYD.1 RUSTBLOC / Or • .� IMRST BLOCKI. 1] /`r /. .FTTINGS��� "' —� • • • • /y. RN.EL 98.20 �_ ��/ I CONTENTS • 4., ,Q I.E.-195.17 3 s / /� HST.1-11 1/P BEND— / I r '/ T.B at'TEE SEWER AND WATER IL I A N,0/ (MJ.YJ)W/.GONG. V 1E)R„)T PLAN THRUST BLOCK /` REMOVE EX 2•IRRIGATION 3v __-_ ., J /^ I CDNC.IMRUST BLOCX I • to / v(pc') y 6 /�/? METER h DM-EXTEND;e % INST.t'METER] / ♦� If ' // 2 LINE h REINSTALL \ L„� / / PETER k DCVA AS SHO a m RECONNECT EX' / �' C♦ INST.6'DDCV ktiNY, \ v IRRIGATION IJNE /4'/ !,B: ONe / // VAULT,P.I.V.h fOC II 9 // INST.1-45'BEND : / HST.1-11 1/1'BEHD"♦ \ I b INST.1-90'BEND 1.1 •p, (MJ.MJ)W/CONC. r/ (MJd14 W/CONC. ` :y ` co II THRUST BLOCK /' cave. (MJ.MJ)W/CONC. THRUST=0C1( ♦ `/k �_ty \ T B' Tv r t/ • TRUST BLOCK --)/ ',.,- 01E , I e• rINST.1-11 1/4'BEND o 7HRIl5T P SHEET Cti (YJ.MJ),1-221/2'BEND\ kki. B'pieI00 I THRUST BLOCK CONC. � ' ----... �� 7 1 EI I u 5400 MATCHUNE C4.1 9 1 ♦ City enton Department of Planning/Building/F Works ENVIRONMENTAL & -DEVELOPMENT APPLICti-iION REVIEW SHEET REVIEWING DEPARTMENT: 10llce COMMENTS DUE: DECEMBER 18, 1996 APPLICATION NO: LUA-96-150,SA DATE CIRCULATED: DECEMBER 4, 1996 APPLICANT: RENTON SCHOOL DISTRICT(MENG ASSOC.) PROJECT MANAGER: MARK PYWELL PROJECT TITLE: TALBOT HILL SCHOOL REBUILD WORK ORDER NO: 78163 LOCATION: 2300 Talbot Road South SITE AREA: 473,470 sq.ft. BUILDING AREA(gross): 52,839 sq.ft. SUMMARY OF PROPOSAL: The applicant seeks Administrative Land Use Action[Site Plan Approval]in order to demolish three of the existing buildings(42,498 sq.ft.)and then construct a new 41,784 sq.ft. school building for a total of 56,993 sq.ft. The 4,750 sq.ft. roofed play area will be relocated as part of this project A. ENVIRONMENTAL IMPACT(e.g.Non-Code) COMMENTS Element or the Probable Probable More Element of the Probable Probable More Environment Minor Major information Environment Minor Major Infonnation Impacts Impacts Necessary Impacts Impacts Necessary Earth Housing Air Aesthetics Water Light/Glare Plants Recreation Land/Shoreline Use Utilities Animals Transportation Environmental Health Public Services Energy/ Historic/Cultural Natural Resources Preservation Airport Environment 10,000 Feet 14,000 Feet 27.32 police calls for service estimated annually, based on the square footage of the buildings. This type of construction will probably serve::as a short-time attractive nuisance, in that the demolition and availablility of construction materials may encourage theft and/or vandalism. Recommend that all building materials be secured as well as possible when not in use; security fencing and lighting helps to deter theft and vandalism. If the construction B. POLICY-RELATED COMMENTS company uses a portable trailer as an office, it will need auxiliary locks on doors and windows to help prevent burglary. All tools,such?:.as drills, generators, etc. , will need to have the model and serial numbers recorded in the event of theft. On-site security or;:the-_-use of a security patrol is also helpful to deter thefts and vandalisms. C. CODE-RELATED COMMENTS We have reviewed this application with particular attention to those areas in which we have expertise and have identified areas of probable impact or areas where additional information is needed to property assess this proposal. .40 .E (4»(In( Signature of Director or uthorized Representative Date DEVAPP.DOC Rev.10/93 City enton Department of Planning/Building/I :Works ENVIRONMENTAL L)EVELOPMENT APPLICATION MERTIORWEIggKET (BP1C er&jl064 Burttitu REVIEWING DEPARTMENT: f\rL IPrev,v h rv\ COMMENTS DUE: DECEMBER. 9, 1996 4 APPLICATION NO: LUA-96-150,SA DATE CIRCULATED: DECEMBER 4, 1996 56zb6 APPLICANT: RENTON SCHOOL DISTRICT(MENG ASSOC.) PROJECT MANAGER: MARK PYRECF WED PROJECT TITLE: TALBOT HILL SCHOOL REBUILD WORK ORDER NO: 78163 LOCATION: 2300 Talbot Road South SITE AREA: 473,470 sq.ft. I BUILDING AREA(gross): 52,839 sq.ft. SUMMARY OF PROPOSAL: The applicant seeks Administrative Land Use Action[Site Plan Approval]in order to demolish three of the existing buildings(42,498 sq.ft.)and then construct a new 41,784 sq.ft. school building for a total of 56,993 sq.ft. The 4,750 sq.ft. roofed play area will be relocated as part of this project. A. ENVIRONMENTAL IMPACT(e.g.Non-Code) COMMENTS Element of the Probable Probable More Element of the Probable Probable More Environment Minor Major Information Environment Minor Major Information Impacts Impacts Necessary Impacts Impacts Necessary Earth Housing • Air Aesthetics Water • LlghvGlare Plants Recreation Land/Shoreline Use Utilities • Animals Transportation Environmental Health Public Services Energy/ Historic/Cultural Natural Resources Preservation Airport Environment 10,000 Feet ��f� �J /) 14,000 Feet 1 04jor J[s-pac75 ,vole B. POLICY-RELATED COMMENTS • rVII - • C. CODE-RELATED COMMENTS SGe EGAeNA &inenC,7$Z:f:/ We have r viewed this application with particular attention to those areas in which we have expertise and have identified areas of probable impact or areas where add 'onal information is n:='ed to properly assess this proposal. /0/21 Sign'tur of Director or Authorized R• esentative Date DEVA C Rev.10/93 O�CY O� CITY OF RENTON + +,I FIRE PREVENTION BUREAU MEMORANDUM DATE: April 2, 1996 TO: Mark Pywell, Senior Planner FROM: Corey Thomas, Plans Review Inspector SUBJECT: Preliminary Comments for Talbot Hill Elementary School 1 . The preliminary fire flow required is 3,500 gpm. Four fire hydrants are required. One fire hydrant is required within 150-feet of the proposed structure and three fire hydrants are required within 300-feet of the structure. A looped water main is required to be installed around the building. 2. The fire mitigation fees are applicable at the rate of $0.52 per square foot for any increased building square footage over existing square footage. 3. An approved fire sprinkler system is required to be installed throughout the new structure, including the retained existing structure. 4. An approved fire alarm system is required to be installed throughout the structure. 5. The Fire Department apparatus turn-around is required to be a minimum 90-foot diameter circle. CT:js Talbot CITY OF RENTON MEMORANDUM DATE: December 13, 1996 TO: Mark Pywell FROM: Arneta Henninger X6198 SUBJECT: TALBOT HILL ELEMENTARY APPLICATION 2300 TALBOT RD S I have reviewed the green folder application for this project located in the NE 1/4 of 30-23-05 and have the following comments: SEWER: • This project is not located in the Aquifer Protection Zone. • There is an existing 8" sanitary sewer main in S 23rd St. • This project is not identified on the comprehensive sanitary sewer plan. • The existing sanitary sewer shall be relocated outside the design building foot print. WATER: • This site is not located in the Aquifer Protection Zone. • This site is in the 350 Pressure Zone. • This project is not identified on the comprehensive water plan. • There is a 12" watermain in Talbot Rd S. • There is an 8" watermain in S 23rd St. • There is a 10" watermain on the site. • All fire hydrants must be capable of delivering a minimum of 1,000 GPM. • Additional fire hydrants may be required. • Fire flows that exceed 2,500 GPM require a looped watermain system around the building or complex of buildings. Talbot Hill Elementary Green :r December 13, 1996 Page 2 of 2 • The preliminary fire flow for this project is 3,500 gpm per the City of Renton Fire Marshall. A 10" looped watermain is required to meet the fire flow of the project. DRAINAGE: • A Level 1 Downstream analysis has been submitted and is approved. Drainage system shall be designed in accordance with the 1990 KCSWDM. • If there is 5,000 square feet or more of new impervious area subject to vehicular use, a Biofiltration Swale is required. • Surface Water System Development Charges may apply. STREET IMPROVEMENTS: • Sidewalks and curb may be required to be replaced if determined to be in poor condition and if damaged during construction. • This site is required to do full street lighting improvements on the adjacent right-of- way. The following is information only to the applicant: There currently is a proposed short plat in the north east corner of the intersection of Talbot Rd S and S 23rd St. This short plat is also required to install street lighting as a part of their development. The school district project may want to coordinate with this developer for the installation of the street lighting system. • Traffic Mitigation of $75 per average daily trip to be paid prior to issuance of a building permit. GENERAL: • All required utility, drainage and street improvements will require separate plan submittals prepared according to City of Renton Drafting Standards by a licensed Civil Engineer. • Permit application must include an itemized cost estimate for these improvements. The fee for review and inspection of these improvement is 5% of the first $100,000, of the estimated construction costs; 4% of anything over $100,000, but less than $200,000, and 3% of anything over $200,000. Half of the fee must be paid upon application for building and construction permits, and the remainder when the permits are issued. There may be additional fees for water service related expenses. See Drafting Standards. pc: Neil W. TALBOGF Cityc, _.nton Department of Planning/Building/P r \ 'Works ENVIRONMENTAL & DEVELOPMENT APPLIC,; .-!ON REVIEW SHEET REVIEWING DEPARTMENT:CoKSit Se ccGe4 COMMENTS DUE: DECEMBER 18, 1996 APPLICATION NO: LUA-96-150,SA DATE CIRCULATED: DECEMBEW1EoN APPLICANT: RENTON SCHOOL DISTRICT(MENG ASSOC.) PROJECT MANAGER: MARK PYW L CE VED PROJECT TITLE: TALBOT HILL SCHOOL REBUILD WORK ORDER NO: 78163 DFC 0 3 1996 LOCATION: 2300 Talbot Road South friti SITE AREA: 473,470 sq.ft. BUILDING AREA(gross): 522,,8 9 sq.ft.. DIVISION SUMMARY OF PROPOSAL: The applicant seeks Administrative Land Use Action[Site Plan Approval] in order to demolish three of the existing buildings(42,498 sq.ft.)and then construct a new 41,784 sq.ft. school building for a total of 56,993 sq.ft. The 4,750 sq.ft. roofed play area will be relocated as part of this project. A. ENVIRONMENTAL IMPACT(e.g.Non-Code) COMMENTS Element of the Probable Probable More Element of the Probable Probable More Environment Minor Major informed n Environment Minor Major Information Impacts impacts Neces ry impacts Impacts Necessary Earth ✓., Housing Air Aesthetics Water Ught/Glare Plants Recreation Land/Shoreline Use Utilities Animals Transportation Environmental Health Public Services Energy/ HistorlcCultural Natural Resources Preservation Airport Environment 10,000 Feet 14,000 Feet ,51S WCIifh oua coati in [N6,5 'r 50[L5 kiPOL1 00i5 mi kilitt65 PDatorat Li&UX FAGrioi B. POLICY-RELATED COMMENTS 5toltE a9( laiL lug. Rig PO fJ U?tl• hD2, 3 fixtrDe1b Pitt AIM MAtifioMAPPaOUALS. C. CODE-RELATED COMMENTS 1 We ave r viewed this ; .'ication wi h particular attention to those areas in which we have expertise and have identified areas of probable impact or areas w e n I'nft /' . s ed d to properly assess this proposal. itiC -qtS' ture of Director or Authorzed Representative Date D VAPP.DOC Rev.10/93 City _.__enton Department of Planning/Building/Pw.;,,;:Works ENVIRONMENTAL & DEVELOPMENT APPLICATION REVIEW SHEET REVIEWING DEPARTMENT: >tt1yppYY-" COMMENTS DUE: DECEMBER 18, 1996 APPLICATION NO: LUA-96-150,SA DATE CIRCULATED: DECEMBER 4, 1996 APPLICANT: RENTON SCHOOL DISTRICT(MENG ASSOC.) PROJECT MANAGER: MARK PYWELL PROJECT TITLE: TALBOT HILL SCHOOL REBUILD WORK ORDER NO: 78163 LOCATION: 2300 Talbot Road South SITE AREA: 473,470 sq.ft. I BUILDING AREA(gross): 52,839 sq.ft. SUMMARY OF PROPOSAL: The applicant seeks Administrative Land Use Action [Site Plan Approval]in order to demolish three of the existing buildings(42,498 sq.ft.)and then construct a new 41,784 sq.ft. school building for a total of 56,993 sq.ft. The 4,750 sq.ft. roofed play area will be relocated as part of this project. A. ENVIRONMENTAL IMPACT(e.g. Non-Code) COMMENTS Element of the Probable Probable More Element of the Probable Probable More Environment Minor Major Information Environment Minor Major Information Impacts Impacts Necessary Impacts Impacts Necessary Earth %C Housing Air C. Aesthetics }C Water X LIghVGlare �Q Plants Recreation Land/Shoreline Use Utilities 7C Animals 1( Transportation Environmental Health Public Services K Energy/ Historic/Cultural Natural Resources )C. Preservation Airport Environment 10,000 Feet 14,000 Feet }r The project is located within 10,000 feet of the Airport runway, and is situated almost in-line with the runway centerline. The project grading plan, C2.1, shows finished floor elevations at 201.19 and 302.19 feet, with other elevations above the Airport's Horizontal Surface elevation of 179 feet. Additional soundproofing might be considered as a requirement if new buildings are being constructed. B. POLICY-RELATED COMMENTS Since the school is an existing structure, and modifications are being made to it, a Notice of Proposed Construction and Alteration should be submitted and reviewed by the FAA prior to issuance of a Building Permit. If the FAA review indicates a requirement to mark or light the buildings or other structures, these requirements must be incorporated as mitiga- tion prior to issuance of the Building Permit. C. CODE-RELATED COMMENTS The location of the project site in-line with the runway centerline requires that lighting not interfere with pilot vision. We have reviewed this application with particular attention to those areas in which we have expertise and have identified areas of probable impact or areas where additional inform-in is needed to properly assess this proposal. ,/ Deeiczazet-r IfF4 Sign- re of Director or Authorize. Representative Date DEV•P .DOC Rev.10/93 City- tenton Department of Planning/Building/ ;Works ENVIRONMENTAL 8 DEVELOPMENT APPLICATION REVIEW SHEET REVIEWING DEPARTMENT: tiLyi COMMENTS DUE: DECEMBER 18, 1996 APPLICATION NO: LUA-96-150,SA DATE CIRCULATED: DECEMBER 4, 1996 APPLICANT: RENTON SCHOOL DISTRICT(MENG ASSOC.) PROJECT MANAGER: MARK PYWELL PROJECT TITLE: TALBOT HILL SCHOOL REBUILD WORK ORDER NO: 78163 LOCATION: 2300 Talbot Road South SITE AREA: 473,470 sq.ft. I BUILDING AREA(gross): 52,839 sq.ft. SUMMARY OF PROPOSAL: The applicant seeks Administrative Land Use Action[Site Plan Approval]in order to demolish three of the existing buildings(42,498 sq.ft.)and then construct a new 41,784 sq.ft. school building for a total of 56,993 sq.ft. The 4,750 sq.ft. roofed play area will be relocated as part of this project. A. ENVIRONMENTAL IMPACT(e.g.Non-Code) COMMENTS Element of the Probable Probable More Element of the Probable Probable More Environment Minor Major information Environment Minor Major Information Impacts impacts Necessary Impacts Impacts Necessary Earth Housing Alr Aesthetics Water Light/Glare Plants Recreation Land/Shoreline Use Utilities Animals Transportation Environmental Health Public Services Energy/ HlstortdCultural Natural Resources Preservation Airport Environment 10,000 Feet p ,,(,//I 7 .,,6ry1` 14,000 Feet OVI ("5496) B. POLICY-RELATED COMMENTS 1:31Vt C. CODE-RELATED COMMENTS 11 We have reviewed this application with particular attention to those areas in which we have expertise and have identified areas of probable impact or areas wh additio fo n is needed to properly assess this proposal. Signa ure of Dire or or Authorized Representative at DEVAPP.DOC Rev.10/93 / y We Av . SW 111h Ave. 232 Washington Ave. Sea2108ttle.est WA rn 9812e1 Suite 400 Suite 200 206 448 9640 Portland,OR 97205 Bremerton,WA 98337 fax 250 MENGassoc®ol.com fax 503.224.3626 fax 360.377 0138 RECLIVED • November 27, 1996 DEC 0 3 1996 4 OEVELOPMENTp Mark Pywell, AICP cIn'oFR,oNNiNG Senior Planner Development Services Division 200 Mill Avenue South Renton, WA 98055 ARCHITECTURE ENGINEERING Re: Roof Height, Talbot Hill Elementary- LUA96- 150 RESEARCH Dear Mr. Pywell: ANALYSIS As a follow-up to our meeting and telephone conversation of November l l th regarding the building height, heights of both roof pitches averaged together is the building height. The attached drawing illustrates this. This drawing will be submitted with the Land Use/Site Plan review. Please call if you have any comments on this issue. Regards, Eric cker, AIA Attachments: Sheet A201 Architectural elevations d:\95\95121\112796.doe VC \ G MILE RENTON S. D. TALBOT HILL ELEMENTARY SCHOOL - - -_ - I I Ltterb4 P.F.ELe1 7oF of iiii;Wi s£1i£iftiii�fi ° is ii; 1zi11;i�.1 — - »:_1i.i i,iY�1 IIi2Yiti ?IE?rii�l s•i�` is •s:.�''i .rs.....'�;-.':"i -•i_s»::--u_...—..... a._.:•— I - €£f:i�i?=iss::..:i:. �:i:f�-:>s hhil I n.r' I—' i i£i- si .. i� i im (implE,'i' rIE��.p�� �i:iCif;iil it iij:€. i:ii � ; �!i?I trti»ii:»i:i:I 11 a j,:isj•?ii:3..i' i. .... i::_:� - -- -- —'----' &saw _'Hal -- -I-i a i£ii.“100■&1--.— I�E.�i lil2�i NiElF o 1. i =i: i£2 :ii=2?.:striae elo e e tali:??i3i?,_a:iiiiiiiiii,iii1. l i:::is r 1 1 E;::• • ..`I'i2eID•W iY ttat.1odll' rakivrR•kn ra t1 'b T5G Rent,../e17 J7fnJG I�t Fc� g2AoM E011471nk3 11-2�✓t5S I"F-M,.Y37 PROJECT NUMBER NORTH ELEVATION 95121.00 I -___Li JrI .i•.e STAMPS • 5 ___-_--- �k t tE%itilMc. 4YM-6 C6 KE4-1oIEPP . WY SOK O NORTH ELEVATION M • �.. _ _ - �N aE" num m.o..vt.s. 141 , i a . s...•.s... - � •i� ??r::a_ ii -.: SaR: ai aS 1 s s£a:Te.sss S sti Ss; _ - orr„Lu ::::i::si :ig N� i £hnL» ; iit?k(?i iL. i€in§EF: 0.. iil' s.. ...iiitais i nsiPii3 ' , a€ti£. ? i i:i s I?, v Y •„_ 5i4 .... . Y9rIn ill! - CONTENTS ... i =i LIL1� --- • ••. "" summon 14tNInW1At Gk.C(AV oG • rt111p044 1411W10 EXTERIOR ELEVATIONS G.2T-'1. ADMIN/ACTIVITY WING /� SOUTH ELEVATION O EAST ELEVATION J IX.1'd i/i•.I•d Q.,i ml•b ir2. rolss 2 1 KUNSOW 0 • 1'a C6 17-E1'b1P9 p_ r I4 —7 c.„4_ . . i 5 r --— — T - ' _ --- =-� -.-; of \1! Q 1 1 1 1 t 1 S p s i s its ii iti3:s t si: ' 1 -t —1 l� \ I--———I_ii_iiii iiiiiit.._ ..i....i.i..:ii.i I -" r---—-- ;;i?..5:• :• s?:1f•1'•i ;::1 a i»:»ii al SHEET I ..� -kii2'::.: ss•::ix.s st t:::•s:.i._ :...n.s i•t..;.;.. iif f:::i:::i:::t :::s.. ?i -- --- ��'Mail. ��.. 3i'.;.;...,i....._•:.,;.....•s.'.. s.:,r.:2:» r.::fi-3•...... ••I; ss " _! E i£?��»a....���r:••s:••o:• ��a..•n� .:;::r.::��•i?i:i?i......-.-ua.:.i;egi�i»M^i»::�i:.„.....!.;........n..a...x is i.I...::a:sim� ww >:..._ .4::: _ ®® .....yy }} i ..t.il..tti.......;...f:..;.li.ii.......i.:::t;...ii ..t. ;�.;....i:.f.......:i:.��13 3��S:t:i iliiiiiti: ...........S:::ii:ii »:I `..=1 .MM 1MMT li it TT •T::iii...».;��� i;ice:.! I���: IS•»::::�� iiiii»IY K.• .. i.,• » '3 S'.i ii: it.ti' i _ u:_s=t_y,ii,,, ..e..iie.........—i _... i.i'_ ... '� .......(i.. - I . .I.! ICBM i tiii 3:r.sll .. . ............. .............::•L... .... ..,..,i...:........,..:. • mm • 3 Iir 1 elite h� -- . .ice=--. �� y , �wlm.wn. .I.wSteR011 aM.1.2r.wn .u®...a. A 2 01 11 © SOUTH ELEVATION it .,, 31F RENTON ..IL Planning/Building/Public Works Department Jesse Tanner,Mayor Gregg Zimmerman P.E.,Administrator December 4, 1996 Mr. Erick Becker MENG Associates 2108 Western Avenue Seattle, WA 98121 SUBJECT: Talbot Hill School Rebuild Project No. LUA-96-150,SA Dear Mr. Becker: The Development Planning Section of the City of Renton has determined that the subject application for Administrative Site Approval (SA) is complete according to submittal requirements and, therefore, is accepted for review. You will be notified if any additional information is required to continue processing your application. Please contact me, at 277-5586, if you have any questions. Sincerely, „ Mark R. Pywel1, AICP Project Manager cc: Renton School District/Owner At,cPTtTn.D C 200 Mill Avenue South - Renton, Washington 98055 ® This piper contains 50°„recycled matenal.20 post consumer " EN LIST....OF.:::S.URROUNDING PRO:PERTY OWNER : . . ... a S� PROJECT NAME: 1i APPLICATION NO: 9C0 ' I50 S7b4 • The following is a list of property owners within 300 feet of the subject site. The Development Services Division will notify these individuals of the proposed development. NAME ADDRESS ASSESSOR'S PARCEL City of Renton 200 Mill Ave S Renton 98055 NUMBER 302305-9065-05 Ellen A'Key, Tom Distler PO Box 31149 Seattle 98103 722200-0096-02 Rome Croppi • 22025 Mithers Ave S Renton 98055 722200-0100-06 Robert & Linda Hills 2201 Smithe.rs Ave S Renton 98055 722200-0145-03 Regina Marie Walton 2208 Smithers Ave S Renton 98055 722200-0101-05 Circle Cross Assoc. PO Box 1934 Renton 98057 722200-.0146-02 Douglas Haas 2207 Smithers Ave S Renton 98055 722200-0147-01 Mariane Johnson 1716 Davis Ave S Renton 98055 722200-0150-05 John Torlai 2212 Talbot Rd S Renton 98055 722200-0155-00 Sherrie Korneliussen 2209 Talbot Rd S Renton 98055 722200-0160-03 Michael & Lori Ni par • 2226 Shattuck Ave S Renton 98055 722200-0161-02 RECEIVED • Julie Thompson 2224 Shattuck Ave S Renton 98055 722200-0162-01 George Schout : 2215 Talbot Rd S Renton 98055 722200-0163-00 rooky 27 1996 David Milner 2115 Talbot Rd S • Renton 98055 722200-0165-08 Somkuan Soongswang 2202 Shattuck Ave S Renton 98055 722200-0166-07 DEVELOPMENT PLANNING Julia Read 2203 Talbot Rd S Renton 98055 722200-0168-05 CITY OFRENTON Donald Wilkinson 2245 Shattuck Ave S Renton 98055 722200-0430-07 Richard Olin 2320 Talbot Crest Dr S Renton 98055 855700-0010-08 Victor Loke 12006 SE 76th St Renton 98056 855700-0020-06 Isaiah Williams 2332 Talbot Crest Dr S Renton 98055 855700-0030-04 Blaise & Sandra Scanlon 2402 Talbot Crest Dr S Renton 98055 855700-0040-02 Dean Chinn 2414 Talbot Crest Dr S Renton 98055 855700-0060-07 Betty Ford _ 2408 Talbot Crest Dr S Renton 98055 855700-0050-09 Barry Fountain 2420 Talbot Crest Dr S Renton 98055 855700-0070-05 Rodney & Debbe Hansen 2500 Talbot Crest Dr S Renton 98055 855700-0080-03 Randall .Everson F 2510 Talbot Crest Dr S Renton 98055 855700-0090-01 Gerald Torbenson 2516 Talbot Crest Dr S Renton 98055 855700-0100-09 William Wolsted 407 S 23rd St Renton 98055 855700-0140-01 Leonard Lombardi 2522 Talbot Crest Dr S Renton 98055 855700-0110-07 • Cecil Ev"oy 401 S 23rd St Renton 98055 855700-0150-08 P. Mortenson % , 2319 Talbot Crest Dr S Renton 98055 855700-0160.-06 Ben Nisliimo•Lo 2325 Talbot Crest Dr S Renton 98055 855700-0170-04 Greigory. & „Schroeder 2331 Talbot Crst Dr S Renton 98055 855700-0180-02 Karala & Chris Sa'.iand:eis 2337 Talbot Crest Dr S Renton 98055 855700-0190-00 William Fran.gel,l;o ;�• 2401 Talbot Crest Dr S Renton 98055 855700-0200-08 Kim Anh Le -Ng:uyn 2407 Talbot Crest Dr S Renton 98055 855700-0210-06 David L Dotson . '•: 2413 Talbot Crest Dr S Renton 98055 855700-0220-04 ( • Alan & Diane Espey 2419 Talbot Crest Dr S Renton 98055 855700-0230-02 Richard & Rose Antonsen 4534 313th St Auburn 98001 85 VAL.re 3 OO • (Attach additional sheets, if necessary) �1,�u 2 6 1996 0 Ne.tr ( R TOi t ENO (Continued) , , NAME ADDRESS ASSESSOR'S PARCEL Ray & Marilyn Cummings 2509 Talbot Crest Dr S Renton 98055 • g5570U-Oz5U-07 Robert Al sterberg 2515 Talbot Crest Dr S Renton 98055 855700-0260-05 Don Smith 401 S 26th Renton 98055 889900-0010-05 Rebecca & Dale Lemke 403 S 26th St Renton 98055 889900-0020-03 Marion & Kim Roberts 409 S .26th St Renton 98055 • 889900-0030-01 Dolores Knaff 2610 Morris Ave S Renton 98055 889900-0210-03 James & Tina Barnes 2604 Morris Ave S Renton 98055 889900-0220-01 JE Sexton ' 609 S 26th Ct Renton 98055 889900-0230-09 Thomas Boster 616 S 26th Ct Renton 98055 889900-0250-04 Edward & Linda Hoover 613 S 25th St Renton 9805'5 889900-0260-02 C Cairncross 616 S 25th St Renton 98055 889900-0270-00 Todd Whorley 612 S 25th St Renton 98055 889900-0280-08 Sylvia Kane 21312 109th Ave SE Kent 98031 889900-0290-06 Richard 0chwig, 609 S 25th St Renton 98055 889900-0300-00' MF Heineman 610 S 26th Ct Renton 98055 RR9g00-mln-n2 , Applicant Certification I, hereby certify that the above list(s) of adjacent property (Print Name) owners and their addresses were obtained from: City of Renton Technical Services Records 0 Title Company Records C King County Assessors Records Signe Date (Applicant) ----- NOTARY ATTESTED: Subscribed and sworn before me, a Notajy Public, in and for he State of Washington, residing at. gagiounrsio/ &i,4- on the yG -day of , 1996, .' Signed 7 , .� 5c/ (Notary Public) n n:•: f'Re o ERTIFICATIO M IL :;::.:::.:::.::..:;;.�:..;:.::::;::<::::.::::.;'::•.;.::;.;;;:.:::.;;::.;:.;.:;;:::::::::::;:.:;::»::>::- � ..' .. l ```'i�on e e t • � .:, :.ere.b. :<certifythatnotiCes;.of.::;thep ropose cataPP :..:.:::.;:.;;;:::.:.;:::::;;;;;:..::;:.::::.>::;.;.::_>;:<:»:::;::>::;>: �::i::iii:$:::::i::::::::Y<::}::j::::C(:ji}::.:?i::i:t:rii$}:::::>:( ii::i:ii::C::>[:ii:ii;:iii:i:::+i iSt:ii:?iii i ii•iiii:S::::::::ii:Ciiiisisii'r::ist::<::ti<ii:S:T:S:>:::%::v::::::::i:iii:J:C:i:::i:t:>::::^i}ii:}}::�::$><i::}:::ii... :ii::::::::i:L:ij'F.v:i:!::::�is�$ii'¢iii:::i:;:is:i{:::::i:i:::::'i::i::li:}:�::'r::iii'i::Ji.`:>:::i::i'2:i'�i:v::i:::i::::i::i::'>::i':}'riiF>ii:i::i"•'::}:ji•i:::i:<::i?.i}ii?i::iii:i:::i:%':i::�$'r:.:i::>>j::j::i::.t::�i:;:;.;•;y.:•.. P: .scnbed::and.sworn.before:.me,;;a .otary; ;ub�c . .;a d.for:;the:.,;t�t.. Of�alV:sn .:. tq�:< ' ���z�.�.'�...'..'�....:::::::. .:: ;*� �:<::::>::»>::>:: : . ..... ... ..ter::.':� :.»'.:: :.:::. �� .�� �i{..�� � _ ..................... ... listproP. 6/1/q1 REV 07/95 2 /4 LIST OF SURROUNDING PROPERTY OWNERS 'cont'd NAME ADDRESS ASSESSOR'S PARCEL # GR Everett 2525 Morris Ave S Renton 98055 889900-0320-00 Leonard Devine 2531 Morris Ave S Renton 98055 889900-0330-08 AE Madsen 2607 Morris Ave S Renton 98055 889900-0350-03 Reynaldo Paclibon 514 S 26th St Renton 98055 889900-0360-01 Andrew Schwarz 2618 Whitworth Ct S Renton 98055 889900-0370-09 DR O'Reilly 2612 Whitworth Ct S. Renton, 98055 889900-0380-07 John D Childs 2520 Whitworth Ct' S Renton 98055 889900-0390-05 Frederick Zielie 2514 Whitworth Ct S Renton 98055 889900-0400-03 Richard Ponti 2521 Whitworth Ct S Renton 98055 889900-0410-01 Charles De Smith 2517 Whitworth Ct S Renton 98055 889900-0420-09 Mitsuo Kawachi 2513 Whitworth Ct S Renton 98055 889900-0430-07 Gordon & Betty Goldsmith 432 S 26th St Renton 98055 889900-0440-05 Gerhard Schulz 428 S 26th .St Renton 98055 889900-0450-02 RL Dunbar 422 S 26th St Renton 98055 889900-0460-00 Michael DiJulio 416 S 26th St Renton 98055 889900-0470-08 Merle M Camp -' 408~S '26th St Renton 98055 889900-0480-06 Leslie Yeager 400 S 26th St Renton 98055 889900-0490-04 Victoria Park Homeowners Assoc. PO Box 1104 Renton 98055 889900-0510-00 NOTICE OF PROPOSED ADMINISTRATIVE SITE PLAN APPROVAL APPLICATION RENTON, WASHINGTON An Administrative Site Plan Approval (SA) Application has been filed and accepted with the Development Services Division of the City of Renton. The following briefly describes the application and the necessary Public Approvals. PROJECT NAME/NUMBER: TALBOT HILL SCHOOL REBUILD/ LUA-96-150,SA DESCRIPTION: The applicant seeks site plan approval in order to demolish three of the existing buildings (42,498 sq.ft.) and then construct a new 41,784 sq.ft. school building for a total of 56,993 sq.ft. The 4,350 sq. ft. roofed play area will be relocated as part of this project. GENERAL LOCATION: 2300 Talbot Road South PUBLIC APPROVALS: Site Plan Approval Building Permit The application can be reviewed in the Development Services Division located on the third floor of Renton City Hall. Comments will be accepted anytime prior to Public Hearings, during Public Hearings, or prior to an administrative site plan approval. For further information on the application, or if you wish to be made a PARTY OF RECORD and receive additional notifications, by mail, ,of the City's environmental determinations, appeal periods and/or the public hearing date(s) for this project, please contact the Development Services Division at 235-2550. Please include the project. NUMBER when calling for proper file identification. ------ -I - - 4 ° ,,sa 1 — e6eze —7�- // • - 1 --.0---I--5 ----'-------- 75 ' ti1, QQ ^aia I. (' /i I5� 3 k• i, u1�321 ; 7, �E . • Ir...yyy���_ s "OOe a, po to zt,p I _ � JB o i w2 � Fh—•----- .1 15 ` IE, Is,ig w z_ Ii b3— rz- 30 (Svo 3ol-50 '- r • 7 O y p0 « 7 4 ❑ I Is �' l0 ;- •zl^ • Q 6,4 'L\ 3`2<4‘ HZ n. 0 -129---- a6.1-- r -_',,-•__.+ i ,3! I 14 - I , 1 PL S la Sa -- I Ir. n mo. _ f °iJ' lT ds ' . . e rsOs /ts I, ' I :eT sa J • 6: •300 ee i710 JZ3e 1 ,03— vI I 175 ; - 170 —Ie : 00 . I ,Q = \ ; er 1586J 1 i i i 1 _73 72 _ 2 g 27 ti 0 61 I o15 I I - DER 1, ;.r 4 itailimatiumlow • , F/ str ree�, ,� .A �o lisisliftga 411111111LIA ;6DsB3 0,� 2 4Talbot. Hill Park s • 3i I Cit of;Renton ® y 'O Renton Schoor"---_. �� ------` • I I me ^ 0 Dist No.403 I . ° Cq1 1• O-r s a _ 1 7 �3 7 cn 6 .} ' I1.21 AC . 9.66 A0. n Izo ill 4 0 • 65 4 r i u ne.ic e • -I o` E N 29 28 8 27 38 I•C• 337e'I�•I'336I 35 I '_ II • E 6 . ^" .49 ^ a'� a ® I� IJ L'=sa - 'ls ® n. a. TI.ua T'd cop ��34` 12 $ S 9 Ia Y.. ' t5 �t S. 2 1 H SS f. r 1A /) o •r, ,`� ... ,, G ;'� `6 N x 41 _ „32H� MCI 23m:� s 1�E6 2 *5 M O w` 47 0 a X 03• ® ' 26 ss e m 5.. \, '''._ m nos' a S, ti s '' II., " ;D:�30{, ' rt.w t N .i3 - 25� J .� ,32e ,e,,.3 smr J We •�3�-4-. 4".3y m •eR 1 ,,, • r4 .%p� ,22 C' �. e• 'so `5_ 5374c. 14 m Q 11 ;< N �1���((0.eea- s�7 Dz a LF, •., `,� s s m =1� -- ((N//25�� O >F • I e 11 Y so �'n.:a 3 0, • -�/ u'C.y .3•s• 3i rzo �- mse c .6' S 26Tn C7. _•- 76 0 • �p0-.' n .p " `1.7s2612 2601 G Q. rR - 4�+ �s 5221 )oa n�5 A'rt s ;15 3 12 : Di 2" 2' 543 rsr-i . N 1:38 34 1 y 4" sve i' 3a :/ r' 3 d '�9s: li': - 12010 . S. „ 43 V k _,1,U" ai'Ia '39 4P A 3T 4. ., 412i ' N N 36 0 :�M1' r�,,�" . g16 iz 13 ,,. .33 1.5s . 44:-. R o 37. a s bs;0 P1„, ,....1., zy1•,9-. - r n 2/®a m��„r�, ,rvl^ 17a 43214 1O a 13 225 GENMAL '''''`' :All 4, _ - 4.O w 'lei $ erg.; y e_ 7v �6�LL,,a F3.% ss .� ��,ve,QQ))\ sq y'"7 �a7 L z"'s�JJe"" 16 s15 2 sa,i'uj of i5c - ,s ST S s.`/,� eo ,..;y „Ea ,oo•IICh 16./r 10.,Q-_ 3I7- - -IL 41_•1:--- --- 4 " 32ss OAI Ir:3 Ito,.. `a -<Y`.... 16 .. °/ • . . . _ , .. ..• . NOTICE , . . :. . . . .. . . PENDING APPLICATION PROJECT NAME/NUMBER: TALBOT HILL SCHOOL REBUILD I LUA-96-760,9A DESCRIPTION: The applicant seeks Administrative Site Plan Approval(SA)In order la demolish three of tha eaisling buildings(42,498 fl.)and then construct a new el 784 sq.II.school building fora total of 56,993 sq.R. The 4,350 sq.R.roofed play area will be relocated es pad of this project. GENERAL LOCATION: 2300 Talbot Road South PUBLIC APPROVALS: _Building Permit _Preliminary Plat _Shod Plat • Conditional Use Permit _Rezone %XXX Site Plan Approval Environmental Review Shoreline Conditional Use _Other P _Fill&Grade Permit — Shoreline Substantial _Other Development Permit The application can be reviewed In the Development Services Division located on the third floor of Renton City Hall. • • Comments will be accepted any lime prior to Public Hearings.during Public Hearings.or prior to an administrative site plan approval.Comments for Substantial Shoreline Permits must be received within thirty(30)days turn the last date of ' epplieanl's'Notice of Applicallon'publicallon In the Valley Daily News. For further Intonation on ISO application,or if ' you wish to ba made a PARTY OF RECORD and receive additional project,please of the City's environmental determinations,appeal periods and/or the public hewing date(s)for this project,please contact the Development Services Division.ot 235-2550. •1 I• i - 13- r .••r, i r4 j .n• �I .n 1 a. 2r r ?l le 't o' i I r 12'. ® -.. /__Sf —M_c,1 L 10, I rr, . 9. .... .,gr'...... .. I__:': i C> \ • i . m �I Talbot Hljl Park .j 7 ® ��J City ecvnron IN z © `fir Y! —I I r: Mai E �tr ri c -� . HY t1,10 S. 2 TH Si y r � Isita '9Rr' Q 3p, { 4 al .o ' + L ' _ v CO.• '•• ,fri"k 92.1.#9c,i.La 1 ! ,, ' , �tr f •PLEASE INCLUDE THE PROJECT'NUMBER WHEN CALLING FOR PROPER FILE IDENTIFICATION. • CERTIFICATION ' . Ia )(,t ck SUM 4 hereby certify that 3 copies-of the above document were posted'b me in 3 conspicuous places on or nearby the described property on • ' DC-C. .lg-, 1°19U. . Signed: 8 9- 961A-Atrri STATE OF WASHINGTON ) . - . ) SS COUNTY OF KING ) . . I certify that I know or have satisfactory evidence that iivDVf e. rcc"/ , signed this instrument and acknowledged it to be his/her/their free and vo4r1-tary'act for the uses and purposes mentioned in the instrument. < .? •Dated: 111�1 q(o / ,p 1 ,_ .. NotaryState Pu ' in and fo a Staofr (a�sni t'qn," Notary (P ' t) ill "Q6/1-ACT 'n?..f•d_4-1e My appointment expires: &JG//�ld1. \ . NOTARY.DOC • __ NO-110E PENDING APPLICATION PROJECT NAME/NUMBER: TALBOT HILL SCHOOL REBUILD/LUA-96-150,SA DESCRIPTION: The applicant seeks Administrative Site Plan Approval(SA)In order to demolish three of the existing buildings(42,498 sq.ft.)and then construct a new 41,784 sq.ft.school building for a total of 56,993 sq.ft. The 4,350 sq.ft.roofed play area will be relocated as part of this project. • GENERAL LOCATION: 2300 Talbot Road South PUBLIC APPROVALS: Building Permit Preliminary Plat Short Plat Conditional Use Permit Rezone XXXX Site Plan Approval Environmental Review Shoreline Conditional Use Other Fill&Grade Permit Shoreline Substantial Other Development Permit The application can be reviewed in the Development Services Division located on the third floor of Renton City Hall. Comments will be accepted any time prior to Public Hearings,during Public Hearings, or prior to an administrative site plan approval. Comments for Substantial Shoreline Permits must be received within thirty(30)days from the last date of . applicant's"Notice of Application"publication in the Valley Daily News. For further information on the application, or if you wish to be made a PARTY OF RECORD and receive additional notifications of the City's environmental determinations, appeal periods and/or the public hearing date(s),for this project, please contact the Development Services Division at 235-2550. 75 �i--- lir 4 ,, ,Er-,„ --,„ : .,q-,,. 7,[1--- i ip, De: 0 — r t ---..-.:.0.--. i z t x o -429--- _ 26,---- 14tI1 ._mot_.74 •\ -�/.� - PL. S. l 1 ss• .5"b/ .fe_ 1 1P k• h 1. sv.. 5 J v 1 .. ��tt Vo 73 ,72 'r`-..d j 2: !/9 27. k lseeo 1 %1 i I II 'f Ib IS I 1 ; • r\is I —! ,gs Ia �I w � . : ..........0A- 1 0 i I • \ abf j S Talbot Hill Park • IR • � : . a n 9r m• so "r1 City opienton I I ' -__________ Renton Sehoor-___ a o Dist No.x07 g R _ I v C3 °N '�11.21 Ac su eo ' b 8 U r r, ate . . E I!' I 29 ze a ae .c. a 3s r is II II II of�]°t�k'® al ® l • •• z smi i�O S„goon, ,„ ,6... 2 TH ST. .o�` a., Ed III :• , I. , , ' - ii it ° * • ,,,..“"411 4. -r' 0. t'. . \ FI , 8 Q 9 II (Jll, Ijf „ W.. .CZ • s : . :C`iT_ _a W y. ''.a 537Ac. n" , r as > s aiTe C[ li\="Y ", `5", n 4�tQe V�,�F, a'�, i' v) •Ld y` ', "�tu enile ®° I�, ��{j�r' 33453: ?a .' I'" •I 5. .? v.-.�--' 1° 1 •S/it..e.::, '1'' ....� 1ef i� PLEASE INCLUDE;7HE P:ROJEGT NUMBER':WHEN CALLING`FOR';PROPER.F LE.IDENTI;C. . ::::..::I ......:......FI„ATL.ON : I d O >< > P.•. OJECT .I.NFO� M4T,:;.;;:;. '<»'< <` : Note ;;1f:;there is;more than:one;fegal owner;pleas8 attach:an:addi io'nal riotarized::Master.Applicationfor.each:o.wnerC .. :. .: PROJECT OR DEVELOPMENT NAME: f. NAME: Renton School District Talbot Hill Elementary School PROPERTY/PROJECT ADDRESS(S)/LOCATION: ADDRESS: 1220 North 4th Street 2300 Talbot Road South Renton, WA 98055 CITY: Renton ZIP: 98055 KING COUNTY ASSESSOR'S ACCOUNT NUMBER(S): 3023059073 TELEPHONE NUMBER: (206) 204-4470 EXISTING LAND USE(S): Single Family with elementary schbol as seco nd use PROPOSED LAND USES: NAME: Eric Becker Rebuild portions of existing school . COMPANY(if applicable): MENG Associates EXISTING COMPREHENSIVE PLAN MAP DESIGNATION: RSF • ADDRESS: 2108 Western Avenue PROPOSED COMPREHENSIVE PLAN MAP DESIGNATION (if applicable): N/A CITY: Seattle ZIP: 98121 EXISTING ZONING: • R-8 TELEPHONE NUMBER: (206) 448-9640 PROPOSED ZONING (if applicable): Unchanged nchan d PERSON ``< `>''« > '`>>>> `'> • 9 C SITE AREA (SQ. FT. OR ACREAGE): rAOPP Ve NAME: Eric-,Becker a �i V F. i • c 473,470 sf 0,02 7 1996 COMPAl Y(if applicable): : MENG Associates PROJECT VALUE: rr $5,000,000 IDEvbITYOFREt 0NNIN ADDRESS: 2108 Western Avenue IS THE SITE LOCATED IN THE AQUIFER PROTECTION AREA? No CITY: Seattle ZIP: 98121 IS THE SITE LOCATED IN ANY OTHER TYPE OF ENVIRONMENTALLY SENSITIVE AREA? TELEPHONE NUMBER: (206) 448-9640 Green belt in north portion of the site. i :<::::::::;::<�>::»:::::::::<::::::>::::>::::::: : � ...............................................a Csheet>if>::neGes ...... .)......... .::::...:.....:.:..... .::.::.:..::::::�:;;;.;;;:.::.;;::::LEGAL:::DESCRIP _ _ 1N.::;O :.�.:: ::::.::.:.::. :. ..................Y.......... ..... • • .........:.::.:.:::::......... x. .......:.:..:...::::::::::.:............•••.••::. ......::..TYPE .0. :....AP.P.L C ..T'I.. . .:.::.:.:............................,.::::....::.::::::::::e..............................::..::....„.......:::.:.„.. • fees ... .:: .. ... ..::... . . ...�,.,:.::.. ff:.�` iiiill:<de..ermine f ........................................ .. ••::.;•::.•:.•••••_:;:;.::.>•••••..;;.:::::.;::.: a >: hat:::a 1: :-::=:C)t. :::sta.::..::::.:::..:::....:: .:.:.:::::::::::.:::.:. .:. .. >:;;>:>::>:<:::><:>>::::::::>::::>:::»>;>::»::>:::;;Check;;all.::applic.a..t)on.typ...:S.�:�.::::..:::::...pp..Y..............Y....:... ... ...................................:............ _ANNEXATION $ SUBDIVISION: ' _ COMP. PLAN AMENDMENT $ _ REZONE $ _ LOT LINE ADJUSTMENT $ — SPECIAL PERMIT $ _ SHORT PLAT $ _TEMPORARY PERMIT $ _TENTATIVE PLAT , $ _ CONDITIONAL USE PERMIT $ _ PRELIMINARY PLAT $ XX SITE PLAN APPROVAL $ 1000.00 _ FINAL PLAT $ _GRADE & FILL PERMIT $ ' (NO. CU. YDS:/ . - ' ) PLANNED UNIT DEVELOPMENT: $ _VARIANCE $_ (FROM SECTION: 1 •.. _ PRELIMINARY _WAIVER $ .. _ FINAL _WETLAND PERMIT $ — ROUTINE VEGETATION MOBILE HOME PARKS: $ MANAGEMENT PERMIT $ _ BINDING SITE PLAN $ SHORELINE REVIEWS: _ SUBSTANTIAL DEVELOPMENT $ • _ CONDITIONAL USE $ - _VARIANCE $ _ EXEMPTION $No Charge — ENVIRONMENTAL REVIEW $ REVISION $ _ (To be completed by RSD_ prior to issue) SH.I Pi><isi: >:<i'<>> >€<€€i > >ii'>` i: ii: » €`<>> ii><``<'_> < >i> I, (Print Name)�Ck S Qe be ,declare that I am (please check one)_the owner of the property involved in this application,X the authorized representative to act for the property owner (please attach proof of authorization), and that the foregoing statements and answers herein contained and the information herewith submitted are in all respects true and correct to the best of my knowledge and belief. • ATTEST: Subscri ed and sworn to before me,a'Notary Public,in and E for the Sta a of esiding.at' _ ' (Name wner/Repr sent ' e) , on the02Z' * y of gnature of Owner/Representative) /'' �G %r�'�e�� ) • ( ' � :tar (Signature�> y Public) .... ................... :......................:....:::.......................... . i :sec io .to::be:com late...::..:X.....itY::::::::..:::::.�::::::.�::::.:::::::.:::::.;:.;:.;;:.;;:.;:.;:.;:.;:.>::.:::::::.:::::::.::::;:.;>:;.;;:..:.::;:..... .TP::: P:::»><I3: M.P:;<>::.:<:::> ::i:: ::::,::: ......:::::::::: :File:.N.umber...:.::,:...:.,:.. � . : : .............::::.....P.::.:::::::.:.::.:::..:............::.:::.:::::::.:::::::::::.::::....... :..:::.:: <::>:><:>::»::::»::>::>::::>::fini::>:<::<:» <;:>:>:::::<<:>:>:>«::::>::>glA.:.....::: .:....::::. ;:.; <.;:.;;:.. :;:<>:::A::«:>C .`:: :>::>:::s:>>: <: <`> : ::>:: :>:::`:>:: >>::>::<:«:>::> ,. : ,,;;, ,>:<:>: :;:'i: . . :.>:;�. ::»:<:<:%:',:><»:r«::::::::::>:; <, ' ;:: .; GE::>PRO.VIDED:`':$4 . :.: .:::... ::::::.`fOTAL..FEES.:.:S..1fl0.E}..00 . :::. >:.: .::. ... :..:...: ., ...... .......... MASTERAP.DOC REVISED 9/96 t• L__ �IRtij Y ... _ ^� ,, 4 , o . .� ry 2�4��4Gr�����,�.v {'�';��: ��irj^j�4 H'k y�'43•G;rirf!.f_i�,F�' • •'' • '4;vl:0e' t " +•..i•... a :..�,•'., .. GAL...,.DESCRIPTIDN ' �. NORTHEAST QUARTER OF SECTION 30, TOWNSHIP 23 NORTH, RANGE 5 EAST, . `„..v ram: • NORTHEAST QUARTER OF THE THAT PORTION-,OFTHE N� WASHINGTON, DESCRIBED AS FOLLOWS: • IN KING COUNTY. . .VNLLA1�El� MERIDIAN, OF SAID SUBDIVISION; BEGINNING AT THE NORTHEAST CORNER THE AORTHERLY. LIMITS OF SAID SUBDIVISION, A DISTANCE OF 1` ',�3" WEST. ALONG THENCE NORTH 8THE TRUE POINT OF BEGINNING; THENCEE FEET TO THE O 8 1649. WEST A DISTANCE OF 450.00 FEET; TO A POINT OF CURVE; NORTHDISTANCE OF 291.09 FEET.TO A POINT ON DISTANCE'OF 4E STFELT,MARGINOFF9 A 0O FEET LBOT ROAD; • THENCE4316'49 WEST A THENCE NORTH • . . THENCE NORTH 02'1g'37' EAST, ALONG SAID EASTERLY MARGIN, A T A DISTANCE OF 209.44 FEET TO A POINT ON • CONTINUING ALONG SAID EASTERLY MARGIN, ON A CURVE TO TH S RIGHT HAVING A RADIUS N THENCE CON OF 401.23 FEET;S ARC DISTANCE THENCE CONTINUING ALONG SAID EASTERLY MARGIN NORTH 27'06 46 THE NOR SOUTH THE S9•58 UNITS OF EAST,OF SAID ALONGSUBDIVISION: SAID NORTHERLY LIMITS, A DISTANCE OF 476.48 FEET TO THE TRUE POINT OF THENCE SOU BEGINING; EXCEPT NE NORTHERLY 30 FEE T THEREOF CONVEYED TO THE CITY OF RENTON FOR SOUTH 23RD STREET BY DEED RECORDED UNDER RECORDING NUMBER 6626493. . NDTES: ,,ccnc_ BY CLIENT ON 9-7-95. FOR DISCLOSURE OF .rcn iN CHICAGO TITLE INSURANCE COMPANY COMMITMENT FOR TITLE INSURANCE. TITLE ORDER i PROJECT NARRATIVE: The site is 1.08 acres located on the southeast corner of Talbot Road S and S 23`d St. An elementary school is the current use for the site. The proposed construction consists of retaining the 10,341 s.f. classroom building and relocating the existing play structure—constructing new 41,784 s.f. classrooms,gym/commons and administration area while demolishing the remainder of the structures. New parking,landscaping,playground and playfields,site lighting,storm drainage and utilities is also included. The current portable classroom will be replaced,updated and located at the southeast corner of the classroom wing. Site signage includes a readerboard on the corner of Talbot and 23rd and a monument sign near the main entry. The regraded playfields will create a 2.5:1 landscaped slope on the south portion of the site. There are no wetlands presently on the site. Renton School District is the lead agency on the SEPA review. The process for SEPA review is expected to be complete prior to the completion of the site plan review. • • • • RECEitiFn NOV 2 7 1996 VE N G DEVELOPMENT PLANNING I CITY OF RENTON Construction Mitigation Description Construction will begin mid June 1997 and project completion will be August 1998. Phases of the project will include building demolition, site preparation, site grading and utility installation, and building construction. Hours of construction will be from 6:30am to 5:30pm Monday-Friday. Proposed hauling routes will be from South 23rd Street onto Talbot Road S., directions north and south to other major arterials. During demolition, debris will be sprayed with water,to reduce dust during dry periods of construction. Truck tires will be cleaned before leaving site. RECEIVE! gl@_f 2 7 1996 wrvtLLAi icNT PLANNING CITY OF RENTON Introducing • • • •,.__ _ • _ 4,,, . TY - .,,'-,-',-!T•t+- 7-r-ti...is--te e.f�('-',:' itectilielt . " A"..1.1'"'4.212a. ",.1.-LI.:.'":'-;:.•• ' . ' 11. 10 5 • ...,. •,..„...,,,r, ..„.........,...„ ,.....,,,,...„ ., . ....„ „...t.,.„..........„.:„..., i. „.:: .. .. •. '.r:•;?..„: •:�st-,� `�%�': •= . I.... �.. .. A new departure from traditional fixture design!41if ;, 3 ;,� ,��AC.,-,^,4 z-pr, ,• 7 Y- -.;'d-lmti,-..'.f;i*z-1--t":.:t--•',,,.::''a:„.:..:a4:_ .-.:-„.. Design SL/SLY - _- - : :it .? :::-,..1...z-.;!-3v:.,_...-i1.ii.-- Design SL Design SLY ii In Attractive, modern, high efficiency area 0 Square aluminum housing and flexible"tool-less"assembly lighting fixtures designed to provide excep- system permits field rotation of the reflector assembly in. tional performance and maximum ease of in- seconds. stallation and maintenance—70 to 1000 Watts ❑ Choice of mounting arrangements.. . Design SL arm- IL mounted fixture suitable for mounting one. two,three or 0 High efficiency segmented reflector systems provide a four fixtures per pole;Design SLY yoke-mounted fixture 4 choice of lighting distributions. available for pole-top mounting. • 0 Innova[ive"tool-less" assembly system permits rapid access 0 Choice of thematic architectural trims allows customization •fit• to lamp, reflector and ballast tray for installation and main to suit any architectural style. itenance without tools. Fixture can be completely disas- sembled in seconds . . .even with gloved hands! 0 Wide choice of standard and optional colors. ef *, . Specifications: -}g Housing: One-piece highly-tooled Dual Gasketing: The lens is fully sembled'e'he housing with concealed Installation:Design SL housings are formed aluminum, with integral rein- gasketed to the lens frame with closed stainless steel latches and hinge pins, provided with a cast aluminum 2.5' 3 • forcements and concealed fasteners cell neoprene.The lens door frame is -.:fir r-. long arm for mounting a single fixture and welds.Housing designs are inde- gasketed to the -7,,,.... -,-,: _ r::, ... or Irvin fixtures at 180'.A 12.5'long ,•. pendently vibration-tested for struc housing with a �- ;.� . aluminum arm is supplied for 4.: tural rigidity and strength in two per :_. dense silicone __'` mounting configurations.Design SLY • extruded �.;4--.1: .-_-. *�. � pendicular axes, up and down and �'': -• gas- ..r,._,Q�:. s provided with 1/2'aluminum 6061 - side-to-side. The fixtures are U. L. X -�ys ket featuring -° ' - .: T6 Schedule 40 pipe yoke,cast alumi- 71 fisted'suitable for wet locations.' twin flexible ex- - ' num side caps and pole-top fitter,and tensions to provide a double seal. ii . _.7_J E' matching pole top plate. • Lens and Lens Door Clear,heat and _ , impact-resistant tempered glass lens, Optical System: `;'- �� ,• Ballast All ballasts are WA type, • secured in an extruded aluminum door The luminaire is equipped with a multi- permitting easy tool-less entry into the with power factor of 90%. • ' K s. frame with internal corner keys.21'& faceted segmented reflector,electro- ballast chamber. Reflector systems 2T fixtures with VS and /R distribu- can be easily rotated in 90° incre- bort use square convex lens,all others - mentsorinterchangedwithouttheuse 1r- 13 t..use square flat tens.Note:Drop acrylic .- of tools.Design SL and SLY are avail- .t _ '• , ,.lens(DA)is standard on 21'vertically- — _ -�- f"' y :;/_=- - able with the following reflector sys- >r'••�•• -•-•�•�'- ' tamped units. •-� tems:1)Type S(16'&21')—square 'f7-"--—,-°- '*'- - r_w;�; -1 1t '..t distribution; 2) Type VS — square 0/bailastsandassoraledampahenlsare `` r' -•� •••� wiledwtlh u�t•&scYrv,erlsandare • Jf. -r*` �T�^f� ; E� ? E�, � distribution;3)Type VR(21'82T)— mounted on a va which is ea removable y, ,---7-""� '�••-,-: .�:. '� rectangular distribution;4)Type I(16' ire„thekrmre smuts r" -rf4f.-=7-'`: 'cs. 4Y,= &21')—asymmetrical distribution;5) -. y?} —� + ape III—asymmetrical distribution; Finish: Electrostatically-applied 1. i. .:: _ r, ._ -- and-6)`ype r--ibrwarcfihrow dish- baked enamel finishes are applied " ., ----,,. .x, -;.IITy .- •:'7 , bution.Type VR and VS distributions over aluminumsurfaces.Thesebaked `` `r `=a"• "'�" ' i use vertical lamp;all others use hori- enamel finishes meet or exceed all y.-= .f,t wis door frames are extruded aluminum with chemically brightened,anodized and zontal lamp. All photometric data is AAMA requirements for 1,000 hour -'.bred comers and ate equippedwith p, :ertified by an independent testing exposure. 'y awastainiessslee wchesandhngepin; sealed. The reflector system is as- P g salt spray_ p -• easy ass 10 the lamp mpait- .aboratory. >`. -.1 • acomplete removal without loots • � PROJECT: T1LD0T HILL ELS1EUTARY SCHOOL r 11530 Mfifrose Ave. ' . .` GCGLt•�l Ze. tin • TYPE tI110F1Ci0RER DESCRIPTIOI •• 0' P. O. Box ark ' Franklin Park, IL 60131103( SITS QUALITY SL2I SERIES � N a i obeli,' 5i-re Li4i4TiNcl , NY 9 7 1996 4.,' ..;.:',;: ezo ,r tJG 7v4-% Ucvct-uePi t T PI.ANN CITY OF REt4TON . . .. ,.. . =772-41 LL11 tal 1 4ittP) 1 00, 1 ...7- , ,....,..... \:: . _ .... , -.-.. ... . . •.,... . .r: ......1 •'''.-.--....7..--- :. -=-..=-•.r_r_- 4 ..cr ,- • ..—_ -. — . . .-. . . . _ .--- - —-- "7 :-" ' _1— / • .V---- ----— • • - • - -..,.. ..; — 4b-1•4COL. NP.ktICI lLL2-4 INP1/41-E %' . .• ....y. r ; IMP •=110 9 e 15,4" : . -II . . . ........__ . , . "../ , • , - 1 05:0V 1 1....., : .. _.... • • - .. . . . . . . . • . -5- 1401-; 61 eW ( 12-FrAP .•14'• *WA>4 > - _ __ 1--PZI1VrA44if * copgiaz-' --or TAI-ifOr.A4412 ..ZW47,.. _ _. . .....VIVWo) . I 1"'.7-00.1O . .. . RECEIMED NOV 2 7 1996 DEVELOPMENT PLANNING CITY OF RENTON ^r1.06ds 'Pot l.tiTt6�s 1.. 1�+� 14 t T . 1� • r L e M f N T I. R, Y �. I��0 2.30o ,rAt.sof ' moAD sown; it tz'-o '7� 2eLb. ��"" �*r 114 P to a "T . 0 Mbt.IONlt T lroN . l4".- 11.-0 M f✓1JC t1 /016 FR CE VE iflV 2 7 1996 i}cVELOHViaN1 PLANNING CITY OF RENTON ,.•girt Eleven--Clapter 197-11 SEPA Rules fi I -' / t" `� WAC 197-1 1-960 Environmental checklist Purpose of Checklist: The State Environmental Policy Act (SEPA), chapter 43.21 C 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 agen- cies 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 best de- scription 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 ap- ply'. 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 in- formation 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 AD- DITION, complete the SUPPLEMENTAL SHEET FOR NONPROJECT ACTIONS (part D).. 'applicant.' and 'property Or site' For nonproject actions, the references in the checklist to the words project, p P Y should be read as-'proposal,' 'proposer,' and 'affected geographic area.' respectively. A. BACKGROUND RECMVED 1. Name of proposed project, if applicable: �`� 1996 Talbot Hill Elementary School DEVELOPMENT PLANNING 2. Name of applicant: Renton School District/Capital Projects Office CITY OF-RENTON 3. Address and phone number of applicant and contact person: 1220 North 4th Street (206)204-4474 Renton, WA 98055 Contact: Jan Durocher Facilities Planning Manager 4. Date checklist prepared: 10 October 1996 5. Agency requesting checklist: Renton School District " 6. Proposed timing or schedule (including phasing, if applicable): Permit submittal : December 1996 Bidding: April 1997 Construction: June 1997- July 1998 7. Do you have any plans for future additions,expansion, or further activity related to or connected with this proposal?` If yes, explain. Possible installation of future portable classrooms. 0 SEPA Rules __ Part ©even-197-11-960 II. List any environmental information you know about that has been prepared. or will be prepared. directly related to this proposal. Geotechnical testing/report Survey (topography and boundaries ) 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. No. 10. List any government approvals or permits that will be needed for your proposal. if known. Building and Construction permits (City of Renton) Forest Practice (Department of Natural Resources) 11. Give brief, complete description of your proposal, including the proposed uses and the 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. (Lead agencies may modify this form to include additional specific infor- mation on project description.) Scope: The work shall include the demolition of existing 1969 administration, classroom and gymnasium buildings with the 10,400 square foot 1991 classroom (� addition remaining. Construction of approximately 41,000 square ,feet of classroom, administration and activity space on an eleven acre site. An existing covered play structure will be relocated. The sitework includes complete parking facilities, playfield and recreational equipment. 12. Location of the proposal. Give sufficient information for a person to understand the precise location of your pro- posed 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 the range or boundaries of the sitc(s). Provide a legal description, site plan, vicinity_map. and topographic map, if reasonably available. While you should submit any plans required by the agency, you arc not required to duplicate maps or detailed plans submitted with any permit applications related to this checklist. 2300 Talbot Hill Rd. S Renton, WA 98005 That portion of the Northeast quarter of section 30, Township 23 North, Range 5 East, Willamette Meridian, in King County, Washington. See attached • for legal description and vicinity map. EVALUATION FOR TO BE COMPLETED BY APPLICANT AGENCY USE ONLY B. ENVIRONMENTAL ELEMENTS 1. Earth a. General description of the site (circle one): Flat. rolling.40 steep slopes, mountainous. other ( ; •. b. What is the steepest slope on the site (approximate percent slope)? `~ • 40% Put Eleven-197-11-960 SEPA Rules EVALUATION FOR TO BE COMPLETED BY APPUGNT AGENCY USE ONLY • c. What general types of soils are found on the site (for example, clay, sand, gravel, peat. . =fs' muck)? if you know the classification of agricultural soils, specify them and note any prime farmland. Silty sand and gravel fill over sandy silt. Lodgement till over sandstone/siltstone bedrock. d. Are there surface indications or history of unstable soils in the immediate vicinity? If so. describe. No. e. Describe the purpose, type, and approximate quantities of any filling or grading pro- posed. Indicate source of fill. All fill with the exception of landscaping topsoil , will be generated on-site (approx. 18,000 c.y. ) . This is for the purpose of creating building pad area, on-site play areas, and adjusting the field drainage. A balanced cut/fill condition is anticipated. generally describe. f. Could erosion occur as a result of clearing, construction, or use? If so, g y Erosion will be controlled by silt fences, checkdowns and other appropriate measures in accordance with City of Renton standards. g. About what percent of the site will be covered with impervious surfaces after project construction (for example, asphalt or buildings)? Approximately 37% • h. Proposed measures to reduce or control erosion, or other impacts to the earth, if any: Erosion will be controlled by silt fences, checkdowns and other appropriate measures in accordance with City of Renton standards. 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 project is completed? If any, generally describe and give approximate quantities if known. Construction will result in engine emissions and dust normal to the operation of construction equipment. Asphalt paving and roofing will also • generate temporary emissions to the air. b. Are there any off-site sources of emissions or odor that may affect your proposal? If so,- generally describe. No. c. Proposed measures to reduce or control emissions or other impacts to air, if any: During construction excessive dust will be controlled by sprinkling with water. SEPA Rules ran c. vcn—&7. 1-7w EVALUATION FOlt TO BE COMPLETED BY APPLICANT AGENCY USE ONLY • 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. No. 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. Not applicable. 3) Estimate the amount of nil and dredge material that would be placed in or removed from surface water or wetlands and indicate the arca of the site that would be affected. In- dicate the source of fill material. Not applicable. 4) Will the proposal require surface water withdrawals or diversions? Give general de- scription. purpose. and approximate quantities if known. No. 5) Does the proposal lie within a 100—year floodplain? If so. note location on the site plan. No. 6) Does the proposal involve any discharges of waste materials tp surface waters? If so, describe the type of waste and anticipated volume of discharge. . No. b. 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. 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) arc expected to serve. None. U S. Part ;Eleven— SEPA Rules197-11-960 , EVALUATION FOR TO BE COMPLETED BY APPUCANT AGENCY USE ONLY • C. Water Runoff (including storm water): 1) Describe the source of runoff (including storm w aterere will )his anwater method of collectis wand disposal. if any (include quantities. if known). flow into other waters? If so, describe. • Runoff is generated from roofs and surface runoff. This runoff will be conveyed via conventional storm conduits, bio-filtration and detention to an existing storm drainage system in Talbot Road. This system's runoff ultimately terminates in the Green River. 2) Could waste materials enter ground or surface waters? If so, generally describe. No. d. Proposed measures to reduce or control surface, ground, and runoff water impacts, if any. byErosiowinlaccordancelwithCitylofeRentoncstandards, and other appropriate measures 4. Plants a. Check or circle types of vegetation found on the site: j deciduous tree: alder, maple, aspen. other a evergreen tree: fir, cedar, pine, other t j shrubs , grass pasture _ crop or grain wet soil plants: cattail, buttercup,bullrush, skunk cabbage. other — water plants: water lily, eelgrass, milfoil, other _ other types of vegetation b. What kind and amount of vegetation will be removed or altered? Trees on the sitewill be removed: Plantings around the existing rbuilding wifll b removed durin dlandscaping.mlion. Areas that are regrade will removal of the existing c. List threatened or endangered species known to be on or near the site. None identified. d. Proposed landscaping, use of native plants, or other measures to preserve or enhance vegetation on the site, if any: Landscape buffers conforming to City of Renton zoning code will be installed. Trees and planting areas will be placed at various locations to enhance the character of the site. 5. Animals a. Circle any birds and animals which have been observed on or near the site or are known to be on or near the site:` birds: hawk, heron, eagle,songbirds, other. Crows, s.q ti,l 1,s,,. mammals: deer,bear, elk,beaver, of er: ..Sma1.1.Mmna)S. an l y fish: bass, salmon, trout, herring, shellfish, other. ( b. List any threatened or endangered species known to be on or near the site. None identified. SEPA Rules "•• •.._ -- EVALUATION FOR • TO BE COMPLETED BY APPLICANT) AGENCY USE ONLY • !`. c. Is the site part of a migration route? if so, explain. No. d. Proposed measures to preserve or enhance wildlife. if any: None identified. • 6. Energy and Natural Resources 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 be used for heating. manu- facturing, etc. Natural gas heat pumps will be used for heating/cooling. Electricity will be used for power, lighting, b. Would your project affect the potential use of solar energy by adjacent properties? If so. generally describe. No. • c. What kinds of cncrgy conservation features arc included in the plans of this proposal? List other proposed measures to reduce or control energy impacts, if any: Micro-porcessor controlled heating, cooling, energy management system Energy efficient lighting at prescribe d levels of illumination. Adhere to Washington State Energy code 7. Environmental Health ( ' a. Arc there any cnvironmcntal health hazards, including exposure to toxic chemicals, its k of fire and explosion. spill, or hazardous waste, that could occur as a result of this proposal? If so. describe. None associated with the new building or site. Asbestos removal will be required prior to demolition of the existing building. 1) Describe special emergency services that might be required. None identified. • 2) Proposed yteasures to reduce or control environmental health hazards. if any: Controlled. asbestos removal with approved methods and qualified contractors. b. Noise I) What types of noise exist in the area which may affect your project (for example: traffic, equipment.. operation, other)? None. 2) What types and levels of noise would be created by or associated with the project on a short-term or a long-term basis (for example: traffic, construction. operation, other)? Indi- cate what hours noise would come from the site. typicallycm ccebetween consist AMfand construction Mondayt-oFriday. Long-term �• c occur noise will consist of buses and vehicular traffic 8:30 AM - 9:30 AM and 3:00 PM - 4:00 PM, Monday - Friday. Community use of playfield may produce limited noise. • • Part Elevea--197-11-960 SEPA Rules. _- EVALUATION FOR • TO BE COMPLETED BY APPLICANT AGENCY USE ONLY 3) Proposed measures to reduce or control noise impacts, p cifw 11 be limited to certain Noise generating construction operations time periods by construction contract. 8. Land and Shoreline Use a. What is the current use of the site and adjacent properties? Elementary school in a residential neighborhood. A park exists along the east property line. b. Has the site been used for agriculture? If so, describe. No. c. Describe any structures on the site. Existing school buildings built during the late 1960' s and an additional classroom building from 1991. Portable classroom buildings. d. Will any structures be demolished? If so, what? and classroom buildings. Yes- Existing 1969 administration, gymnasium e. What is the current zoning classification of the site? Rezoned R-8 (Residential 8 DU/Acre) f: What is the current comprehensive plan designation of the site? Residential with school as secondary use. g. If applicable, what is the current shoreline master program designation of the site? Not applicable. h. Has any part of the site been classified as an 'environmentally sensitive' area? If so, specify. • None known. i. Approximately how many people would reside or work in the completed project? -- -Approximately 45 staff personnel will work at the school . j. Approximately how many people would the completed project displace? None. k. Proposed measures to avoid or reduce displacement impacts, if any. Not applicable. 1. Proposed measures to ensure the proposal is compatible with existing and projected land uses and plans, if any: Project will be designed in accordance with the City of Renton zoning code and Land Use code. SEPA Rules ••.•••ir--.,. .. • EVALUATION FOR TO BE COMPLETED BY APPUCwni AGENCY USE ONLY • Le: 9. Housing a. Approximately how many units would be provided. if any? Indicate whether high. mid- dle, or low—income housing. Not applicable. b. Approximately how many units. if any, would be eliminated? Indicate whether high, middle, or low—income housing. Not applicable. e. Proposed measures to reduce or control housing impacts. if any: Not applicable. 10. Aesthetics a. What is the tallest height of any proposcd structure(s), not including antennas: what is ro the principal exterior building material(s) proposed? Approx. 36' maximum height at ridge. Primary exterior materials will be brick, concrete masonry units, glazed masonry,metal panels and composition b. What views in the immediate vicinity would be altered or obstructed? shingles. None known. c. Proposed measures to reduce or control aesthetic impacts, if any: Roofs sloped 3:12 similar to houses in the neighborhood. New building is placed in the vicinity of the existing 1969 buildings. 11. Light and Glare a. What type of light or glare will the proposal produce? What time of day would it mainly occur? Parking lot, building lighting and upgraded street lighting required by City of Renton. b. Could light or glare from the finished project be a safety hazard or interfere with views? No. c. What existing off-site sources of light or glare may affect your proposal? Automobile lights. d. Proposed measures to reduce or control light and glare impacts. if any: Landscape features. 12. Recreation a. What designated and informal recreational opportunities arc in the immediate vicinity? A playfield with soccer goals, baseball diamond, basketball hoops, court games, and playground are located on present site. A park is adjacent to the facility, it includes a baseball diamond, play structures and restrooms. b. Would the proposed project displace any existing recreational uses? If so, describe. . No. The proposal will improve the existing playfield and enlarge the hard surface play area. Part Eleven-191-11-960 SEPA Rules EVALUATION FOR TO BE COMPUTED BY APPLICANT AGENCY USE ONLY .�Y C. Proposed measures to reduce or control impacts on recreation, including recreation op- portunities to be provided by the project or applicant. if any: An improved so.cce aseball playfield with nderdraina a will be provided. Covered and open basketball courts,will ste riped games and new playground equipment withsafety 13. Historic and Cultural Preservation a. Are there any places or objects listed on, or proposed for, national, state, or local preser- vation registers known to be on or next to the site? If so, generally describe. • None known. b. Generally describe any landmarks or evidence of historic, archaeological, scientific, or cultural importance known to be on or next to the site. None identified. c. Proposed measures to reduce or control impacts, if any: None. 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. Talbot Road borders the site to the west and South 23rd St. to the north. Vehicular traffic will mainly enter the site from the west off of Talbot Road and onto South 23rd. Secondary access for vehicles (not including buses) will access the site from the north h alongts the a ere Avma tee. -distance and onto to South 23rd. b. Is site currently served by public transi nearest transit stop? Clo� sest Metro stop is at Talbot Road intersection of South 23rd both north c n How south bound. spaces would the completed project have? How many would the project eliminate? 7.8-.permanent stalls will replace existing 67 stalls. 8 new bus drop-off stalls will d. Will the proposal require any new roads or streets, or improvements to existing roads orbe provided. streets, not including driveways? If so, generally describe (indicate whether public or private). None. e. Will the project use (or occur in the immediate vicinity of) water, rail, or air transporta- tion? If so, generally describe. No. f. How many vehicular trips per day would be generated by the completed project? if known,indicate when peak volumes would occur. Buses: 8 trips twice a day. Cars: Teachers- 48 trips per day Parents- 30 trips twice a day. SEPA Rules EVALUATION FOR TO BE COMPLETED BY APPLICANT AGENCY USE ONLY • I g. Proposed measures to reduce or control transportation impacts, if any: Parent access to site will be restricted to S. 118th St. Bus access will be one way and be separated for ve iularstraffic. Signage will be provided. Parent drop-off loop is seperated cm 15. Public Services a. Would the project result in an increased need for public services (for example: fire pro- tection, police protection, health care, schools, other).' If so, generally Fire protection will be enhanced by an automatic sprinkler system. Other public services should remain unchanged b. Proposed measures to reduce or control direct impacts on public services, if any. None. 16. Utilities a. Circle utilities currently available at the site: electricity, natural gas, water, refuse serv- ice, telephone. sanitary sewer, septic system, other. b. Describe the utilities that arc proposed for the project, the utility providing the service, and the general construction activities on the site or in the immediate vicinity which might be needed. City of Renton .• Water and Sewer Puget Power -- Electricity US West Gas Telephone Washington Natural Gas Natural • C. SIGNATURE The above answers arc true and complete to the best of my knowledge. I understand that the lead agency is relying on them to make its decision. - Signature: , Date Submitted: Prepared by:illi- )111111" 7:411111°.1111111.11r . /0 '- /c en. Arch' ects Da e • U BEGINNING AT THE NORTHEAST CORNER OF SAID SUBDIVISION; THENCE NORTH 89'58'43" WEST, ALONG THE NORTHERLY LIMITS OF SAID SUBDIVISION, A DISTANCE OF 664.83 FEET TO THE TRUE POINT OF BEGINNING; THENCE SOUTH 01'43'11" WEST A DISTANCE OF 842.30 FEET; THENCE NORTH 88'16'49" WEST A DISTANCE OF 450.00 FEET; THENCE NORTH 43'16'49" WEST A DISTANCE OF 291.09 FEET TO A POINT ON THE EASTERLY MARGIN OF TALBOT ROAD; THENCE NORTH 02'15'37" EAST, ALONG SAID EASTERLY MARGIN, A DISTANCE OF 45.22 FEET, TO A POINT OF CURVE; THENCE CONTINUING ALONG SAID EASTERLY MARGIN, ON A CURVE TO THE RIGHT HAVING A RADIUS OF 925.00 FEET AN ARC DISTANCE OF 401.23 FEET; THENCE CONTINUING ALONG SAID EASTERLY MARGIN NORTH 27'06'46" EAST A DISTANCE OF 209.44 FEET TO A POINT ON THE NORTHERLY LIMITS OF SAID SUBDIVISION; THENCE SOUTH 89'58'43" EAST, ALONG SAID NORTHERLY LIMITS, A DISTANCE OF 476.48 FEET TO THE TRUE POINT OF BEGINING; EXCEPT THE NORTHERLY 30 FEET THEREOF CONVEYED TO THE CITY OF RENTON FOR SOUTH 23RD STREET BY DEED RECORDED UNDER RECORDING NUMBER 6626493. .,. . • ' , , . . . . . _ e • • . .-----\ ......, • ( ) . , ... rd ilit414. . . 7 . • '. ..7.... -lit .11146 4 16: 1 ' 11-11...0°i , ,•,'W,1314 :,--ii.•-.4 n.....71:,8. 15.7. • • / r-- --,,...-dro..' %-. ,:i .11114in' -.„ .„-••;,:-.,.. 7. iht • .is..•°Li. 61111511 50 ie'..r t1:- :: ) . 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Powell Ave SW / 46/ V .. • •••• - - ` US . —.>,•,c.a-.cr..,4, .. . il • • • . , c... ;/'• * - Raymond Thomas Ave S (A r w . n Ave S - ---. ...1. Imo .... r, Raymond ci:4 , * * .. ,..., soineegt..vc V I , ..-.... . V) -4 , co Lind Ave -.4 • _ . ' Lind Ave SW cel -11 4a * * (Pc * a i 1 I iv , -• Maple Ave SW „.. co •14 • (...) `13 Taylor Ave '. -..,. net Valley REPS ,..% .. •I .. 'N•• •A .11199 • , 'MN 161. 14 i = "Id a4e1 --' m M i Ili, , I s g 61-- ST Lake 0 Peri Talbot r-si •• . s aeml . .„ s 0• 0 -..0 S-V.A. seA , -I to ta co .14,,r4 " -micali # 1•6' ••• co $.4 .. atluck ..;• us 21 .. rut .., s..i ....„..4, -., 0 cn • 0 s < l'itibOt MI" MOO arat b, N.\ ..,..6. ? 0 Z,S it N .•%A;lk . - -7 Mc i is Ave S -. • !CA 47 IN6 L 1,—v. .. .$; ',11h1„_. • ... "0 • r ' Ake cil ..... 4. ,Al. . 'r`6 ii. vs i• S -, ... • ,v,.r co _. , . 5,,r:,.... . , ‘,,,_ 44,0. -- " .".f. ,,,AMilither%A-‘ve .L'' /1-. 1 (f) --- n. 7- • gili A..7 7 . 0 Cn (.6 ..,, IA ( tilP tfl CT 47-.,, ..p„ I IMINI -.I . 11,/t. • - .., Willianis Av 1019 N111111;1111111"4"44ft'll-111'- r . 1 104 Aq.• '• ) 703 A v 4.. 1(14 AV L. (i) t)04 \ \AS ei .`igAllii0.11... 0 • Ceder.Ave S I si CIS, KI -.4 • C 03 1::.°°4 004.0aCsi .•,„.• Redo u, cn 105 Ave SE sir ' co 105 Ave --- r... t' 'S -1? •-4 Rento o to co ,- 1 lor, Ave SE u) 1 rGf 0 . .. . mi . 3.., . /VA 4. .''' • -"•......" 01 I-11.0, ID A V ' 2108 Western Ave '4 SW 1lth Ave232 Washington AveSeattle,WA 98121 206.448.9640 Suite 400Suite 200 Portland.OR 97205Bremerton.WA 98337 tax 206.728.MS'i503.24Jd639360.377.0250 =+' :., MENGassoc®aol.com fax 503.22d.3626 tax 360.377.0138 Yam . -k' ' November 26, 1996 -a-AO*AP •r . Mark Pywell, AICP • r !4 •,, City of Renton .*ri�, '(* Development Services Division '3'` °' $` °{x 200 Mill Avenue South Renton, WA 98055 ARCHITECTURE ENGINEERING Re: Parking Requirements for the Talbot Hill Elementary RESEARCH Dear Mr. Pywell: ANALYSIS We are requesting approval of our deviation from the current zoning code of (1) parking space per staff member at the proposed Talbot Hill Elementary School. In addition to providing 45 parking spaces for the forty five staff members, 28 additional spaces are being provided for visitors spaces and parent drop off. We look forward to working with you on this process. Please call if you have any questions. Sincere) , P. Eric cker, AIA MENG Associates • - ECEIVED NOV 2 7 1996 DEVELOPMENT PLANNING CITY OF RLNTON d:\Projects\95\95121\112696 transmittal _....._.....prolec,.............T...............................................................................,•_ ............................................ � h 1 1I t u 6 r s x/,rT d o c I d ' 1 2l r ,a G i EX RAN /4112/1S Pfr'M ' _ zAr • t %/ .ePM� v' E 7 v. Ls,sU,12 �1 to w.s►. are..sending.you.....❑ attache.d...................._.............................................❑..u.nde.r sep.atate .cover ❑ taxi , via . . . the following Items: SIT,.Pt.a"1 Arfla9VI dat.e.....,._1_I..IZi...'41I. ..._...............t.ime..................................................................._.................................pages..fazed........................................................... ................_ . copies i f�1,(J,date description • • • these are transmitted as checked below:_.. ... .. . • r2c4or approval. . . ....... ❑ approved.as.submitted............D resubmit ........ ...... copies for .approval . . PI.tor your use. . ............ ..... ❑..approved.as..no.ted........................ tleubmlt..................................... copl.es for distribution . . ❑ as requested . . ❑ returned for corrections. . ❑ return . . . corrected prints ❑....f.o r....b.l d.t....du..e.:.._...._....__........_._.._.._............. —..._........._......... 1.4.._.._.—......._....__................❑....p r.J n.l.s._..r.e.t ur.n..e..d.._....._..__.._..__..............................❑...1.o a n.ed..t.o...0 s....._..................................: • .. .remarks........S..r/.. .. ........ tieSotT.4.1._nitit.S.......4 F -T5.R.........COlf r ..... .................._...._.. .........._... PlaffitAt MAPS MAST M Pt,l cJA�d J —I I c o — 16T ............ ..V.1. oN........ ............_!._.......... ..........._L... c.,thus►T......_—......1.1...coif ....................._........Strt✓...Ft•siv.._-...tI....caPies................................. • ISAril.f lao..LAbet.J5....-.....1...S6T.7.7..................................................... ...... ............................... ...&&3401.N6.CLAN —7LoPIfs .... f).€0&.r-t '5.....-3...c.o ..as............................................. . ._ +.41.66-RAN- .4oP1& 711. _r6ePS.........._. ... . . ....... _ .....--._ ... _ _ - ,.r ...R —5cvp . . . .....II IAcie,e l..v6.-....11.. c4:onls............ .................. ......................... - Se S G +srr- �,t.__Mill. on,,— I te- .ems__ — - N.-i[ &...... ... ._.N16.._1fr eoe-*to.o...._.Peime ,_. .. —....11....car.°1 ......_........._............._.__ t -._.ExavAr c -t..I.c ..Pi..t 5...................... 1 Tip,66;.._641711.N.......lN ..rbigil— 11 .65.............._..........._... _._._................_.... t a ,..s...-....I..l-_c44.9.e6................................. —.._s.lyn.a.dt7L..-7-.. . ._ .. _... ._d/ ............_.......................1 MENG 2108 western avenue telephone I206.448.9640 ® ELM IItx^Y+ ,.`-■-s '� ■ -,� -�� seottle washington 98121 facsimile 1206.728.6053 INVOICE City of Renton Finance Department Date From Department Authorization Planning/Building/Public Works Dev Services J i h Customer Number Account Name PO/Reference No ❑ Original Invoice ❑ Credit Memo ❑ Debit Memo For Invoice: Invoice Title (Standard Invoice Type) Description !! ' Amount € i I 1 i1 SG41 I `7��Sktk r `1b��''i Lpp out' 5* eldfnet t`.aorr)un( ct�,4? (� ! ^ �'� Lila q�0-'i�"-D S���2 P Ian �pOtTttl � �.3 1,000 OP � LtrAg4-KL, Po s e a Cog Account Distribution Amount INVOICE TOTAL $ 23, (pi Comments: g,11` a Aciarez- d-t''n cGt',I V��S+c--rT� N1�. D3 mai es P net S � 1220 Norkik q day, , uM e-SOSS Document2/ ... LoP.9(0-i 5 a. • „ . . ,,.. ....ORIGINAL: :VENDOR . DATE :;.i..; -..... . •• , ''..'.:.• : ... • • - ••. ' . RENTON 'SCHOOL.::DISTRICT :N0463 !& 2- i.; 1 '... • ':7: :. : • : •'. •-•.:,f . November 27, 1996 , .. ,...•.. ..,,,N.;.'.. 0.,;_9-..., .• ,.,•: • : , :. ,• ' .,- -.,,,,,. .,.• ... ,' ,. • .* t '.1/. s.v.a. :: „ „...-44) N0 i '••••• ,.:,.; .•••, " •-,••• .,• ....,,i;:.F I.t..;:.-ilv...,:•,,,: .,,: ,,• •,... ; ..,-.,-,•: .. ,........,•, , ,, ... . .. --- - - , • ..: .• . ... '. .. •PURCHASE . • • DELIVERY REQUIRED. . . . • . ' •'•.'i'.1•• • ". '•'''• !..-.:1'.-.5 :', '- ::.••••• ..-` • • • •.'• •'• •• • . • •• 8 • N/A ' TERMS • ' • Net 30 days 10 CITY OF RENTON ..:•• . • • . • —•. . ., (VENDOR) .; . • Finance Department • ,. .• . so100/a • . • . 200 Mill Avenue South • - z, • . • Renton, WA 98055. . . • •" ..... • 403 . • , • TEL: ( ) .• • . FOR BILLING ONLY ' , • . . i • NO INVOICES ACCEPTED i SHIP TO. . • • • . : : . . . • •,- . ti : • • . .• . . ' ' . .• ..•.:. . WITHOUT P.O.NO.REFERENCE • ... . • RENTON SCHOOL DISTRICT NO. 403 ' • . . SEND ORIGINAL INVOICE AND TWO ' * 'Facilities planning . ! COPIES TO: 1220 North 4th Street , • RENTON SCHOOL DISTRICT Renton .'-WA-.'98055sc-:'' ' '•:''''''. - ''' 7,-,1,!.,,1 ?!;,:t.r.,.I.F.,p..1,r.,,,-:-1,-1,-..:.!,-7:• ••,,,,- ,,•-..r.:"?7,r,'r•",--,BUSINESS OFFICE-i•-..-! ,,;: • : ••:• .' '' /, 435 MAIN AVENUE SOUTH ' I RENTON,WA 98055 •F.O.B.POINT (VENDOR DELIVERY CHARGE , 12 • SEE REVERS6 • POINT 5) ri YES . I-1 NO (ENTER AMOUNT BELOW) , • > „.,,,,, I 4 ‘-.1 I I 15 UNIT 16 ITEM NO. 17 . NOUN-ITEM DESCRIPTION ' 18**6,19 UNIT PRICE 20 TOTAL PRICE • . . -.— • . • ..... ..,...........,i.: . 4,....,' •'•• • :".,:-..• ..., :-- . - , . • .7Y4,',,,,,,i17~..„'1.,,T,37:.,:=711.7?„,77;,..„..,c'Tt.,..7.,'7,,,Ifie6ellifiebt.t.474iFrv7.,,Ite_s.,%ificlilicli.fieplail.,,,M, ,,,,,,,,....•'4.1.,V*1•"•S 411,,.....:1 J.14'....•,..a.Imal.ii...i.1.114w i 4,...<'.3.,,,ie.tk.4.6,64 4,6.410 oll...,4,3,o,..Lia.1,,AilleKiiiar.or;waWia w‘aaa,.........1.,1.Ulii?k,,,,,.<1.,......;.1‘.......,,,,'''.• •:••a W'4.44,,,•.,as,et.,r z.,... x.otaa a•K.;•Ilicar.,a,ci,e,,,,,,,.4.;5.2Y.,....' .‘..!.•i: • ‘.;1: i,:V.t r“..' •..:. f';•',.:••; ;',..ii(; i: 2:review and permit..fees.fot.Talbot.Hill :',..: ... 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' • • , •• - .'•••- • '••I •GRAND TOTAL $2a,00().00 * ISSUED BY PURCHASING DEPT.ONLY -- .-'! ' • • '' ':' • ' '"PURCHAS i • PARTMENT ' '-' " ' • . . R • •N SCHO• DIST.#403 235-AIRPORT WAY **FORM OSHA-20 MSDS REQUIRED i ' • ;' • ';•••' ''• ' ,•• , .•: RENTON,W• =:055 206) 225 •• 23 REQUISITION NO.'.• • •• •• • . • BUDGET YEAR(IF OTHER THAN CURRENT)• ' • • ' .. '•:'.' r .•:,:. ;;-.•. : •- • *-- . • , .:..- ' • FUND CODE • • 84-00-21-722-71-17 .. . < •• . . .. •• ,FURCHASING AGENT . DATE ALF E.GORANSSON --• --"----'-'''-''-' 1 **************************************************************** City of Renton WA Reprinted: 11/27/96 12 : 06 Receipt **************************************************************** Receipt Number: R9606358 Amount : 1, 023 . 68 11/27/96 12 : 06 Payment Method: BILL Notation: RSD# PO# 93919 Init : GC Project #: LUA96-150 Type: LUA Land Use Actions Parcel No: 302305-9073 Site Address : 2300 TALBOT RD S Total Fees : 1, 023 . 68 This Payment 1, 023 . 68 Total ALL Pmts : 1, 023 . 68 Balance : . 00 **************************************************************** Account Code Description Amount 000 .345 . 81 . 00 . 0017 Site Plan Approval 1, 000 . 00 000 . 05 . 519 . 90 .42 . 1 Postage 23 . 68 . , , al(0 - 15 , Sk r-: SUBSURFACE EXPLORATION AND GEOTECHNICAL ENGINEERING REPORT • • TALBOT HILL ELEMENTARY SCHOOL RENOVATIONS • 17 . RENTON, WASHINGTON °, Vf NOV 196 ` a`u{: `a i`;!: = mts • . DEVELOPM �J `�RED FOR . CITYO �F t • • Renton School District No. 403 L . • ., . r . : „.• = - . . • . . iii •PROJECT NO. G96095A . ., . .• , . , . . .. . • _ ______ _____::::„._.-_ __.-„,-,,:„.„_;„„,..,.:::_ _,.. . i [I, ._,. ..„. .....______:_-___• 7 ___.-z-/ . U -- i_ % "-,_4 CORPORATE OFFICE �' �/.,_/r$' ,�'J�A� / __ 911 Fifth Avenue,Suite 100j. � + ' ' ,'' I IGrldand,.Washington 98033 , �T� i ��jri { (206)827-7701 { ►�-J��' i s��l„ 7�/, ,;�.: t FAX (206)82775424 / ' �" • _ atir [1:1 BAINBRIDGE ISLAND OFFICE -i- - - T 179 Madrone lane hlorth -- - �'/ / {- 7___.Bainbridge Island,WA 98110 — �/ - - - ii/./ 7(206)780-9370 FAX(206)780 9A38 • 1 , , SUBSURFACE EXPLORATION AND GEOTECHNICAL ENGINEERING REPORT TALBOT HILL ELEMENTARY SCHOOL RENOVATIONS TALBOT ROAD SOUTH AND SOUTH 23an STREET RENTON, WASHINGTON May 29, 1996 Project No. G96095A I. PROJECT AND SITE CONDITIONS 1.0 INTRODUCTION • • This report presents the results of our subsurface;exploration and geotechnical engineering - study for the proposed Talbot Hill Elementary School renovations. The proposed building location and approximate locations of the explorations accomplished for this study are [� presented on the Site and Exploration Plan, Figure 1. In the event that any changes in the 1 nature, design or location of the structure is planned, the conclusions and recommendations contained in this report should be reviewed and modified, or verified, as necessary. 1.1 Purpose and Scope The purpose of this study was to provide information concerning the distribution and _ characteristics of subsurface soils and shallow ground water, identify risks associated with the planned development, and to present geotechnical engineering design recommendations. Our study included a review of available literature, drilling test borings and performing geologic studies to assess the type, thickness, distribution and physical properties of the subsurface r sediments and shallow ground water conditions. Engineering studies were also conducted to determine the type of suitable foundation, allowable bearing pressures, anticipated settlements, floor support recommendations and drainage and erosion considerations. This report summarizes our current field work and offers development recommendations based on our L • present.understanding of the project. [1.; 1.2 Authorization Written authorization to proceed with this study was granted by Mr. Michael Torgerson of the l Renton School District I'To. 403. Our study was accomplished in general accordance with our scope of work letter dated April 11, 1996. This report has been prepared for the exclusive use of Renton School District No. 403 and their agents, for specific application to this project. Within the limitations of scope, schedule and budget, our services have been performed in �' accordance with generally accepted geotechnical engineering and engineering geology practices in effect in this area at the time our report was prepared. No other warranty, expressed or , � • implied is made. Our observations, findings, and opinions are a means to identify and reduce the inherent risks to the owner. Steep slopes are present along the southwest side of the site. • Based on inability to access the area during our exploration program, a stability evaluation of the slope was not completed. If additional explorations are, completed at a later date, subsurface data and stability recommendations will be included in an addendum to this report. 2.0 PROJECT AND SITE DESCRIPTION This report was completed with an understanding of the project based on a site plan and topographic survey dated October 23, 1995, by T.C.A., Inc. and an updated, proposed site plan by Meng Architects, titled "Talbot Hill Elementary School, Scheme 'B' - alternate #3". Present plans call for the new classroom building, located at the southwest corner of the upper building area, to remain, while the remainder of the buildings will be demolished and replaced. Grades in the area of the old classroom building, gymnasium, and asphalt paved play area will be lowered by about 4 feet before construction of the new buildings. New parking stalls will be constructed at the northeast corner of the parcel. In addition, the existing athletic field will be regraded and increased in size by cutting back the southwest trending portion of the slope on the east end and filling over the southern and western portions of the playfield and on the slope south of the playfield. We understand the school district plans to use the material cut from the east slope as fill. Drainage improvements are planned to mitigate the saturated conditions that are present on the playfield for much of the year. • The nearly 11 acre site was situated in the southeast quadrant of the intersection of Talbot Road South and Southl3`d Street. The site comprised several relatively level areas at different elevations, and slopes,with varying inclinations and heights. One of the slopes was situated • along the east property boundary, trending north-south and sloping down to the west. The slope increased in height and steepness to the south. It had a maximum inclination'of about 40% and a maximum height,of about 16 feet at a point approximately 130 feet north of the r • southeast corner of the site. from that point the slope trended to the southwest and decreased in height. A 3 to 4 foot high rockery was located at the toe of the slope, immediately east of • the existing gymnasium. [4' undeveloped area on the north side of the parcel, north•of the A circular driveway divided an unde ope , • school buildings.. The undeveloped area was vegetated with deciduous trees and moderate undergrowth, and was relatively level with some mounds and shallow depressions resulting in a total elevation change on the order of 3 feet. LThe existing buildings and play areas were situated as shown on Figure 1. This relatively level portion of the site dropped about 61/2 feet in elevation from east to west. Concrete steps and two small rockeries provided grade breaks between the old classroom building and the 11H administration and new classroom buildings. L 2 • A level parking area was situated west of the administration building. From the west side of the parking lot and the west side of the new classroom building, a brushy slope about 10 feet in height extended down to Talbot Road South. From the existing buildings and play area, there was a 6 to 10 foot drop in grade down a grassy slope to the existing playfield. An asphalt paved ramp from the play area provided vehicle access to the playfield. The grass playfield had an inclination of about 3 percent down to the west. Standing water and saturated surface soil conditions were observed in several locations on the existing playfield, indicating poor drainage conditions in the subsurface soils. A gravel drain was noted along the east side of the playfield. The gravel in the drain was noted to contain some fine grained soil (silt); however, the condition or effectiveness of the drain, or whether a drain pipe was present was not investigated. South and west of the playfield, a slope with an inclination of up to about 30 percent and height of about 30 feet extended down to the property boundary. The slope was heavily vegetated with brush. r- i Three buried underground storage tanks (UST) were observed on the property; one located near the southwest corner of the administration building, adjacent to boring EB-2, one in the • undeveloped area across the driveway (north) from boring EB-3, and one in an asphalted area a few feet southwest of EB-4. A hydrocarbon odor was noted in some of the soil samples collected from boring EB-2. 3.0 SUBSURFACE EXPLORATION Our field study included drilling a series of exploration borings to gain information about the site. The various types of sediments as well as the depths where characteristics of the sediments changed are indicated on the exploration logs presented in Appendix A. The depths indicated on the logs where conditions changed may represent gradational variations between sediment types in the field. If changes occurred between sample intervals in our borings, they were interpreted. Our explorations were approximately located in the field by measuring from known site features shown on a site plan/topographic survey prepared, by T.C.A., Inc. dated October23, 1995. 1 The conclusions and recommendations presented in this report are based on the 14 exploration L; borings completed for this study. Because of the nature of exploratory work below ground, extrapolation of subsurface conditions between field explorations is necessary. It should be(l noted that differing subsurface conditions may sometimes be present due to the random nature LJ of deposition and the alteration of topography by past grading and/or filling. The nature and extent of any variations between the field explorations may not become fully evident until 11 construction. If variations are observed at that time, it may be necessary to re-evaluate .F specific recommendations in this report and make appropriate changes. O 3 L -1 3.1 Exploration Borings The exploration borings were completed on April 15 and 16, 1996 by advancing a 3-3/8 inch inside-diameter, hollow-stem auger with a trailer-mounted drill rig. During the drilling process, samples were obtained at generally 2.5 or 5.0 foot depth intervals. The borings were continuously observed and logged by a geotechnical engineer from our firm. The summary exploration logs presented in Appendix A are based on the field logs, drilling action, and inspection of the samples secured. Disturbed but representative samples were obtained by using the Standard Penetration Test procedure in general accordance with ASTM D 1586. This test and sampling method consists of driving a standard 2 inch outside-diameter, split barrel sampler a distance of 18 inches into the soil with a 140 pound hammer free-falling a distance of 30 inches. The number of blows for each 6 inch interval is recorded and the number of blows required to drive the sampler the final 12 inches is known as the Standard Penetration Resistance ("N") or blow count. If a total of 50 blows is recorded within one 6 inch interval, the blow count is recorded as 50 blows for the number of inches of penetration. The resistance, or N-value, provides a measure of the relative density of granular soils or the relative consistency of cohesive soils; these values are plotted on the attached boring logs. The samples obtained from the split barrel sampler were classified in the field and •representative portions placed in water-tight containers. The sampleswere then transported to - our laboratory for further visual classification and laboratory. testing, as necessary. Descriptions of the laboratory tests performed and the test results are presented in Appendix B. 4.0 SUBSURFACE CONDITIONS L. Subsurface conditions at the project site were inferred from the field- explorations raccomplished for this study, visual reconnaissance of the site and review of topography 1 provided on the previously mentioned topographic survey. As shown on the field logs,-the exploration holes generally encountered 'fill materials overlying weathered bedrock C (sandstone/siltstone). A thin mantel of lodgment till was also encountered in some locations. The following section presents more detailed'subsurface information organized from the upper (youngest) to the lower (oldest) sediment types. 1.; 4.1 Stratigraphy Fill • (� Fill soils (those not naturally placed) were encountered in borings EB-1 through EB-9 and EB- l.- 14. The fill ranged in thickness from 2-1/2 feet in EB-3 and EB-4, to 14 feet in EB-2. EB-2 was located adjacent to an underground heating oil tank; therefore, the fill encountered was Glikely placed as backfill in the tank excavation. Other borings that encountered thick fill are ( • 4 Y• EB-7, EB-9, and EB-14 with 9-1/2 feet, 7 feet, and 7-1/2 feet respectively. These borings are located in parking, playground, or athletic field areas as shown on Figure 1. The borings located in or near proposed building areas encountered a fill thickness of 5-1/2 feet or less. As noted on the exploration logs, the fill consisted of loose or soft to medium dense or stiff, moist, silty, sand or silt. These materials appear to vary in both quality and depth across the site. Since the quality, thickness and compaction of the fill materials is low or variable, the fill is considered to be unsuitable for structural support. • Lodgement Till Lodgement till was encountered below fill in borings EB-4, EB-9, EB-13, and EB-14. The lodgement till layer was found to be between 2 and 3 feet thick in EB-4 and EB-9 where bedrock was encountered below the lodgement till. EB-13 and EB-14 were terminated in lodgement till after 2 IA and 6 V2 feet of penetration, respectively. Lodgement till is generally a non-homogenous mixture of silt, clay, sand and gravel that has been compacted by the _ weight of several thousand feet of glacial ice. It generally possesses relatively high strength, llow compressibility, and low permeability characteristics. The upper few feet of lodgement till can be weathered to a less dense condition when compared to the parent material, such as encountered in EB-14. _ lJ Bedrock l ' Bedrock was encountered at varying depths and to the termination depths of all explorations except EB-13 and EB-14. Bedrock encountered ranged from a sandstone and siltstone to a thinly laminated coal and siltstone. In general, weathered bedrock was encountered either below fill or lodgement till down to as deep as could be drilled with the hollow.stem auger drill rig. The degree of weathering ranged from highly weathered nearer to the ground surface to slightly weathered at the refusal depth of the borings. Boring EB-7 encountered a 3-foot- thick sequence of thinly laminated weathered coal and siltstone from about 13 feet to 16 feet below ground surface. Although no sample was recovered below the coal, blow counts rI. indicate that the exploration was out of the coal seam and;back into-sandstone. The bedrock encountered is considered to be part of the Renton Formation. The Renton Formation is described on geologic maps as an arkosic sandstone, mudstone, and shale with beds of coal Gmostly near the base of middle of the formation. ; 4.2 Hydrology is Ground water seepage was encountered in exploration holes EB-10, EB-11, and EB-12 at the time of our field study. The depth of seepage ranged from 1-1/2 feet to 4 feet below ground surface and probably indicated a perched condition. Perched water occurs when surface water infiltrates down through relatively permeable soils and becomes trapped or "perched" atop a comparatively impermeable barrier such as the till or sandstone/siltstone bedrock. Perched water levels will typically rise during the wetter winter months and shallow surficial ponding may temporarily occur over lower, level portions of the property. L• 5 , - " Seepage may also occur at random depths and locations in unsupervised or non-uniform fills. It should be noted that fluctuations in the level of the ground water may occur due to the time of the year and variations in rainfall. Surface water was noted at several locations,on the existing playfield. The school district also noted seepage near the base of the slope east of the gymnasium. Based on our field observations, the surface water source is thought to be precipitation along with runoff from the properties east of the existing field and structures. Even though the overall slope of the playfield suggests that the field will drain, localized depressions collect surface water. Since the subsurface soil is relatively impermeable, collected surface water remains on the playfield. The old gravel drain observed east of the playfield may be capable of collecting some surface water from the slope, however, the condition of that drain is not known, and precipitation falling on the playfield will not flow toward the drain. 4.3 Coal Mine Hazards A review of a coal mine map of the area indicates a coal mine gangway is situated beneath the subject property. Since a coal mine survey was not included in our current scope of work, the depth and location of the mine workings were"not investigated for this project. In some instances, collapse of coal mine workings in other areas have resulted in subsidence of the ground surface. Therefore, if the.School District does not already have a complete coal mine (;= survey of the area, we recommend that AESI be retained to evaluate the extent and depth of ` - cbal mine working beneath the site. • L • • • • • G1 I 6 • May 29, 1996 Project No. G96095A III. DESIGN RECOMMENDATIONS 5.0 INTRODUCTION Our exploration indicates that, from a geotechnical standpoint, the parcel is suitable for the proposed development provided the risks discussed are accepted and the recommendations contained herein are properly followed. The foundation bearing stratum is relatively shallow and spread footing foundations may be used. We understand that the distribution of foundations loads will be typical; no concentrated loads are anticipated. Consequently, the natural, undisturbed sediments (lodgement till or weathered sandstone/siltstone bedrock) or properly placed and approved structural fill bearing on undisturbed, natural sediments.is capable of providing suitable building support. Due to the weathered nature of the bedrock encountered, and the type of excavation expected (open face accessible to large equipment), we expect that rock excavations on the site can be accomplished using standard, heavy earth moving equipment. A dozer with ripper teeth or large:excavator with "tiger" teeth may be required to loosen less weathered portions of the sandstone/siltstone bedrock before it can be excavated. Even though it appears that the excavations can be accomplished using standard equipment, there is a risk that portions of unweathered sandstone could be encountered especially for utility trenches and the playfield excavation at the southeast corner of the site. In order to accommodate this risk, we • recommend that provisions for rock excavation be included in some fashion in the bid documents. Wet, soft surface soil conditions during our field exploration program precluded exploratory drilling over most of the existing playfield area. As such, we were unable to fully evaluate existing conditions on the-playfield and for the fill slope along the south side of the playfield. Although the fill slope appeared stable, based on visual observations, the internal stability of the embankment and how that stability will be affected by placing. additional fill on the playfield is not known. Before final design, we recommend that explorations at a minimum be completed along the southern edge of the playfield to investigate the internal stability of the embankment. This data would be used to predict how the existing embankment will react to placing additional fill to level the fields. 6.0 SITE PREPARATION ;" Following demolition of the old school structures, all foundations presently on the site which are under proposed building areas or not part of future plans should be removed. Any buried utilities should be removed or relocated if they are under building areas. The resulting 7 L depressions should be backfilled with structural fill as discussed under the Structural Fill section. Site preparation of planned building and road/parking areas should include removal of all trees, brush, debris and any other deleterious material. Additionally, the upper organic topsoil, where present, should be removed and the remaining roots grubbed. Areas where loose surficial soils exist due to grubbing operations should be considered as fill to the depth of disturbance and treated as subsequently recommended for structural fill placement. Existing fill should be stripped down to the underlying till or bedrock beneath proposed footing locations. Since the density of the soil is variable, random soft pockets may exist and the depth and extent of stripping can best be determined in the field by the geotechnical engineer or engineering geologist. We recommend that road and parking areas be proofrolled with a loaded dump truck to identify any soft spots; soft areas should be overexcavated and backfilled with structural fill. In our opinion, stable construction slopes should be the responsibility of the contractor and should be determined during construction. For estimating purposes, however, we anticipate that temporary, unsupported cut slopes in the fill can be made at a maximum slope of 1.5H:1V (Horizontal:Vertical) in the absence of ground water. Temporary cut slopes in the bedrock can likely be made at slopes as steep as MH:1V; however, if bedding orientation in the bedrock dips into the excavation and is daylighted by the cut, the slope angle should be flattened to maintain a stable condition. An unstable bedrock condition can best be determined • once the area is opened up at the time of construction. As is typical with earthwork operations, some sloughing and raveling may occur and cut slopes may have to be adjusted in the field. In addition, WISHA/OSHA regulations should be followed at all times. The onsite soils contain a high percentage of:°fine-grained material which makes them extremely moisture-sensitive and subject to disturbance when wet. The Contractor must use care during site preparation and excavation operations so that the underlying soils are not softened. If disturbance occurs, the softened soils must be removed and the area brought to . grade with structural fill. Consideration should be given to protecting access and staging areas with an appropriate section of crushed rock or Asphalt Treated Base (ATB). If crushed rock is considered for the access and staging areas, it should be underlain by engineering stabilization fabric to reduce the potential�g of fine-grained materials pumping up through the rock and turning the area to mud. The fabric will also aid in supporting construction equipment, thus reducing the amount of crushed rock required. We recommend that at least 10 inches of rock be placed over the fabric; however, due to the variable nature of the near-surface soils and differences in wheel loads, this thickness may have to be adjusted by the contractor in the field. �1 EJ 8 1 7.0 FILI• 7.1 Structural Fill Although no grading plans were available at the time of our study, it is likely that structural fill will be necessary to establish desired grades. Therefore, all references to structural fill in this report refer to subgrade preparation, fill type, placement and compaction of materials}as discussed in this section. If a percentage of compaction is specified under another section;of this report, the value given in that section should be used. After recompaction of the exposed ground is tested and approved, or a free-draining rock course is laid and approved, structural fill may be placed to attain desired grades. Structural fill is defined as non-organic soil, acceptable to the geotechnical engineer, placed in maximum 8 inch loose lifts with each lift being compacted to 95 percent of the Modified Proctor Maximum Density using ASTM:D 1557 as the standard. In the case of roadway and utility trench filling, the backfill Should be placed and compacted in accordance with current local or county codes and standards. The top of the compacted fill should extend horizontally outward a minimum distance of 3 feet beyond the location of the perimeter footings or roadway edge before sloping down at an angle of 2H:1V (Horizontal:Vertical). The contractor should note that any p roposed fill soils must be evaluated by Associated Earth • ; Sciences, Inc. prior to their use in fills. This would require that we have a sample of the material 48 hours in advance to perform a Proctor test and determine its field compaction standard. Soils in which the amount of fine-grained material (smaller than No. 200 sieve) is • greater than approximately 5 percent (measured on the minus No. 4 sieve size) should be considered moisture-sensitive. Use of moisture-sensitive soil in structural fills should be limited to favorable dry weather conditions. The onsite soils generally contained significant • amounts of silt and are considered extremely moisture-sensitive. In addition, construction _ equipment traversing the site when the soils are wet can cause considerable disturbance. If fill is placed during wet weather or if proper compaction cannot be obtained, a select import material consisting of a clean, free-draining gravel and/or sand should be used. Free-draining C : fill consists of non-organic soil with the amount of fine-grained material limited to 5,percent r by weight when measured on the minus No. 4 sieve fraction. • A representative from our firm .should inspect the stripped subgrade and be present during placement of structural fill to observe the work and perform a representative number of in- place density tests. In this way, the adequacy of the earthwork may be evaluated as filling progresses and any problem areas may be corrected at that time. It is important to understand that taking random compaction tests on a part-time basis will not assure uniformity or [.: acceptable performance of a fill. As such, we are available to aid the owner in developing a suitable monitoring and testing program. • l The majority of the onsite soils (weathered bedrock or fill) contain significant amounts of fine grained material and are considered to be extremely moisture sensitive. Furthermore, laboratory tests on the highly weathered bedrock indicate that weathering has resulted in 1 , 9 1 significant amounts of clay-sized particles in the soil. In addition to the fine grained nature of the weathered bedrock, moisture content determinations suggest that the material is likely too wet to achieve required compaction values in its present condition. For these reasons, and for planning purposes, we recommend that none of the fill or highly weathered bedrock encountered in our borings be used as structural fill below buildings. However, there may be areas uncovered during clearing on the site that contain granular fill that may be suitable for use as structural fill. Also, since the amount of weathering decreases with depth in the bedrock unit, the rock may become suitable for use as structural fill from areas that require significant amount of rock excavation, such as in the southeast corner of the site. 7.2 Non-Structural Fill If some settlement of the filled areas is acceptable to the school district, weathered bedrock and the existing fill material may be used in non-structural areas, such as on the playfield. The high moisture and fines content of the highly weathered bedrock and fill materials are expected to result in a fill that may be difficult to compact to any suitable degree if the material is placed in wet weather or wet subgrade conditions. Therefore, use of these materials should be limited to dry weather and dry subgrade conditions. [, Permanent: slopes for non-structural fill, constructed with the existing fill materials and weathered bedrock, should be constructed with an inclination of 21/2H:•1V or less. If fill is to be placed on slopes steeper than 5H:1V, the base of the fill should be tied to firm, stable subsoil by appropriate keying and benching which would be established in the field to suit the particular soil conditions at the time of grading. The keyway will act as a shear key to embed the toe of the new fill into the hillside. Generally, the keyway for hillside fills should be at • least ,8 feet wide and cut into lodgment till or bedrock. Level benches would then be cut horizontally across the hill, following the contours of the slope. No specific width is required L for the benches, although they are usually a few feet wider than the dozer being used to cut them. All fills proposed over a slope should be reviewed by our office prior to construction. [1 8.0 FOUNDATIONS Spread footings may be used for building support when founded on dense, natural soils (lodgment till or slightly weathered bedrock) or structural fill placed as previously discussed. Since some footings may bear on natural sediments, while others are on structural fill, we Orecommend that a maximum allowable bearing pressure of 2,500 pounds per square foot (psf) be utilized for design purposes, including both dead and live loads. If a higher bearing pressure is desired, a value of 4,000 psf may be used if the footings bear entirely on dense lodgment till or slightly weathered bedrock. An increase of one-third may be used for short- term wind or seismic loading. Perimeter footings should be buried at least 18 inches into the (� surrounding soil for frost protection; interior footings require only 12 inches burial. �I However, all footings must penetrate to the prescribed bearing stratum and no footing should be founded in or above loose, organic, or existing fill soils. To limit settlements, all footings (� should have a minimum width of 18 inches. Brick facing must be supported by an extension �� 10 • of the footings to reduce the potential of differential settlement between the brick and wood structure. It should be noted that the area bounded by lines extending downward at 1H:1V (Horizontal:Vertical) from any footing must not intersect another footing or intersect an area that contains soils that are not comparable to the area immediately below the footing. In addition, a 1.5H:1V line extending down from any footing must not daylight because sloughing or raveling may eventually undermine the footing. Thus, footings should not be placed near the edge of steps or cuts in the bearing soils. Anticipated settlement of footings founded on dense lodgement till, or bedrock should be on the order of 1/2 inch. Settlement for footings founded on approved structural fill should be on the order of 1 inch. To avoid possible damage from differential settlement, adjacent footings should not be founded on structural fill and lodgement till/bedrock. If this situation is encountered, backfilling with a material such as controlled density fill instead of structural fill is advised. Alternatively, the lodgement till/bedrock could be overexcavated a minimum of 12 inches and replaced with structural fill. Disturbed soil not removed from footing excavations prior to footing placement could result in increased settlements. All footing areas should be inspected by Associated Earth Sciences, Inc. prior to placing concrete, to verify that the design bearing capacity of the soils has been ' i attained and that construction conforms with the recommendations contained in this report. Such inspections may be required by the 'governing municipality... Perimeter footing drains should be provided as discussed under the section on Drainage Considerations. 9.0 LATERAL WALL PRESSURES • All backfill behind walls or around foundation units should be placed as per our recommendations for structural fill and as described in this section of the report. Horizontally backfilled walls which are free to yield laterally at least 0.1 percent of their;height, may be F ' designed using an equivalent fluid equal to 35 pounds per cubic foot (pcf). This value assumes a horizontal backslope for at least two times the wall height. Fully restrained, horizontally • backfilled, rigid walls which cannot yield should be designed for an equivalent fluid of 55 pcf. L" _ . If parking areas are adjacent to walls, a surcharge equivalent to 2 feet of soil should be added ' to the wall height in determining lateral design forces. The lateral pressures presented above are based on the conditions of a uniform backfill r • consisting of approved, granular material compacted to 90 percent of ASTM:D 1557. A 1; higher degree of compaction is not recommended as this will increase the pressure acting on the wall. A lower compaction may result in settlement of the slab-on-grade above the walls. Thus, the compaction level is critical and must be tested by our firm during placement. Surcharges from adjacent footings, heavy construction equipment, or sloping ground must be added to the above values. Perimeter footing drains should be provided for all retaining walls as discussed under the section on Drainage Considerations. It should be understood that no c E 11 granular materials suitable for retaining wall backfill was encountered in our explorations. As such, imported backfill should be anticipated for this function. 9.1 Passive Resistance and Friction Factors Retaining wall footings/keyways cast directly against undisturbed, dense soils (lodgment till or bedrock) in a trench may be designed for passive resistance against lateral translation using an equivalent fluid equal to 400 pcf. The passive equivalent fluid pressure diagram begins at the top of the footing, however, total lateral resistance should be summed only over the depth of the actual key (truncated triangular diagram). This value applies only to footings/keyways where concrete is placed directly against the trench sidewalls without the use of forms. If footings are placed on grade and then backfilled, the top of the compacted backfill must be horizontal and extend outward from the footing for a minimum lateral distance equal to three times the height of the backfill, before tapering down to grade. With backfill placed as discussed, footings may be designed for passive resistance against lateral translation using an equivalent fluid equal to 250 pcf and the truncated pressure diagram discussed above. Passive resistance values include a factor of safety equal to_ 3 in order to reduce the amount of movement necessary to generate passive resistance. • The friction coefficient for footings cast directly on undisturbed, dense soils may be taken as 0.4. This is an ultimate value and does not include a safety factor. Since it will be difficult to 't . excavate these soils Without disturbance, the soil under the footings must be recompacted to 95 percent of the above mentioned standard for this value to apply. 10.0 FLOOR SUPPORT r - - - A slab-on-grade floor may be used over structural fill or pre-rolled medium dense or dense natural ground. The floor should be cast atop a minimum of 4 inches of washed pea gravel to ract as a capillary break. It should also be protected from dampness by an impervious moisture barrier or otherwise sealed. In accordance with American Concrete Institute guidelines, it is also recommended 11'iat a 2 inch layer of clean sand be placed over the vapor barrier to help Lprotect it and to allow some moisture loss from the slab during placement and curing. [, 11.0 DRAINAGE CONSIDERATIONS • The natural, dense till and bedrock at the site are relatively impermeable and water will tend to [; perch atop these materials, within the fill or highly weathered natural soils. Traffic across these soils when they are damp or wet will result in disturbance of the otherwise firm stratum. ( ' Therefore, prior to site work and construction, the contractor should be prepared to provide l� drainage as necessary to keep the subgrade as dry as possible. ) L~ L 12 - All retaining and footing walls should be provided with a drain at the footing elevation. Drains should consist of rigid, smooth walled perforated, PVC pipe surrounded by washed pea gravel. The level of the perforations in the pipe should be set 2 inches below the bottom of the footing at their highest locations and the drains should be constructed with sufficient gradient to allow gravity discharge away from the building. In addition, all retaining walls should be lined with a minimum 12 inch thick washed gravel blanket, or approved drainage medium, provided over the full-height of the wall, and which ties into the footing drain. Roof and:surface runoff should not discharge into the footing drain system but should be handled by a separate, rigid tightline drain. In planning, exterior grades adjacent to walls should be sloped downward away from the structure to achieve surface drainage. Surface water in the athletic field areas has resulted in saturated topsoil, especially during wet weather. The gravel drain located at the east end of the playfield may reduce surface water run-on from the adjacent property; however, it is nearly silted over with fines and is likely not very effective. In addition, the topsoil at the site had a high fines content and the field surface was not smooth; therefore, the precipitation falling on the playfield did not readily drain away, even though the field was sloped. Even if water penetrated vertically into the playfield soil, it would drain very slowly laterally due to the low permeability soils encompassing the entire playfield area. Due to the inability of_the existing soil to transport water laterally off the playfield, a drainage system is recommended for the new field. The drainage system should include grading of the ' field, installation of appropriately spaced drainage trenches and/or pipe, placement' of a drainage layer, and placement of a pervious topsoil overlying the drainage layer. The system should be designed by a qualified professional assuming no vertical infiltration into the underlying natural soil. 12.0 PROJECT DESIGN AND CONSTRUCTION MONITORING rr At the time of this report, site grading, structural plans, and construction methods have not been finalized and the recommendations presented herein are preliminary. We are available to ,. provide additional geotechnical consultation as the project design develops and possibly ;: changes from that upon which this report is based. We recommend that Associated Earth Sciences, Inc., perform a geotechnical review of the plans prior to final design completion. In this way, our earthwork and foundation recommendations may be properly interpreted and implemented in the design. We are also available to provide geotechnical engineering and monitoring services during construction. The integrity of the_ foundation depends on proper site preparation and construction procedures. In addition,-engineering decisions may have to be made in the field 11 in the event that variations in subsurface conditions become apparent. 13 i 1 • We have enjoyed working with you on this study and are confident that these recommendations will aid in the successful completion of your project. If you should have any questions, or require further assistance, please do not hesitate to call. Sincerely, • ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington • ,EL G. • ov Gary Flowers, P.G. Princip 0. 'p4GI, �� zv.� � s?IONAL E146 (l (EXPIRES 12/11/ 41, 1 [ 1 • Thomas S. McFarlane, P.E. Michael G. Byers, P.E. Geotechnical Engineer Project Engineer • 11 ( TSM/Id G96095A.1 5/1/96 Id-ww IL 14 O. • APPENDIX A SITE EXPLORATION PLAN AND EXPLORATION BORING LOGS 13 ti • • f , • •-• • • .. • • .• EXPLORATION BORING LOG ,, ' Number EB-1 -- = w Z p4 STANDARD PENETRATION W RESISTANCE SEDIMENT DESCRIPTION Cl- CL 0 Blows/Foot Ili CO 0 pasture CO ) 10 20 30 40 Moist, gray-brown, silty SAND with gravel and 7 occasional cobbles. (Fill) — 35 ' — 5 I - • Moist,brown and gray, weathered SANDSTONE/ — I SILTSTONE. (Bedrock) - - I i 50/4". 10 T• 150/5". BOH @ 10-1/2' ' — Note: Bedding plane approximately 45 degrees to — horizontal. — 15 _ ; I 20 1 25 . • • ;J — 30 •. . n , U Subsurface conditions depicted represent our observations at the time and location of this exploratory hole,modified by geologic interpretations,engineering analysis,and judgment They are not necessarily representative of other tirnes and locations. We will not accept responsibility for the use or Interpretation by others of information presented on this top. Reviewed By f Yjfr7 —.1 Talbot Hill Elementary 0 Associated Earth Sciences, Inc. 911 Fifth Avenue, Suite 100 School Renovations Kirkland, Washington 98033 Renton, Washington L Phone: 206-827-7701Project No. G96095A Fax: 206-827-5424 April 1996 EXPLORATION BORING LOG • Number EB-2 J Z w STANDARD PENETRATION . i— -. O Q RESISTANCE SEDIMENT DESCRIPTION o C Blows/Foot CO contte%) 10 20 30 40 Moist, brown, silty SAND with gravel. (Fill) — - i- _ — I • _ 5 4 Moist, gray, sandy SILT with occasional wood debris; T • hydrocarbon odor. (Fill) 1 T Moist, green-gray, silty SAND with occasional gravel. 10 10 (Fill) _ = 50/5"• Moist, gray and brown,weathered SANDSTONE/ _ 15 SILTSTONE. (Bedrock) I 50/6"• BOH @ 15-1/2' • ( • Note: Bedding plane approximately 60 d'bgrees to horizontal. — _ 20 j - - 25 - — - • U • . 30.. 0 0 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole,modified by geologic Interpretations,engineering analysis,and judgment They are not necessarily representative of other times and locations. We will not P ‘ accept responsibility for the use or interpretation by others of Information presented on this log. Reviewed By f s,4 i I 0 Associated Earth Sciences, Inc. Talbot Hill Elementary l� 911 Fifth Avenue, Suite 100 School Renovations Kirkland, Washington 98033 Renton, Washington I ' Phone: 206-827-7701 Project No. G96095A • Fax: 206 827-5424 April 1996 , . EXPLORATION BORING LOG Number EB-3 0 rt STANDARD PENETRATION H -I D - RESISTANCE SEDIMENT DESCRIPTION w g Off Blows/Foot CIN c9 tale %) 10 20 30 40 , - Moist, gray, sandy GRAVEL with cobbles and trace silt,(Fill)___ __ _______________ - } IMoist, red-brown, silty SAND/weathered SANDSTONE. - 5 • 11 19 Moist, red-brown and gray, silty SAND/weathered • SANDSTONE.-(Bedrock): 10 '- 50/0" - • BOH @ 11-1/2' - 15 20 - J 25 1 • _ �1 . J � _ 30 observationsLi . _ 0 . _ at the time and location of this exploratory hole,modified by geologic Subsurface conditions depicted represent our Interpretations,engineering analysis,and Judgment. They are not necessarily representative of other tunes and locations. We will not 0 accept responsibinty for the use or Interpretation by others of information presented on this log. Reviewed By Irsf f Associated Earth Sciences, Inc. Talbot Hill Elementary Q 911. Fifth Avenue, Suite 100 School Renovations Kirkland, Washington 98033 Renton, Washington ( Phone: 206-827-7701 Project No. G96095A L Fax: 206-827-5424 April 1 996 o EXPLORATION BORING LOG Number EB-4 ow STANDARD PENETRATION az a D W., RESISTANCE SEDIMENT DESCRIPTION Ore 4C Blows/Foot 0 O Wombs,.%) 10 20 30 40 Moist, gray-brown, sandy SILT with occasional gravel, — I (Fill) = Moist, gray-brown, sandy SILT with occasional gravel. - (Lodgement Till) — T 73 5 1 Moist, yellow-brown, silty SAND. (Weathered Sandstone) _ • @ 8' moist, yellow-brown and gray, weathered 50/4" SANDSTONE. (Bedrock) I BOH @ 8' — Note: Bedding plane approximately 45 degrees to — 10 horizontal. • 15 • 20 • • 25 • J • 30 J Subsurface conditions depicted represent our observations at the time and location of this exploratory hole,modified by geologic Interpretations,engineering analysis,and Judgment They are not necessarily representative of other times and locations. We will not accept responsibility for the use or interpretation by others of information presented on this log. Reviewed By SM Associated Earth Sciences, Inc. Talbot Hill Elementary 911 Fifth Avenue, Suite 100 School Renovations Kirkland, Washington 98033 Renton, Washington Phone: 206-827-7701 Project No. G96095A • Fax: 206-827-5424 April 1996 .0 • EXPLORATION BORING LOG Number EB-5 Z oC STANDARD PENETRATION W RESISTANCE SEDIMENT DESCRIPTION o Blows/Foot CO c«ti&x) 10 20 30 40 Moist, gray-brown, silty SAND with gravel. (Fill) — _ I ' Wet, gray-brown, fine to coarse SAND with gravel and — some silt. (Fill) 5 63 A Moist, gray, weathered SILTSTONE with stringers of — coal. (Bedrock) _ 50/4" 10 I BOH @ 10' • • — 15 l • 20 • 25 J 30 • • J , Subsurface conditions depicted represent our observations at the time and location of this exploratory hole,modified by geologic interpretations,engineering analysis,and Judgment They are not necessarily representative of other times and locations. We will not accept responsibility for the use or interpretation by others of information presented on this log. Reviewed By TSli } Associated Earth Sciences, Inc. Talbot Hill Elementary J 911 Fifth Avenue, Suite 100 School Renovations Kirkland, Washington 98033 Renton, Washington Phone: 206-827-7701 Project No. G96095A Fax: 206-827-5424 April 1996 EXPLORATION BORING LOG Number EB-6 • = W Z oC STANDARD PENETRATION SEDIMENT DESCRIPTION a . 0IW— w RESISTANCE Blows/Foot CO Maass c«x«x.%i 10 20 30 40 • (Moist, gray-brown, sandy SILT. (Fill) T = Wet, gray-brown, gravelly SAND with some silt. (Fill) _ 5 I (17.2) 20A Moist, red-brown to light brown, weathered SILTSTONE/ — SANDSTONE. (Bedrock) — _A_ = 50/1"- BOH @ 9-1/2' 10 15 20 • 25 • 30 I� Subsurface conditions depicted represent our observations at the tare and location of this exploratory hole,modified by geologic Interpretations,engineering analysis,and Judgment They are not necessarily representative of other tines and locations. We will not accept responsibility for the use or interpretation by others of information presented on fhb log. Reviewed By 7s.s/ Associated Earth Sciences, Inc. Talbot Hill Elementary 911 Fifth Avenue, Suite 100 School Renovations Kirkland, Washington 98033 Renton, Washington Phone: 206-827-7701 Project No. G96095A Fax: 206-827-5424 April 1996 • EXPLORATION BORING LOG Number EB-7 ace STANDARD PENETRATION 111 RESISTANCE SEDIMENT DESCRIPTION w Blows/Foot CO 0 cam•• Content%) 10 20 30 40 Moist, gray-brown SILT. (Fill) — _; • Moist, green-gray and brown, sandy SILT with some — 1 A organics. (Fill) 5 I _ I_ A 22 Moist, brown and red-brown, sandy SILT. 10 1 (Lodgement Till) — Dry, black, thinly laminated (1/16") COAL WITHIN — SILTSTONE. 15 I . 50 • No recovery. (Black dust on sampler) (Bedrock) — I 65-A BOH @ 16-1/2' • — f 20 • • • — 25 • _J 30 Subsurface conditions depicted represent ow observations at the time and location of this exploratory hole.modified by geologic Interpretations,engineering analysis,and Judgment They are not necessarily representative of other times and locations. We will not • accept responsrbirty for the use or Interpretation by others of Information presented on this log. Reviewed By `rs/vj Associated Earth Sciences, Inc. Talbot Hill Elementary 911 Fifth Avenue, Suite 100 School Renovations Kirkland, Washington 98033 Renton, Washington Phone: 206-827-7701 Project No. G96095A Fax: 206-827-5424 April 1996 EXPLORATION BORING LOG Number EB-8 • w Z rt w STANDARD PENETRATION RESISTANCE SEDIMENT DESCRIPTION o Q Oa,3 Blows/Foot CI) 0 c ) 10 20 30 40 Moist, yellow-brown SILT. (Fill) - Moist, gray-brown, gravelly SAND with some silt (Fill) _ 48 5 I (15.7) • Moist, light gray, weathered SANDSTONE/SILTSTONE. . - 50/5" (Bedrock) I • BOH@8' 10 15 20 - • • 25 - 30 1 . - 1, Subsurface conditions depicted represent our observations at the tine and location of this exploratory hole,modified by geologic interpretations,engineering anatysis,and judgment They are not necessarily representative of other times and locations. We will not accept responsibility for the use or interpretation by others of Information presented on this log. Reviewed By T /1i Associated Earth Sciences, Inc. Talbot Hill Elementary 911 Fifth Avenue, Suite 100 School Renovations Kirkland, Washington 98033 Renton, Washington Phone: 206-827-7701 Project No. G96095A Fax: 206-827-5424 April 1996 EXPLORATION BORING LOG Number EB-9 . w Z STANDARD PENETRATION D W RESISTANCE SEDIMENT DESCRIPTION w C Blows/Foot c9 Cicasture c"terri%) 10 20 30 40 Moist, dark brown, silty SAND with gravel and pieces of — _i asphalt. (Fill) 8A Moist, brown, sandy SILT with wood and charcoal pieces. T (Fill) 5 1 Moist, brown-gray, sandy SILT. (Lodgement Till) — 25 10 n silty_ Moist, red brow SAND. - - - Red-brown, weathered SANDSTONE. — 15 50/3" 1 .j BOH @ 14-1/2' • - 20 I 1 - L. • — 25 r : .! _ . . • _ _ : ___ , L I • 30 • __ n - `Jlocation of this hole,modified by geologic Subsurface conditions depicted represent our observations at the lime and exploratory I interpretations,engineering analysis,and Judgment They are not necessarily representative of other times and locations. We will not I` , accept responsbrllty for the use or interpretation by others of information presented on this log. Reviewed By ITS• I .' O Associated Earth Sciences, Inc. Talbot Hill Elementary 911 Fifth Avenue, Suite 100 School Renovations Kirkland, Washington 98033 Renton, Washington Phone: 206-827-7701 Project No. G96095A L� Fax: 206-827-5424 April1996 .,r EXPLORATION BORING LOG Number EB-10 • (- 0 ce STANDARD PENETRATION I- - D H RESISTANCE SEDIMENT DESCRIPTION n- "-wca 3 Blows/Foot Comm ) 10 20 30 40ff 7osod -- --- ----- ------------ Wet, brown, sandy SILT. _ y 13 I Moist, gray-brown and red-brown, silty SAND. — 5 WD (Weathered Bedrock) (21.2) 50/5 Saturated, very soft zone from 5-1/2'to 6'. — 1/2' I iI BOH@7' — W 10D =while drilling - - 15 20 — L - 25 r . _ ... • _ _ . _ L30 n — : L - oar observations at the time and location of this exploratory hole,modified by geologic Subsurface conditionsgi depicted represent representative of other times and locations. We w�not Interpretations,engineering analysis,and Judgment. They are not necessarily rep ` accept responsibility for the use or Interpretation by others of information presented on this lop. Reviewed By _1�/ V i 1.1 Associated Earth Sciences, Inc. Talbot Hill Elementary 911 Fifth Avenue, Suite 100 School Renovations Kirkland, Washington 98033 Renton, Washington r . Phone: 206-827-7701 nna_s2')7_cA'M Project No. G96095A_RA1996 EXPLORATION BORING LOG Number EB-11 . • ••-" z oC STANDARD PENETRATION D W RESISTANCE SEDIMENT DESCRIPTION a occa Blows/Foot CO (conte 1.%) 10 20 30 40 Topsoil).._ — ---•-------------...------------------- Wet, gray-brown, sandy SILT. (Fill) — i Moist, Tight gray, weathered SANDSTONE/SILTSTONE.I i 5 50/ • (Bedrock) I (11.6) 10/ BOH@3' - Note: Seepage into boring at 1-1/2'. _ 5 L 10 i r- i - • 0 - - - 15 • r 20 L - C _ - - - 25 0 ..: - : . . U . 30 a = D ow observations at the time and location of this exploratory hole.modified by geO • Subsurface conditions depicted represent interpretations,engineering analysis,and judgment They are not necessanly representative of other times and locations.We will not 1:___,-- ,I accept responsibility for the use or interpretation by others of information presented on this log. • Reviewed By IT5/1/ O Associated Earth Sciences, Inc. Talbot Hill Elementary School Renovations 911 Fifth Avenue, Suite 100 • Renton, Washington Kirkland, Washington 98033[J.' o. G96095A Phone: -206-827-7701 April Fax' 206-827-8275424 Project No. pr EXPLORATION BORING LOG r " Number EB-12 • STANDARD PENETRATION I- DI— RESISTANCE SEDIMENT DESCRIPTION a' a a c 3 Blows/Foot 0 CCaitte s, 10 20 30 40 • — _. (23.1) Wet, gray-brown, sandy SILT. (Fill) _ _ WD 50/5 Moist, red-brown and gray-brown, weathered 1/2" • SANDSTONEJSILTSTONE. (Bedrock) 5 BOH @ 5-1/2' 10 • 15 • 20 • 25 r = L� .. - 30 • Subsurface conditions"depkled represent ow observations at the&ne and location oft is exploratory hole,meddled by geologic interpretations.engineering analysis.and Judgment They are not necessarily representative of other tines and locations. We will not • accept responsibility for the use or Interpretation by others of information presented on this log. Reviewed By 1-73f I CAssociated Earth Sciences, Inc. Talbot Hill Elementary 911 Fifth Avenue, Suite 100 School Renovations Kirkland, Washington 98033 Renton, Washington ( • Phone: 206-827-7701 • Project No. G96095A t Fax: 206-827-5424 April 1996 � 0 EXPLORATION BORING LOG -, Number EB-13 -; = uw Z w STANDARD PENETRATION . i- p 1- RESISTANCE • SEDIMENT DESCRIPTION w cL c Blows/Foot o N (9 i 10 20 30 40 Rops9J — I Moist, brown, silty SAND with some gravel. (Fill) - Moist, gray-brown and red-brown, sandy SILT with • 50/4 some gravel. (Lodgement Till) - I 5 1 BOH @ 5' - 10 15 H. 1 --- 20 L - 25 il • F. • 30 1. •E ! . _ Llocation of this loratory hole.modiiried by geologic • Subsurface conditions depicted represent our observations at the time and erg i neering analysis,and judgment They are not necessarily representative of other times and locations. We w ll not Interpretations,engi '-- accept responsiS,Tity for the use or interpretation by others of Information presented on Cris log. Reviewed By riff ‘-`" Talbot Hill Elementary ;(�� Associated Earth Sciences,1001nc. School Renovations L 911 Fifth Avenue, Suite Kirkland, Washington 98033 Renton,Washington j ' Phone: 206-827-7701 Project No. G96095A L= Fax: 206-827-5424 April1996 • 4, EXPLORATION BORING LOG Number EB-14 ( =` W Z OC STANDARD PENETRATION J H — D H RESISTANCE SEDIMENT DESCRIPTION o c Blows/Foot (Magus C ) 10 20 30 40 Topsoil. Moist, gray-brown, silty SAND and sandy SILT with — pieces of gray sandstone/siltstone. (Fill) — 15 5 I (16.0) • — 1 _ i 14 _ Moist, gray and gray-brown, sandy SILT. (Lodgement 10 I (18.5) Till) - — 50/6'� I Li BOH @ 14' 15 t 20 f - -,25 ; - _ • . . ... • _ L . , _ _ . . 30 C . -_ L the time and location of this exploratory hole,modified by geologic subsurface conditions depicted represent our observations at [IInterpretations.engineering analysis,and judgment They are not necessarily representative of other times and locations. We wfi not accept responsibility for the use or interpretation by others of information presented on this log. Reviewed By I7SA/I 1 y' Ill Associated Earth Sciences, Inc. Talbot Hill Elementary 911 Fifth Avenue, Suite 100 School Renovations Kirkland, Washington 98033 Renton, Washington f Phone: 206-827-7701 Project No. G96095A t Fax: 206-827-5424 April 1996 APPENDIX B • GEOTECHNICAL LABORATORY TESTING General Soil samples were tested to develop parameters for use in evaluating subsurface conditions and preparing geotechnical engineering recommendations for the proposed project. The laboratory testing program consisted of classification tests for identification and correlation purposes. The work was done in general accordance with the American Society of Testing and Materials (ASTM) standard test procedures. Moisture Content Moisture content determinations were performed on selected soil samples in general accordance with ASTM D-2216. The test results were used for classification and correlation of the various soil encountered at the site. Moisture content results are presented next to the appropriate sample location on the exploration logs. Grain Size Analysis Sieve analyses were performed on selected samples to determine the grain size distributions of soil retained on the U.S. number 200 sieve (particle sizes larger than 75µm). Hydrometer tests were performed to determine the grain size distributions of soil passing the number 200 sieve. Both methods were performed in general accordance with ASTM D-422. Gradation curves for the samples tested are presented at the end of this appendix. _ Atterberg Limits Atterberg limit tests were conducted on selected -samples of cohesive soil to aid in classification and correlation, and to provide qualitative information on their-engineering parameters. The tests were performed in general accordance with ASTM D-4318. Values of G liquid limit, plastic limit, and plasticity index (liquid limit minus plastic limit) were obtained. The results of the Atterberg limit tests were plotted on Casagrande's plasticity chart, which is presented at the end of this appendix. C : [• {. ) TSM/Id G96095A.1 O5/1/96 Id-ww .„.fit GRAIN SIZE ANALYSIS - MECHANICAL r' Date Project Project No. Soi Description 5/8/96 Talbot Hill Elementary School G96095A Gray Brown silty fine sand Tested By Location EB/EP No. Depth DHM Renton EB No.11 2 -3.5 ft Wt. of Dry Sample+ l are _ Wt of Tare Wt. of Ury Sample 139.4 Specification Requirements Sieve No. Diam. (mm) Wt. Retained % Retained % Passing Minimum Maximum 3/8 9.51 5/16 8 , 1/4 6.35 • #4 4.76 0.0 100.0 #8 2.38 0.01 0.0 100.0 #16 1.19 0.02 0.0 100.0 #30 0.595 0.06 0.0 99.9 #40 0.420 2.7 .1.9 98.0 #50 0.297 13.8 •9.9 88.1 #100 0.149 36.8 26.4 61.7 #200 0.074 25 .17.9 43.8 U.U284 32.3 U.U192 26.9 U.U118 21.5 r U.0086 17.9 U.UU62 15.8 U.U032 12.2 0.0024 11.1 l U.UU14 . 10.0 0.0007 6.8 US STANDARD SIEVE NOS. 3- 3/4- NO.4 ' NO.16 NO.40 NO.200 100.0 i 1 • 90.0 • • 70.0 • • t e 60.0 t u C 50.0 ( 9 40.0 - li ? . . a. 30.0 ' 1 :l .ZO.O 1 1 i i i r 10.0 •• : , , T-: l.. , ... �.� i ! . , 100 10 1 0.1 0.01 0.001 L Grain Size.mm GRAVEL SAND . SILT CLAY Coarse Fine Coarse Medium 1 Fite ASSOCIATED EARTH SCIENCES, INC. I✓ 911 5th Ave.,Suite 100 KGridand,WA 98033 206-827-7701 FAX 827-5424 179 Madrona Lane North Bainbridge Isl.,WA 98110 206-780-9370 FAX 780-9438 * 4,, GRAIN SIZE ANALYSIS - MECHANICAL . ., -- -, Mut Proles! Project No. Soil Description .. . 5/8/96 Talbot Hill Elementary School G96095A . Gray Brown silty fine to Tested By Location EEWEP No. Depth medium sand • DHM Renton EB No.8 4-5.5 ft ' . wt.ot Dry sample+ lare ; • IWtor1are • Wt. of Dry sample 164.5 Specification Requirements Sieve No. Diam.jmm) Wt. Retained - % Retained %Passing Minimum Maximum 3/8 9.51 - 0 0.0 100.0 5/16 8 2.3 1.4 98.6 1/4 6.35 2.6 1.6 910 #4 4.76 3.1 1.9 95.1 #8 2.38 4.6 2.8 92.3 #16 1.19 2.6 1.6 90.8 #30 - 0.595 1.5 0.9 89.8 #40 0.420 • 1.2 0.7 • 89.1 , #50 0.297 4.1 2.5 86.6 - . #100 0.149 49.3 30.0 56.7 . #200 0.074 25 15.2 41.5 U.U2bb 35.0 0.018U 30.0 0.0111 • 25.0 • LI.UUb1 23.0 U.UUbV 20.0 u.UU3U 15.7- U.UUU 14.0 f ' ' U.UU14 i ; 12.4 '‘. ._ 0.0007 ' . 9.4 US STANDARD SIEVE NOS. r - 3/4" NO.4 NO.16 NO.40 NO.200 90.0 1 i ri i . i --...n....\::..........." 1,% ,..,44aL 80.0 ; , • ; _ •. • , . _ 70.0 ; . .• . : - -, • , - t• 50.0 ; -- •. - , . - • • •. '• • 1- 40.0 ; • 4 • ' • In L..i 30.0 ; :. •.• t-; , - 20.0 ::- - -* i ,,• •• • 4 - - . . i • : .• p 10.0 : _ • : . : •• • . : • _ . .,_ , _ . , : i . . 0.0 : , • • , .• r. . 100 10 1 0.1 001 0.001 [i .. Grain Size,rnm GRAVEL SAND SILT CLAY Coarse Fine Coarse Medium Fine i Li. ASSOCIATED EARTH SCIENCES, INC. 0 911 51h Ave.,Suite 100 Kridand.WA 98033 206-827-7701 FAX 827-5424 179 Madrona Lane North Bainbridge Isl.,WA 98110 206-780-9370 FAX 780-9438 . L • t PLASTICITY CHART Date Project Protect No. Soil Description 5/6/96 Talbot Hill Elem. School G96095A Silty Fine Sand • Tested By Location EBIEP No. Depth KJH Renton,WA EB-10, EB-12 _ See Chart • Ilir 1 ! IIIIIIIIMIIIPAII 50 , 1 I / , _ 40PIliv 1 u 1 I ' d 1 AIIPV OH 1 . 20 I or ( ; - i I OL I II MH EB-10 @ 4' CL or I 1 10 I MMIIIIIIEW ML EB-12 4' • CL-RA W ':_miiiiiiii� EB-12 @ Surface 0 - 0 . 10. 20 30 40. 50 60 70 80 90 100 Liquid Limit r J , n - rj ASSOCIATED EARTH SCIENCES, INC. 911 5th Ave.,Suite 100 IOridand,WA 98033 206-827-7701 FAX 827-5424 179 Madrone Lane North Bainbridge'Island,WA 98110 206-780-9370 FAX 780-9438 `i Fl , C . . • �`-a.4 ✓ . . ciN • S. 23rd Street N Q O p I� 11 , , . 210 I i l I /� ,1\ _ . EB-9 • 1 : ,' 1 Q$ �Be1` PROPOSED PARKING I1 // QP + ^` ✓ 11 // Oy�O / ``mil N // OQ / CY /.11; I // Qq' / 49 ` E / ir i \\ EB-` )..../ 1 ,, EB-4 0 ,� ODD \\``` `. /�� R A°SFpB �Y • �s • • . I . Q I ,• lg54O'. O / / .p ep.., I /' • ciq'�i - 4.11 1:04/47 / EB-7 ``(�' EB-5 ( EB-6 I / \ •�• •` ` N. jr� I Q I - . , ./ ... , ..... I**. 4, I / AR ' ; i ° °°qr y ` EB-6 I •' • I / 4ry d!% �`�q 6� j • `\ 4,0 / \EB-13 �:'9�`. QrM / 4\ ExI3 ; r- SET asp '� BgSFe Q / \ I `� , / D/qt� • I i I I r� � I ` I 1 / 4r°•OO 1 ...: '�` �� 'S'<��C EB-11 11 ` `• • 1 I • • co etv DEB-14\ F EB-12 r I ` • \ ; \ (' EB-10 i ,. ....•... . 1 -, I N. `, I �� J o ak o 0 I �r 7e--'--. • LEGEND EB-1• Approximate location of exploration boring FIGURE 1:. SITE AND EXPLORATION P TALBOT HILL ELEMENTARY SCHOOL RENOVATION • ! RENTON, WASHINGTON • NORTH .. PROJECT NO. G96095A , 0 100 200 MAY 1996 SCALE IN FEET ASSOCIATED REFERENCE T.C.A.INC.SURVEYORS-ENGINEERS-DEVELOPP.ENT CONSIX.TANTS APAAS1 EARTH'TALBOT HILL SCIENCES, I N C ELEMENTARY TOPOGRAPHIC SURVEY%DATED 10/23/95. LItrw . 9G - iscps, s101 PRELIMINARY DRAINAGE REPORT FOR • TALBOT HILL ELEMENTARY SCHOOL RENTON SCHOOL DISTRICT NO. 403 PROJECT NO..95121 1' GIBe�� Q. o f was. . ,.4 . �cr . f "3 i.d.y. • ii , V 41 • �; 9:crsT�E�•�C�� EXPIRES 5/3/1i • _ PP PARED BY; II.WAYNE GIBBENS, PE PE NO. 15360 DATE OF PREPARATION; 12 NOVEMBER 1996 NOV .2 7 1996 DEVELOPMENT PLANNING CITY OF RENTON I. PROJECT OVERVIEW The subject 10.9 acre site is located in the northeast quarter of Section 30, Township 23 North, Range 5 East, WM, and more specifically at the intersection of Talbot Road S. and S. 23rd. Street, immediately west of Teasdale Park. The site is the current location of Talbot Hill ElementarySchool, under the jurisdiction of Renton School District No. 403, and consists of four [4] separate structures, a large covered play structure,hard surface play areas,parking and circulation areas, and grassed = playfields. The remainder of the site consists of brush and trees which are situated on the southerly and westerly portions of the property. Topographically,the site consists of a relatively flat area where the buildings and hard surface play areas are situated [with some benching for separate structures, a lower bench where the grass playfields are located, and the steeper sloped areas of brush and trees. A copy of the existmg site survey is appended to this report. A small detention system is located immediately west of the most southerbi classroom structure, which was constructed circa 1990. This classroom structure will remain and be integrated into the construction of the new Talbot Hill Elementary School. The detention system will remain in-place and operational for that portion of the school, and will be independent from the proposed detention system for the new construction proposed for the site. All other structures existing on the site will be demolished and a new, single structure school will be constructed. - II. PRELIMINARY CONDITIONS SUMMARY This project is not a part of any Plat, Short Plat, Planned Unit Development,nor does it follow the granting of a Rezone, Mitigated Determination of Non-significance [MDNS], • or Shoreline Permit. A review of the King County Soil Survey Maps indicate that the on-site soils are classified as predominantly of the Alderwood series [AgC], with the northerly portion of the site ' - bemg of the Beausite [BeC] series. A copy of the Soil Survey map is appended to this report. A Geotechnical survey performed by Associated Earth Sciences, Inc., was completed in May 1996 and a copy of that report is appended. ANALYSIS OF CODE REQUIREMENTS 1. DISCHARGE AT NATURAL LOCATION;Drainage from the site is presently collected and discharged into an existing storm drain in Talbot Road S. Discharge from • the new construction will utilize the same discharge pipe. No diversions will occur. 2. OFF-SITE ANALYSIS;A downstream analysis is contained later in this report. 3. RUN-OFF CONTROL;Run-off control from the project has been analyzed-and is incorporated into the development plans,in accordance with the standards set forth by the City of Renton at pre-development meetings with staff members. That analysis is fully presented later in this report.. 4. CONVEYANCE SYSTEM; The conveyance system for the project is designed in accordance with City of Renton guidelines. 5.EROSION/SEDIMENTATION CONTROL PLAN;A temporary erosion control plan will be a part of the construction documents and will insure that no sediment laden run-off will leave the site. 6. MAINTENANCE AND OPERATION;Maintenance and operation procedures will be provided to the school district for compliance with the City's requirements. 7. BONDS AND LIABILITIES;The Owner will comply with the requirements of the City of Renton. ANALYSIS OF SPECIAL REQUIREMENTS A review was made of the 12 special requirements that are set forth in the King County Surface Water Manual. None of these requirements appear to be applicable to this project, except those pertaining to Geotechnical analysis and reports. That report is included. III. OFF-SITE ANALYSIS The upstream off-site drainage pattern is defined in the narrative accompanying the drainage calculations found at the end of this report. The flows associated with this area are minimal As previously stated, the on-site flows discharge into an existing City of Renton storm drainage system in Talbot Road S., immediately adjacent to the site. This storm drain system flows to the south for a distance of 0.32 miles to a point of discharge into a natural ravine area. The storm drain system pipes range in size from 12"at the pomt of site discharge, to 24" at the point of discharge into the ravine. The drainage then travels west, down the ravine, in an open channel for a distance of approximately 400 feet, where it discharges into the Panther Creek Wetland area. This wetland area is approximately 59 acres m size and overflows under SR 167 to the west and ultimately into the Green River. There does not appear to be any problems associated with the pipe system in Talbot Road, as there is no evidence on the downhill properties that this system has ever overflowed. The ravine area does show some evidence of past erosion but nothing of a significant nature. Permission to access the ravine area was unobtainable from adjacent property owners,but it is anticipated that conditions would be no worse than at the point where the ravine crosses Talbot Road. IV. RETENTION/DETENTION ANALYSIS AND DESIGN A narrative pertaining to the detention design is included with the calculations that are attached to this report. At pre-design meetings with the City of Renton staff; it was determined that detention would be required for the increase in impervious area [approx. 0.5 acres] and that bio-filtration would-be required. The attached calculations support these requirements. V. CONVEYANCE SYSTEM ANALYSIS AND DESIGN As the on-site storm system has not yet been completely finalized,the conveyance system calculations are not attached. They will be presented as part of the final storm drainage documents, and will be designed in accordance with City of Renton requirements. VI. SPECIAL REPORTS AND STUDIES No special studies have been prepared for this project, other than the Geotechnical Report which is included as part of this report. VII. BASIN AND COMMUNITY PLAN AREAS There does not appear to be anything that is applicable to this project under this section. VIII. OTHER PERMITS It is not anticipated that any permits other than a building permit, issued by the City of Renton, will be required for this project. IX. EROSION/SEDIMENTATION CONTROL DESIGN The following erosion control measures are recommended for the site during construction: A rock construction entrance will be installed at the entrance to the site on the S. 23rd. Street frontage. Silt fences shall be constructed along the limits of clearing in all areas where silt can be conveyed off-site. Interceptor swales, rock check dams and sediment traps may be necessary. All exposed areas will be seeded as soon as possible after grading is completed. Steeper slopes [3:1 or greater] may require special protection such as matting or jute netting, depending on conditions occurring durmg construction. 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Landscape Architecture Jo I Project Re-,' cu,ee I bi s♦I- Designed by PMb Date 9 l ij/9G D ES I G N COM P A N Y Checked by Yt Date 7/ai9• IT Vnco10C7 -t9R D t-TEPUTIoA SITE AlZr i Pro 60wcari€J p! i4u C 1h = 4 737 0? SF ig C4.1 2tr Sh b)rldIA Wit AS ow^ 006404Sty i w. o t e nit • t 1Jj • Are›.- _ is-200 SF Ant r i9,ne& • psi 6.E !Off Seta,&A s 44 int.:.ca- 512- -F ,.. o" -S ; c , 0/1I T- eftsA-c-' t. nriJ S +- . �: • rase vuzi- l� in,c (� c f IS. 0.! k-4::).-St 1r o�r► S C c o'1 kee 1 S L.).: 1 n _` C•;ra.: �'- &Q i'Yti u 3 0 S i r1 ('� c /t t ' Flan np�- inc(�d4'd;A I ?Z.�, t ) y' i !4 7727 •t . I� J.:4 . �04J Ficieci- = 473707 -(S 200 -9 - 3032B s!= > 8213 Ac- C}•10,36.) (Cr. �Qrea teprviay.S I CIE)/2 sF -- 1J 200 = i3 66(Z SF- CO �34c g$ 4cep Per v;ovt 36732.6 - 3Co6I Z = Z3o"7I sF S, 30 4c_ 0,3 e. o (Soy' r�! C 3(0.,s-s) SEE SW* 3 TL I: 105 S = z 1 p-212 0.006 ./ 3 ,1104s S.Laj Poo . • 313 2I - Leo = 0,31(o " rat! S L :3zc ze S • 32�Ib9.s " 0,03Z 1 Srais 1(ow Conc. = 4Z S = 18 42rs?-_s= 0.0Z2 Ie;J� G�r.vtQ 13.S8 ..,;" • • c) 1008 Western Ave., Ste. 301 • Seattle, WA 98104 • Phone: 206.223.0326 • Fax: 206.223.0125 S D • Civil Engineering . Planning Sheet a- of 241 (� • Landscape Architecture Jab/ 96o 2 Project V.1.4itn Celeof (]i:f. Designed by P MA Date 9 J it 15(/ D E SIG N COMP A N Y Checked by Date 9/z /i 6 p120 os ) PM-AMC/17PS (1r kX) (t Wi5) Ar€ l(TV"V iovS 173 385- — IS Zoo — If 81 sF 7 , 3.6 3 A ; (k) = 98 4reo.. Ptviovs 3(0 7 3 2g — I s-$18S— = zc 5 I43 sF 114, B0 44 = C = S� , = zr zoo= 0,Z t8 ,,c.Ss s Is> V10,). L = 248 r s - 2 240 0,01 7 Ve`ft 14 L t b S - rz P14- (See. S O(L Go6- Loi S L= 17� , = r?S = 0.02(0 , ArrtN, s Poo. L = 4Z7 ') s - O.oic .4v L n '.2.J L - 17, 3 0.03G = O.60 , A- 1 SI . 3br, .s = 0.01 / 1.4- • r • 1008 Western Ave., Ste. 301 • Seattle, WA 98104 • Phone: 206.223.0326 • Fax: 206.223.0125 1 V R • ldrn L.IyI CCII„y qq • . Planning • Job f J 10 O SI z • Landscape Architecture Project I^ r ^ S clec D,"7 if Designed by P1 b Date 91 29/')6n • D ES I G N COM P A NY Checked by ..)U\ Dale 9/261 6 -74 6xi iinq 4 D¢rXIP/�' Lac, ra rs �ar N�Jroloft.crJ./ _�c&v 4 stf f\A,Qa' r+et/1 s-ed I S IL i C o f,m'a 0��-` t� r� V drt,� ' . ,v- 5. 22 .4 S f�. cur3 e.►4er3 s dr &' j l3Q&JionS. axis `As sir-vc.�vre r'i . s W;1\ to cv ri mry C c I(2 oi) '�+ s o!r o /IA ca l i M to tvv,o�-r wi\\ 164._ . cof '. / %F-rAL evuOr4--Sfit s yi 0.4 W1 r0.r\ mat) '0 iota 1 l•evL o-1 Tel c I r (Axis j-i 19 —Z 3,. 4S(.:V14 Ems . &L a, po;•►d 1 Cot ea d 0 r 1 ea<_ I: w% ( et42T s • Z. -',.e !'oo.dwo..,,,, JSQ,c,14'0 1 w; 1 l o. 12' 0•S1 Lvl 1 /c( i.)/ 0' 6 ' q ra vel eva ti l ki act. Ea 5 f Cif r0 .3. 1.'0 ad Lin S Q c$i o'i fz' `fti,X &o-4' 0� o S. 2 3 12-1' S . 1-)r f( hE aiN 19l I ck AQ... , a ` /Jai c, o. 6 'pia�.4er. 4. II& drai�� . Fro,. S. 231c S f Wt / ea r ef�2i��OJ� dbeiV4 r:I( .10 F u ,- U-f a. 4--e. i Lt Arta — IS-6f18 + 3704-30 = 13800 sF � o, 317 qJ (s��l�.) (Piu4u') ,✓ Park)Iour Amp- - 6 t- 230 (o = 2 28a sF 5772 rQc CN = 0.39489 + 0. 6l *% = 8'7 IT 0 9 s - 12600 - 2 2-80 = ll SZU cF 7 0. Z(,S Re Av C►� = 8 , • J' u) aa.rr .x daii, co--oth of)c. RRv1 S t EA s i P4i24M€-7P2S (sew is a.:t Am)._ - 36,732 E IS BOO — 3S1 1Z8 SF 7 8:7S- 4c..1c Xis Ateo I — 13(olol2 +4- IK2-0 = 148)3Z SF > 3,40 dQ _ ► eea ¢er.u, — 2 30716+ 2/80v Z3299C,5c -� S 4e1 CN = BC6 4- I1 S-20 1b9?0g SF > 3 c5o Ve/u. 143 t z280 = Z11473 SF 7 14. 9bS4c.. CN = 8( 1008 Western Ave., Ste. 301 • Seattle, WA 98104 • Phone: 206.223.0326 • Fax: 206.223.0125 S . Civil Engineering Sheet :2) of 24 V R . Planning Job/ (60 S 2 . Landscape Architecture 1f� Project s Scieo I b,!X'. Designed by PI-At) Date `)120/96) D E S I G N COMP A NY Checked by Date $ASIN Plomel-EfS „Sb ►t TYPE- "t.EAUCirt 61-Q4VC.IY Sef-nJDY L0,944 (Per kf;C. Soils hop At Dekko oot. Alto' S1NDY LO c • Far kCSU)tit eg 3.5,z i) PREcLPtnHnOr! VA(-VE. Poe kC_ ► SdP Lk)t"& ti ifp5 2 - 2,0 " -`�k , 14 140 LIE Z•C " I00-Ye • 24 YOok 3.e) • I/I4>�-12 In)*i(.ST' ft )itLYS 1S S vlit-142V (‹EL 5i1c-IF-S /I fg,ry /8) Pak F1c S 2-Y2 2.37 cr.s 2.$Zc_FS ►o-Ye 106 cFSJ ¢.¢: e c Y:2 LF`� I00-Ye. (0,03 cPs 'i - 7,•0Z c.Cs Dt-F-1\11.10M P C I(.ITY 'SC SN�rs (1 (4,i-„ 18) Si�esQ �v� 2 ' 10-'�2 skef•„.s. 100-let io Qelv r ted ov2><-go& r;sJ r q' CNP x 1504 w/ -rw0 STMICTVet3, • Vc. C (,)i \ -Fo.cf. I; (s1,e sit 4/ 0, 30% Rc.iur ,of Sa . av\I. 6" 04 Dear( ,,. Igo, x r.3 = 2:31 LF • 1008 Western Ave.. Ste. 301 • Seattle, WA 98104 • Phone: 206.223.0326 • Fax: 206.223.0125 1 4 o I- 21 u-1A.L..734.w`r 11 411, notes I minutes 17... • • • 4-tt. • I • Tez:›TA%,.. t MPtelz.. I ES" b?'" „.•,„ - • ; 4111058 c..,) • _ • 1-1/1- ktust.„, I wtpkere, okr204 g:11 I 1 3EE.5" Ac.) tam+ 'Leto 5.4). 14).-5L4Q-11 10624.24A441 atrykecl tfr.V c4,..-1-044„4-161,4 • 1,0% :" prom , "Si-k• re- tai At, 3114,Q14-ycLA-14;', e‘ct..$ • acx-10...L. ,Iati-lack .• • • notes project name attendees minutes of meeting dote Elfield report - project number by VT \ G f561 . r •. .-chorie 206 448.9640 2 1 0 8 Viest&r, avenue r - 206 728 6053 . 5. n 9E 2 ' • r -- KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL (2) CN values can be area weighted when they apply to pervious areas of similar CN's (within 20 CN points). However, high CN areas should not be combined with low CN areas (unless the low CN areas are less than 15% of the subbasin). In this case, separate hydrographs should be generated and summed to form one hydrograph. FIGURE 3.5.2A HYDROLOGIC SOIL GROUP OF THE SOILS IN KING COUNTY HYDROLOGIC HYDROLOGIC SOIL GROUP GROUP* SOIL GROUP GROUP* Alderwood © Orcas Peat D Arents, Alderwood Material C Oridia D Arents, Everett Material B Ovall C Beausite Pilchuck C Bellingham Puget D Briscot D Puyallup B Buckley D Ragnar B Coastal Beaches Variable Renton D Earimont Silt Loam D Riverwash Variable Edgewick C Salal C Everett A/B 'Sammamish D Indianola A Seattle D Kitsap C Shacar D Klaus C Si Silt C Mixed Alluvial Land Variable Snohomish D Neilton. A Sultan C Newberg B Tukwila D Nooksack C Urban Variable Normal Sandy Loam D Woodinville D HYDROLOGIC SOIL GROUP CLASSIFICATIONS A. (Low runoff potential). Soils having high infiltration rates, even when thoroughly wetted, and consisting chiefly of deep,well-to-excessively drained sands or gravels. These soils have a high rate of water transmission. B. (Moderately low runoff potential). Soils having moderate infiltration rates when thoroughly wetted, and consisting chiefly of moderately fine to moderately coarse textures. These soils have a moderate rate of water transmission. C. (Moderately high runoff potentiai). Soils having slow infiltration rates when thoroughly wetted, and consisting chiefly of soils with a layer that impedes downward movement of water,or soils with moderately fine to fine textures. These soils have a slow rate of water transmission. D. (High runoff potential). Soils having very slow infiltration rates when thoroughly wetted and consisting chiefly of clay soils with a high swelling potential, soils with a permanent high water table, soils with a hardpan or clay layer at or near the surface, and shallow soils over nearly impervious material. These soils have a very slow rate of water transmission. * From SCS,TR-55,Second Edition,June 1986, Exhibit A-1. Revisions made from SCS, Soil Interpretation • Record, Form#5, September 1988. . "`'- 4 3.5.2-2 11/92 7 of CI- KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TABLE 3.5.2B SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS — SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS (Published by SCS in 1982) Runoff curve numbers for selected agricultural, suburban and urban land use for Type to rainfall distribution, 24-hour storm duration. CURVE NUMBERS BY HYDROLOGIC SOIL GROUP LAND USE DESCRIPTION A B C D Cultivated Iand(1): winter condition 86 91 94 95 Mountain open areas: low growing brush and grasslands 74 82 89 92 Meadow or pasture: 65 78 85 . 89 Wood or forest land: undisturbed or older second growth 42 64 76 81 • Wood or forest land: young second growth or brush 55 72 81 86 • Orchard: with cover crop 81 88 92 94 Open spaces, lawns, parks, golf courses, cemeteries, landscaping. good condition: grass cover on 75% or more of the area 68 80 86 90 fair condition: grass cover on 50% to 75% of the area 77 85 90 92 Gravel roads and parking lots 76 85 89 91 Dirt roads and parking lots 72 82 87 89 ' Impervious surfaces, pavement, roofs, etc. 98 98P 98 98 Open water bodies: lakes, wetlands, ponds, etc. • 100 100 �00 100 Single Family Residential•(2) Dwelling Unit/Gross Acre % Impervious (3) 1.0 DU/GA 15 _ ; Separate curve number 1.5 DU/GA 20 shall be selected 2.0 DU/GA 25 - - for for pervious and 2.5 DU/GA 30 impervious portion 3.0 DU/GA 34 _ of the site or basin 3.5 DU/GA 38 4.0 DU/GA 42 4.5 DU/GA 46 . 5.0 DU/GA 48 _ '� �t • 5.5 DU/GA 50 6.0 DU/GA 52 ... —_ • 6.5 DU/GA 54 7.0 DU/GA 56 • Planned unit developments, % impervious , condominiums, apartments, must be computed commercial business and industrial areas. (1) For a more detailed description of agricultural land use curve numbers refer to National Engineering Handbook, Section 4, Hydrology, Chapter 9,August 1972. (2) Assumes roof and driveway runoff is directed into street/storm system. (3) The remaining pervious areas (lawn) are considered to be in good condition for these curve numbers. * 3.5.2-3 - 11/92 !ZING COUNTY, WASHINGTON. SURFACE WATER DESIGN MANUAL FIGURE 3.5.1C 2-YEAR 24-HOUR ISOPLUVIALS '7.---- : Ant"-: fil fil Psi-ft (- ) ; . ..1..=-- \ 45'., A Ami.'1; I.L.40 --I A vii4 flir71111: "1-TotikAilloa— '` i '' ' ';''''41 AI 11 171 kV I Ir •••1/4 dikilliVI illk r rirginis • cal g# - pigi,-7.41w4Fir - . , __, _((4 �� 1 viot 6.,(0 s , ..t.4.1.0,310_ .. . A • '''' • Ninvi • • , sawigail i — .4111 - A 04,04 cv, ...-....iiirr;f: ,;• 1 1E04 \ -``,. 3 .'iariFfl .' •L ',. r 1 ilmlik\IINV41*. i 1 `4 0 ti .Vsggii .4.4,pi ni 0 \� '' rkilP j -- -is :� rafrA,/ _lb 1. 4°°5:4 ,. . 4. . I,. 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''' 4 tr-g".'"- 1 `-%. illIB ry . ,ray"Jrl ► ;0 9, i i. _4" re' IM'1111C4r .'' --N.,„4"... pr- k ilr ;Am .r.- --- - cv I 2-YEAR 24-HOUR PRECIPITATION .ti' �t; �N # •.,, • ;3.4�" ISOPLUVIALS OF 2-YEAR 24-HOUR �► _ 5 �``� TOTAL PRECIPITATION IN INCHES �'weirjpwr _ i rb0 1 2 3 4 5 6 7 3 Mlles •r / 1:300.000 3.5.1-8 el, r k 1/90 2.1 2, 3 .,..,___•;,• • —.ms,Fw v tr �lrs 22 .\1•— ' r .rig ,# - ,it; k `,,,Ak t ' 2. 1/ sme 'f A r 1 ---. 25 igriZftw, '•\ + INFA , iMI ..s 2.8 / '" :14-:11111741k1"-41.1 ,t1 -:'..; 1316111:1111* - Illillikk- V 6.-- i 2.7 i 1 111ffile,"k7M-. . i. 1 .,".°14.40,04 , 2.49 :, ",.1741111MIIIRPF,": -, - -0-11i4i*Lig 117‘*. - 4 1.11 =, 4k. tjr.14 \._ - . -.1 ..\•. - -,, --7.' ileit WV if/ • 29 \\I ...,.. -11 \ ,.. - 1 AetwijlliO".111 leil. , .' ,..t- ... .,w ; ' AO ��� =I : vlb3r ...,:., -sliiiihr , ,:‘,..,„ifi:\t,,,. _ ....„A.,,,L, ,,,, _. . , .,..„. 4 II -21h6 2 i : 1+ • . \ "Fill i IlitZ,Nali liklarillik likk 1.k . NkfitiVlk • :1:1_ i , "PN'S -S14110Eirlillk 1 t"5. - ? / c:-.-- •.: 1111 '1A1.1 OUP '. et j 4) 1\ -.. - - -- . \ 1;N V. ! .7 A ° II „.--- .. . . „1,-,- • Alltri .- 't.'' - .„... i,, . ,, i )-• P' e-!i • - ,, • „,,,, 7. . .-- ./.. 1 ;,.- .)-- 0.-i., \-impulato .. 4 , i i 1 i,. fC.001111K Akik„ f\ \ - ,) r I A :Vieri i ii,/ ..../ Nswom iiir 1 ,,., . , s*- A I, Apr- 1 7-,-) : - ; - .irgi glimMtlibl ._,Tok \ _ -=. „).1 ..I:- .., -=(' ek i=I - .146"V. lh ; ' i 4: ."11111 1 1..4e ' /- it I • i .7 \.._4_,,.141111raavieleil=-. NE - sollivelliejl . ..10111F : 031111 ',. — : f4 ....,. :____., ..,. _.... r .1-:' . AUL 101 44, . * v . ,,..... \ IA041); . ,, rxf ,... Wi, or . .:•.irairrt -YEAR 24-HOUR PRECIPITATIONCb .VillirAtikw��,a ,, k "�5 y 3.4�' ISOPLUVIALS OF 10-YEAR 24-HOUR `����`�� TOTAL PRECIPITATION IN INCHES 50 0 1 2 3 4 5 6 7 8 Mlles �ib- Qt ��Sri 3.s.1-10 A 1:300,000 f 7 ib 1� `�0 It) 44- 6-I KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL . FIGURE 3.S.1H 100-YEAR 24-HOUR ISOPLUVIALS 3't -,'s �1IPI i\rise. riN7 .-•- `,'' ; if . lz ' IV lin 1 qc 3.4 , .:Iiiiik .0 1 A v ?,' i ,04kA , 11..., . a.e i r - taws tkpral 10 .1---..r. . ‘e I-141 I I likl I r V t#, 3 ? woman 1 3.9 ii 717:1 %1941111111141-) ii )10 ) 40 z, 4\ - lir*, 4 ' -.7 -----"Niv,44-7 -11a re ....alliov..• yil , .:.. \- . '1' ,.1/4-a-'' 1--: -. : '7(''." ..' WAIL V: -IIP lir - - . 4.3 ) ‘:. 10116,.. \ ' ‘ 1,. . , --.‘ .,,--4.1.., _ _ .. . • . ,efdij,• / Ai.,( ..... _ Ni.;0,4 k,,,, .1_,. , gill - -......,,r, , , c:, . ',..)0... ...,,e." . ‘14:-,.41: i71;41,st\. !ef r41r1o0!m, w� 1W., i =a 7 4Isiap ,iOp4 . ..S \` i; iam _ 4l 11‘_.. . ,T.•/pA.4, 40 --i1i--r-miii, ir-'e'-\r-\•- 6 -- mail 7e�1 .,.l-. .ti.vm.,13.-owv.I-2nki4_a , . \ 1lli19► c' . , 1". - \ 1 . : 44411111WR-.\* . k , . �. ei Nlitl-,... . _,...:0,,„1 1200� tomeigil ' ; . - -.. '-- ' c'--- ob In - .. ;--.? 1. „... .,,,..... .14,11‘i r f. _ ii ,„_.. S s -,_.. b, _ . ,... 11 \ sl'i % w�� 7 ,- 1 • ii ' tell "AI I illial -.. VAIN Aisle" 4" . k , -4_ ),`, m •-•-• 11,, ; i : ' d . • a ‘ rol IV . I 4.'' rio 4 . l'..1 ::-.,:: ad :11 - I -1417,t-= •-•-k. j1dIPJ MR 1 - - i ..,... 1NJ il '. \ IiiMarmeNti ' jetillipmp — -- '. c'F' /4,_br :-'-,‘ . CP- - 'ma e4. ‘ .- .1.1,. vior ipti. •...4- . . i ,..,,,,,. . 44> .4r :;1,1,,,, • ..........\-v- • "wry ,it . •,,, ,,,,,,, ,:d. „„ , IA\ ,.,,, , . .. , ..„ .V. ril 0 . ,,,,a t • c 100-YEAR 24-HOUR PRECIPITATION pVirAIMProll:, �! 3.4 r�ISOPLUVIALS OF 100-YEAR 24-HOUR tit.Dc• �" ����,� � _. ( 5�5 TOTAL PRECIPITATION IN INCHES Qafdr _ 0 1 2 3 4 5 6 7 6 Mlles 43 ., IN, r _ 3.5.1-13 OPy0 _ ,.--- '.�. - 1:300,000 '• ' 1/90 �l 04- 19 9/30/96 1 : 18 : 21 pm SvR Design Company page 1 Renton School District SvR Job#-96052 Talbot Hill Elementary School Renton File :RENT-SCH BASIN SUMMARY BASIN ID: 002DEV NAME: 2 YR, 24 HR, PROPOSED COND. SBUH METHODOLOGY TOTAL AREA • 8 . 75 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE KC24HR PERV IMP PRECIPITATION • 2 . 00 inches AREA. . : 4 . 85 Acres 3 . 90 Acres TIME INTERVAL 10 . 00 min CN • 86 . 00 98 . 00 TC • 5 . 82 min 5 . 82 min ABSTRACTION COEFF: 0 . 20 TcReach - Sheet L: 55 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 2180 TcReach - Channel L: 240 . 00 kc : 17 . 00 s: 0 . 0170 TcReach - Channel L: 400 . 00 kc :42 . 00 s : 0 . 0300 TcReach - Channel L: 100 . 00 kc :42 . 00 s : 0 . 0750 PEAK RATE: 2 . 82 cfs VOL: 0 . 92 Ac-ft TIME: 470 min BASIN ID: 002EX NAME : 2 YR, 24 HR, EXISTING COND. SBUH METHODOLOGY TOTAL AREA • 8 . 75 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE • KC24HR PERV IMP PRECIPITATION • 2 . 00 inches AREA. . : 5 . 35 Acres 3 .40 Acres TIME INTERVAL 10 . 00 min CN • 86 . 00 98 . 00 TC • 13 . 88 min 13 .88 min ABSTRACTION COEFF: 0 . 20 TcReach - Sheet L: 100 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 0580 TcReach - Sheet L: 38 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 3160 TcReach - Shallow L: 325 . 00 ks : 11 . 00 s : 0 . 0320 TcReach - Channel L: 425 . 00 kc :42 . 00 s : 0 . 0220 PEAK RATE: 2 . 37 cfs VOL: 0 . 88 Ac-ft TIME: 480 min BASIN ID: 010DEV NAME: 10 YR, 24 HR, PROPOSED COND. SBUH METHODOLOGY TOTAL AREA • 8 . 75 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE KC24HR PERV IMP PRECIPITATION • 2 . 90 inches AREA. . : 4 . 85 Acres 3 . 90 Acres TIME INTERVAL 10 . 00 min CN • 86 . 00 98 . 00 TC 5 . 82 min 5 . 82 min ABSTRACTION COEFF: 0 . 20 TcReach - Sheet L: 55 . 00 ns : 0 . 1500 -p2yr: 2 . 00 s : 0 . 2180 TcReach - Channel L: 240 . 00 kc : 17 . 00 s : 0 . 0170 TcReach - Channel L: 400 . 00 kc :42 . 00 s: 0 . 0300 TcReach - Channel L: 100 . 00 kc :42 . 00 s : 0 . 0750 PEAK RATE: 4 . 76 cfs VOL: 1 . 50 Ac-ft TIME: 470 min 4 9/30/96 1 : 18 : 21 pm SvR Design Company page 2 Renton School District SvR Job#-96052 Talbot Hill Elementary School Renton File :RENT-SCH BASIN SUMMARY BASIN ID: 010EX NAME : 10 YR, 24 HR, EXISTING COND. SBUH METHODOLOGY TOTAL AREA • 8 . 75 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE KC24HR PERV IMP PRECIPITATION • 2 . 90 inches AREA. . : 5 .35 Acres 3 .40 Acres TIME INTERVAL 10 . 00 min CN • 86 . 00 98 . 00 TC • 13 . 88 min 13 . 88 min ABSTRACTION COEFF: 0 . 20 TcReach - Sheet L: 100 . 00 ns : 0 . 1500 p2yr: 2 . 00 s: 0 . 0580 TcReach - Sheet L: 38 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 3160 TcReach - Shallow L: 325 . 00 ks : 11 . 00 s : 0 . 0320 TcReach - Channel L: 425 . 00 kc :42 . 00 s : 0 . 0220 PEAK RATE: 4 . 06 cfs VOL: 1 .46 Ac-ft TIME: 480 min BASIN ID: 100DEV NAME : 100 YR, 24 14R, PROPOSED COND. SBUH METHODOLOGY TOTAL AREA • 8 . 75 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE KC24HR PERV IMP PRECIPITATION • 3 . 90 inches AREA. . : 4 . 85 Acres 3 . 90 Acres TIME INTERVAL 10 . 00 min CN • 86 .00 98 . 00 TC 5 . 82 min 5 . 82 min ABSTRACTION COEFF: 0 . 20 TcReach - Sheet L: 55 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 2180 TcReach - Channel L: 240 . 00 kc: 17 . 00 s : 0 . 0170 TcReach - Channel L: 400 . 00 kc :42 . 00 s : 0 . 0300 TcReach - Channel L: 100 . 00 kc :42 . 00 s : 0 . 0750 PEAK RATE: 7 . 02 cfs VOL: 2 . 18 Ac-ft TIME: 470 min BASIN ID: 100EX NAME: 100 YR, 24 HR, EXISTING COND. SBUH METHODOLOGY TOTAL AREA • 8 . 75 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE KC24HR PERV IMP PRECIPITATION • 3 . 90 inches AREA. . : 5 .35 Acres 3 .40 Acres TIME INTERVAL 10 . 00 min CN • 86 .00 98 . 00 TC • 13 .88 min 13 . 88 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 100 . 00 ns: 0 . 1500 p2yr: 2 . 00 s :0 . 0580 TcReach - Sheet L: 38 . 00 ns : 0 . 1500 p2yr: 2 . 00 s: 0 .3160 TcReach - Shallow L: 325 . 00 ks : 11 . 00 s : 0 . 0320 TcReach - Channel L: 425 . 00 kc :42 . 00 s : 0 . 0220 PEAK RATE: 6 . 03 cfs VOL: 2 . 13 Ac-ft TIME: 480 min ( 3 ok 24 4 ` 9/30/96 1 : 18 : 21 pm SvR Design Company page 3 Renton School District SvR Job#-96052 Talbot- Hill Elementary School Renton File :RENT-SCH HYDROGRAPH SUMMARY PEAK TIME VOLUME = HYD RUNOFF OF OF Contrib . NUM RATE PEAK HYDRO Area cfs min. cf\AcFt Acres Extsr. 2 -la 2 . 372 480 38387 cf 8 . 75 cc.N1s t0•:'C2 4 . 060 480 63566 cf 8 . 75 too-tt3 6 . 034 480 92933 cf 8 .75 Doti_ 2 -; 4 2 . 824 470 40067 cf 8 . 75 otit� I o.' C5 4 . 762 470 65547 cf 8 . 75 (Uol't 6 7 .021 470 951 2R rf R _ 7S ;TUdIAZE2-Tell 2 . 365 490 39891 cf 8 . 75 to-Ye12 4 . 059 490 65373 cf 8 . 75 ,a"SE io0-YE 13 7 . 021 490 94542 cf 8 . 75 9/30/96 1 : 18 : 22 pm SvR Design Company page 4 Renton School District SvR Job#-96052 Talbot Hill Elementary School Renton File :RENT-SCH STAGE STORAGE TABLE UNDERGROUND PIPE ID No. 481NCH Description: 4 ' DIAM. X 180' DET PIPE Diameter: 4 . 00 ft . Length: 180 . 00 ft . Slope. . . : 0 . 0000 ft/ft upstr: 48INCH dnstr: 54INCH STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- 177.50 0.0000 0.0000 179.20 964.19 0.0221 180.90 2146 0.0493 182.60 2407 0.0553 177.60 17.912 0.0004 179.30 1038 0.0238 181.00 2198 0.0505 182.70 2410 0.0553 177.70 47.977 0.0011 179.40 1113 0.0256 181.10 2247 0.0516 182.80 -2413 0.0554 177.80 85.614 0.0020 179.50 1188 0.0273 181.20 2290 0.0526 182.90 2416 0.0555 177.90 129.11 0.0030 179.60 1263 0.0290 181.30 2328 0.0534 183.00 2419 0.0555 178.00 177.43 0.0041 179.70 1337 0.0307 181.40 2358 0.0541 183.10 2421 0.0556 178.10 229.84 0.0053 179.80 1412 0.0324 181.50 2376 0.0545 183.20 2424 0.0557 178.20 285.79 0.0066 179.90 1485 0.0341 181.60 2379 0.0546 183.30 2427 0.0557 178.30 344.83 0.0079 180.00 1558 0.0358 181.70 2382 0.0547 183.40 2430 0.0558 178.40 406.57 0.0093 180.10 1630 0.0374 181.80 2384 0.0547 183.50 2433 0.0558 178.50 470.68 0.0108 180.20 1701 0.0391 181.90 2387 0.0548 183.60 2436 0.0559 178.60 536.88 0.0123 180.30 1771 0.0407 182.00 2390 .0.0549 183.70 2438 0.0560 178.70 604.89 0.0139 180.40 1839 0.0422 182.10 2393 0.0549 183.80 2441 0.0560 178.80 674.47 0.0155 180.50 1905 0.0437 182.20 2396 0.0550 183.90 2444 0.0561 178.90 745.40 0.0171 180.60 1969 0.0452 182.30 2399 0.0551 184.00 2447 0.0562 179.00 817.47 0.0188 180.70 2031 0.0466 182.40 2401 ,0.0551 179.10 890.46 0.0204 180.80 2090 0.0480 182.50 2404 0.0552 I S" o f a l 9/30/96 1 : 18 : 22 pm SvR Design Company page 5 Renton School District SvR Job#-96052 Talbot Hill Elementary School Renton File :RENT-SCH STAGE DISCHARGE TABLE MULTIPLE ORIFICEa ID No. 1800RIF Description: ORIFICE FOR PIPE DET 2 & 10-YR Outlet Elev: 178 . 00 Elev: 176 . 00 ft Orifice Diameter: 8 .3750 in. Elev: 179 . 60 ft Orifice 2 Diameter: 4 . 2500 in. STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---cfs (ft) ---cfs .(ft) ---cfs (ft) ---cfs 178.00 0.0000 179.10 1.9963 180.20 3.2029 181.30 4.0968 178.10 0.6019 179.20 2.0851 : 180.30 3.2968 181.40 4.1673 178.20 0.8512 179.30 2.1702 180.40 3.3872 181.50 4.2366 178.30 1.0425 179.40 2.2521 180.50 3.4746 181.60 4.3047 178.40 1.2038 179.50 2.3312 180.60 3.5593 181.70 4.3716 178.50 1.3459 179.60 2.4077 180.70 3.6417 181.80 4.4375 178.60 1.4744 179.70 2.6367 180.80 3.7220 181.90 4.5023 178.70 1.5925 179.80 2.7729 180.90 3.8003 182.00 4.5662 178.80 1.7025 179.90 2.8921 181.00 3.8768 178.90 1.8057 180.00 3.0018 181.10 3.9516 179.00 1.9034 180.10 3.1049 181.20 4.0249 1‘ oc24 • 9/30/96 1 : 18 : 22 pm SvR Design Company page 6 Renton School District SvR Job#-96052 Talbot Hill Elementary School Renton File :RENT-SCH STAGE DISCHARGE TABLE COMBINATION DISCHARGE ID No. COMBO Description: Combined Orifice and Riser Structure: 180ORIF Structure : Structure : OVERFLOW Structure : Structure : STAGE c--DISCHARGE---> STAGE c--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---cfs (ft) ---cfs (ft) ---cfs (ft) ---cfs 178.00 0.0000 f79.20 2.0851 180.40 3.3872 181.60 5.9049 178.10 0.6019 179.30 2.1702 - 180.50 3.4746 181.70 6.7635 178.20 0.8512 179.40 2.2521 180.60 3.5593 181.80 7.1117 178.30 1.0425 179.50 2.3312 180.70 3.6417 181.90 7.4318 178.40 1.2038 179.60 2.4077 180.80 3.7220 182.00 7.7304 178.50 1.3459 179.70 2.6367 180.90 3.8003 182.10 8.0118 178.60 1.4744 179.80 2.7729 181.00 3.8768 182.20 8.2791 178.70 1.5925 179.90 2.8921 181.10 3.9516 182.30 8.5344 178.80 1.7025 180.00 3.0018 181.20 4.0249 182.40 8.7794 178.90 1.8057 180.10 3.1049 181.30 4.0968 182.50 9.0154 179.00 1.9034 180.20 3.2029 181.40 4.4753 179.10 1.9963 180.30 3.2968 181.50 5.1077 I? ac 24 9/30/96 1 : 18 : 22 pm SvR Design Company page 7 Renton School District SvR Job#-96052 Talbot Hill Elementary School Renton File :RENT-SCH STAGE DISCHARGE TABLE RISER DISCHARGE ID No. OVERFLOW Description: Overflow Riser for Flows< 10YR Riser Diameter (in) : 12 . 00 elev: 181 . 30 ft Weir Coefficient . . . : 9 . 739 height : 182 . 50 ft Orif Coefficient . . . : 3 . 782 increm: 0 . 10 ft STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE c--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---cfs (ft) ---cfs (ft) ---cfs (ft) ---cfs 181:30 0.0000 181.60 1.6003 182.00 3.1642 182.40 3.9666 181.30 0.0000 181.70 2.3919 182.10 3.3827 182.50 4:1430 181.40 0.3080 181.80 2.6743 182.20 3.5879 181.50 0.8711 181.90 2.9295 182.30 3.7820 le, of 21 9/30/96 1 : 18 : 24 pm SvR Design Company page 8 Renton School District SvR Job#-96052 Talbot Hill Elementary School Renton File :RENT-SCH LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE c DESCRIPTION > (cfs) (cfs) --id- --id- c-STAGE> id (cfs) VOL (cf) 2-YR, 24-HR 2.37 2.82 48INCH COMBO 179.54 11 2.37 1221.28 cf 10-YR, 24-HR 4.06 4.76 48INCH COMBO 181.25 12 4.06 2308.00 cf 100-YR, 24-HR 6.03 7.02 48INCH COMBO 181.68 13 7.02 2381.02 cf . Civil Engineering Sheet IC) of 2"f S V R . Planning Job l 960s2 . Landscape Architecture Project Rig.".1 + Cd—wi h;3111 Designed by\ I% Date 9 DE S I G N COM P A N Y . Checked by JOE- Date /?.6/q6 SI NGt of \Os LoiLE Fri I/in< V (04-S.le) Otani/6C S.23, — I Ar-e.0- 115, 3i zF a- 13goo IF - I 21431 SF 7 r237 Acl (M-sITE) (rgohmaC,t s. L 3e1)Are Periiui 34Z CF: 4- 22Sb %r : 3Z0SF > 107c4c1" taS c euk %A n ACI ,are,- cc A K� � braF.kao a ccJev Wu, c(jzi- Z A . C4 = afo t At,, ,,,,,s 4t-..2- 12-q9 3 I — 3 2_7 70 9 b 4 4 0 SF ='? 2. 22 .4 c CO = '38 Ti: .. Use S .n1;,,,.A-es r , ,... - I24;W #1$4 370�P11.0 '' //�� (S.ZV!430 . VQ;cs)lar t io .J Z S37 7�- 28 '67 9 +$460 (a Z7) ‘, SF ROd P dt-ta,.n% 12 38 (24 7 S7 Z`. = J 1 9°0 C16 sr '' 5;(12,,AM 96‘,00 - 6 Z716 -1992 = 139 8 6 s r- werlcs s‘S cv...„tr.ar 3 Peck F(owc 2-YR 1. 27 c-Cc v. 100-W2- 2 . 7$ GCS s/ l iostza,1Q- Si VS I - kC (('' ${a..c�o.-IJ co/ fir /- crect+, z -Y4 flea") + Co.1 00 — T101 � 0� �2 C( f. `� i, `03' b= 13 ' t I____ ,, t 8 I 008 Western Ave., Ste. 301 • Seattle, WA 98104 • Phone: 206.223.0326 • Fax: 206.223.0125 • �tS� V2 T010 ` �j‘0c n S ,ot f z /�co TGi �1;\1 s o I ccjiii,_,,. P3,15;,� Area ��� k -c r le oho , swde _ 1- i 0N-E s'ii in 0-p 2 Ft S' (see r- kdoa)'1 of anat.,'' �' ski- z A ) 288?9 S F Y Yp n b ii n . ..-,,,,iiiky,./......ii, M 4� ti -.-... ,A./.../q c; m, .........a........... ....:::::.5. • •••••••••••••••••••••• .4§ .....igiii, .........ggiRm _ . . I r c Oftlift anima. ScA L.. CI=60 I t LI o+- Lq- 9/26/96 11 : 20 : 31 am SvR Design Company page 1 Renton School District SvR Job#-96052 Talbot Hill Elementary School Bioswale Flow Calcs . File :RSD-BIOS BASIN SUMMARY BASIN ID: 002YRBIO NAME : 2 YR, 24 HR, BIOSWALE BASIN SBUH METHODOLOGY TOTAL AREA • 2 . 97 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE • KC24HR PE-RV IMP PRECIPITATION • 2 . 00 inches AREA. . : 0 . 75 Acres 2 . 22 Acres TIME INTERVAL • 10 . 00 min CN • 86 . 00 98 . 00 TC 5 . 00 min— 5 . 00 min ABSTRACTION COEF_ 0 . 20 PEAK RATE: VOL: 0 . 38 Ac-ft TIME: 470 min BASIN ID: 100YRBIO NAME : 100 YR, 24 HR, BIOSWALE BASIN SBUH METHODOLOGY TOTAL AREA • 2 . 97 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE • KC24HR PERV - IMP PRECIPITATION • 3 . 90 inches AREA. . : 0 . 75 Acres 2 . 22 Acres TIME INTERVAL 10 . 00 min CN • 86 . 00 98 . 00 TC 5 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE: VOL:c s VOL: 0 . 83 Ac-ft TIME: 470 min 2zo1 2q Biofiltration_Swale Analysis Using Rural Vegetation Project: Redmond School District - Talbot Hill Elem. page 1 of 2 Date: 26-Sept-96 SvR No.: 96052 • Size Swale for Biofiltration Function Use Manning's n = 0.35 Channel Side Slopes = 3 :1 Use Slope (s) = 0.02 ft/ft Design Flow (2 yr) Q = 1.27 cfs TABLE 4.6.3A Design Flow Depth by Type of Vegetation Type of vegetation Winter design height Design flow depth Urban (lawns) 3 inches 1 inches Rural (natural areas) 6 inches 4 inches Wetlands (wet areas) 10 inches 8 inches Choose Flow Depth: Winter Design Height 6 inches* Design Flow Depth = 4 inches* *See table above Q = (1.49/n)x((A^5/3)/(WP^2/3))x(s^1/2) A = Area of flow for base of width B and side slopes above. WP = Wetted Perimeter for base B at design flow. Select Width of Channel By Trial and Error select width of channel Base(B)for channel with capacity for design flow. Base Flow • Velocity Top Area Wetted Width (ft) (cfs) (fps) Width (ft) (sf) Perimeter 10.0 0.995 0.271 12.00 3.667 12.108 14.0 1.380 0.276 16.00 5.000 16.108 13.0 1.284 0.275 15.00 4.667 15.108 2 9 w1.27�ry �-U.•75�CCi¢.....ru�.-.cv.rr..u..�.c.:_•Ye._n.s..-..__.r.wa.-v........rr.._.....+re_.-..su.av,ew'::.»C._—.+P:✓n:•.r-at.w:w:.v...:.i_.. .e.H..,.se..,v• Check Design Velocity = 0.28 fps < 1.50 fps Allowable Design Surface Area = 2980 sf Actual Length of Swale = 200 ft Base Width = - 13 ft Note:To get the equivalent length,channel base width has been increased,surface area is held constant. 23 0A- 2.1 6,11M % sLat 2A adJ: 0KL ILO) Check Velocity at Actual Slope and Actual n_factor: page 2 of 2 Actual Slope (s) 0.020 ft/ft Actual manning's n =- 0.080 Design Flow (100 yr) Q = 2.78 cfs By trial and error,for base B,select depth with sufficient capacity for design flow. Base Depth Flow Velocity Area Wetted Width (ft) (ft) (cfs) (fps) Perimeter : 13.0 0.20 2.373 0.87 2.720 14.265 13.0 .0.30 4.700 1.13 4.170 14.897 13.0 0.23 3.003 0.95 3.149 14.455 .. ..13.0... 0.22...: 2786 ..:. 0 93.>__: 3..005:...:...::..;14.391 Design Depth of Water in Swale = 0.22 ft Actual Velocity = .. 0.93 fps < 5:00 fps Allowable Choose Depth of Swale = 0.33 ft Use 1' of freeboard, Depth 1.33 ft May-29-96 06 : 55A AESI Kirkland 2068275424 P . 02 • SUBSURFACE EXPLORATION AND GEOTECHNICAL ENGINEERING REPORT TALlianilLiEMENTARY SCHOOL RENOVATIONS RENTON, WASHINGTON PREPARED FOR Renton School District No. 403 PROJECT NO. G96095A MAY 1996 May-29-96 06 : 55A AESI Kirkland 2068275424 P .03 SUBSURFACE EXPLORATION AND GEOTECHNICAL ENGINEERING REPORT TALBOT HILL ELEMENTARY SCHOOL RENOVATIONS TALBOT ROAD SOUTH AND SOUTH 23RD STREET RENTON, WASHINGTON May 29, 1996 Project No. G96095A I. PROJECT AND SITE CONDITIONS 1.0 INTRODUCTION This report presents the results of our subsurface exploration and geotechnical engineering study for the proposed Talbot Hill Elementary School renovations. The proposed building location and approximate locations of the explorations accomplished for this study are presented on the Site and Exploration Plan. Figure 1. In the event that any changes in the nature, design or location of the structure is planned, the conclusions and recommendations contained in this report should he reviewed and modified, or verified, as necessary. ,1 A Purpose and Scope The purpose of this study was to provide information concerning the distribution and characteristics of subsurface soils and shallow ground water, identify risks associated with the planned development, and to present eeotechnical engineering design recommendations. Our study included a review of available literature, drilling test borings and performing geologic studies to assess the type, thickness. distribution and physical properties of the subsurface sediments and shallow,ground water conditions. Engineering studies were also conducted to determine the type of suitable foundation, allowable hearing pressures. anticipated settlements, floor support recommendations and drainage and erosion considerations. This report summarizes our current field work and offers-development recommendations based on our present understanding of the project. 1.2 Authorization Written authorization to proceed with this study was granted by Mr. Michael Torgerson of the . Renton School District No. 403. Our study was accomplished in general accordance with our scope of work letter dated April 11, 1996. This report has been prepared for the exclusive use of Renton School District No. 403 and their agents, for specific application to this project. Within the limitations of scope, schedule and budget, our services have been performed in accordance with generally accepted geotechnical engineering and engineering geology practices in effect in this area at the time our report was prepared. No other warranty, expressed or May-29-96 06 : 55A AESI Kirkland 2068275424 P .04 implied is made. Our observations, findings, and opinions are a means to identify and reduce the inherent risks to the owner. Steep slopes are present along the southwest side of the site. Based on inability to access the area during our exploration program, a stability evaluation of the slope was not completed. If additional explorations are completed at a later date, subsurface data and stability recommendations will be included in an addendum to this report. 2.0 PROJECT AND SITE DESCRIPTION This report was completed with an undcrstanding of the project based on a site plan and topographic survey dated October 23. 1995. by T.C.A., Inc. and an updated, proposed site plan by Meng Architects, titled -Talbot Hill Elementary School, Scheme `B' - alternate #3". Present plans call for the new classroom building, located at the southwest corner of the upper building area, to remain, while the remainder of the buildings will be demolished and replaced. Grades in the area of the old classroom building, gymnasium, and asphalt paved play area will be lowered by about 4 feet before construction of the new buildings. New parking stalls will be constructed at the northeast corner of the parcel. In addition, the existing athletic field will he regraded and increased in size by cutting back the southwest trending portion of the slope on the east end and filling over the southern and western portions of the playfield and on the slope south of the playfield. We understand the school district plans to use the material cut from the east slope as fill. Drainage improvements are planned to mitigate the saturated conditions that are present on the playfield for much of the year. The nearly 11 acre site was situated in the southeast quadrant of the intersection of Talbot Road South and South 23`a Street. The site comprised several relatively level areas at different elevations, and slopes with varying inclinations and heights. One of the slopes was situated along the east property boundary, trending north-south and sloping down to the west. The slope increased in height and steepness to the south. It had a maximum inclination of about 40% and a maximum height of about 16 feet at a point approximately 130 feet north of the southeast corner of the site. From that point the slope trended to the southwest and decreased in height. A 3 to 4 foot high rockery was located at the toe of the slope, immediately east of the existing gymnasium. A circular driveway divided an undeveloped area on the north side of the parcel, north of the__ school buildings.. The undeveloped area was vegetated with deciduous trees and moderate, undergrowth, and was relatively level with some mounds and shallow depressions resulting in a total elevation change on the order of 3 feet. The existing buildings and play areas were situated as shown on Figure 1. This relatively level portion of the site dropped about 6' feet in elevation from east to west. Concrete steps and two small rockeries provided grade breaks between the old classroom building and the administration and new classroom buildings. 2 May-29-96 06 : 56A AESI Kirkland 2068275424 P .05 • • A level parking area was situated west of the administration building. From the west side of the parking lot and the west side of the new classroom building, a brushy slope about 10 feet in height extended down to Talbot Road South. From the existing buildings and play area, there was a 6 to 10 foot drop in grade down a grassy slope to the existing playfield. An asphalt paved ramp from the 'play area provided vehicle access to the playfield. The grass playfield had an inclination of about 3 percent down to the west. Standing water and saturated surface soil conditions were observed in several locations on the existing playfield, indicating poor drainage conditions in the subsurface soils. A gravel drain was noted along the east side of the playfield. The gravel in the drain was noted to contain some fine grained soil (silt): however, the condition or effectiveness of the drain, or whether a drain pipe was present was not investigated. South and west of the playfield, a slope with an inclination of up to about:30 percent and height of about 30 feet extended down to the property boundary. The slope was heavily vegetated with brush. Three buried underground storage tanks (UST) were observed on the property: one located near the southwest corner of the administration building, adjacent to boring EB-2. one in the undeveloped area across the driveway (north) from boring EB-3, and one in an asphalted area a few feet southwest of EB-4. A hydrocarbon odor was noted in some of the soil samples collected from boring EB-2. 3.0 SUBSURFACE EXPL9RATION Our field study included drilling a series of exploration borings to gain information about the site. The various types of sediments as well as the depths where characteristics of the sediments changed are indicated on the exploration logs presented in Appendix A. The depths indicated on the logs where conditions changed may represent gradational variations between sediment types in the field. If changes occurred between sample intervals in our borings, they were interpreted. Our explorations were approximately located in the field-by measuring from known site features shown on a site plan/topographic survey prepared. by:T.C.A., Inc. dated October 23, 1995. The conclusions and recommendations presented in this report are based on the 14 exploration borings completed for this study. Because of the nature of exploratory work below ground. extrapolation of subsurface conditions between field explorations is necessary. It should be noted that differing subsurface conditions may sometimes be present due to the random nature of deposition and the alteration of topography by past grading and/or filling. The nature and extent of any variations between the field explorations may not become fully evident until construction. If variations are observed at that time, it may be necessary to re-evaluate specific recommendations in this report and make appropriate changes. 3 May-29-96 06 : 56A AESI Kirkland 2068275424 P .06 3.1 Exploration Borings The exploration borings were completed on April 15 and 16. 1996 by advancing a 3-3/8 inch inside-diameter, hollow-stem auger with a trailer-mounted drill rig. During the drilling process, samples were obtained at generally 2.5 or 5.0 foot depth intervals. The borings were continuously observed and logged by a geotechnical engineer from our firm. The summary exploration logs presented in Appendix A are based ()If the field logs, drilling action, and inspection of the samples secured. Disturbed but representative samples were obtained by using the Standard Penetration Test procedure in general accordance with ASTM D 1586. This test and sampling method consists of driving a standard 2 inch outside-diameter, split barrel sampler a distance of 18 inches into the soil with a 140 pound hammer free-falling a distance of 30 inches. The number of blows for each 6 inch interval is recorded and the number of blows required to drive the sampler the final 12 inches is known as the Standard Penetration Resistance ("N") or blow count. If a total of 50 blows is recorded within one 6 inch interval, the blow count is recorded as 50 blows for the number of inches of penetration. The resistance, or N-value, provides a measure of the relative density of granular soils or the relative consistency of cohesive soils; these values are plotted on the attached boring logs. The samples obtained from the split barrel sampler were classified in the field and representative portions placed in water-tight containers. The samples were then transported to our laboratory for further visual classification and laboratory testing, as necessary. Descriptions of the laboratory tests performed and the test results are presented in Appendix B. 4.0 SUBSURFACE CONDITIONS Subsurface conditions at the project site were inferred from the field explorations accomplished for this study, visual reconnaissance -of the site and review of topography provided on the previously mentioned topographic survey. As shown on the field logs. .the exploration holes generally encountered fill materials overlying weathered bedrock (sandstone/siltstone). A thin mantel of lodgment till was also encountered in some locations. The following section presents more detailed subsurface information organized from the upper (youngest) to the lower (oldest) sediment types. 4:1 Stratigranhv Fill Fill soils (those not naturally placed) were encountered in borings EB-1 through EB-9 and EB- 14. The fill ranged in thickness from 2-1/2 feet in EB-3 and EB-4, to 14 feet in EB-2. EB-2 ��.• was located adjacent to an underground heating oil tank; therefore, the fill encountered was likely placed as backfill in the tank excavation. Other borings that encountered thick fill are 4 EB-7, EB-9, and EB-14 with 9-1/2 feet, 7 feet. and 7-1/2 feet respectively. These borings are located in parking, playground, or athletic field areas as shown on Figure 1. The borings located in or near proposed building areas encountered a fill thickness of 5-1/2 feet or less. As noted on the exploration logs, the fill consisted of loose or soft to medium dense or stiff, moist, silty, sand 'or silt. These materials appear to vary in both quality and depth across the site. Since the quality, thickness and compaction of the till materials is low or variable, the fill is considered to be unsuitable for structural support. Lodgement Till Lodgement till was encountered below fill in borings EB-4. EB-9. EB-13, and EB-14. The lodgement till layer was found to be between 2 and 3 feet thick in EB-4 and EB-9 where bedrock was encountered below the lodgement till. EB-13 and EB-14 were terminated in lodgement till after 2 1/: and 6 1/2 feet of penetration. respectively. Lodgement till is generally a non-homogenous mixture of silt, clay, sand and gravel that has been compacted by the weight of several thousand feet of glacial ice. It generally possesses relatively high strength. low compressibility, and low permeability characteristics. The upper few feet of lodgement till can he weathered to a less dense condition when compared to the parent material, such as encountered in EB-14. Bedrock Bedrock was encountered at varying depths and to the termination depths of all explorations except EB-13 and EB-14. Bedrock encountered ranged from a sandstone and siltstone to a thinly laminated coal and siltstone. In general, weathered bedrock was encountered either below fill or lodgement till down.to as deep as could be drilled with the hollow stem auger drill rig. The degree of weathering ranged from highly weathered nearer to the ground surface to slightly weathered at the refusal depth of the borings. Boring EB-7 encountered a 3-foot- thick sequence of thinly laminated weathered coal and siltstone from about 13 feet to 16 feet below ground surface. Although no sample was recovered below the coal, blow counts indicate that the exploration was out of the coal seam and back into sandstone. The bedrock encountered is considered to be part of the Renton Formation. The Renton Formation is described on geologic maps as an arkosic sandstone. mudstone, and shale with beds of coal mostly near the base or middle of the formation. 4. logy Ground water seepage was encountered in exploration holes EB-10, EB-11, and EB-12 at the time of our'field.study. The depth of seepage ranged from 1-1/2 feet to 4 feet below ground surface and probably indicated a perched condition. Perched water occurs when surface water infiltrates down through relatively permeable soils and becomes trapped or "perched" atop a comparatively impermeable barrier such as the till or sandstone/siltstone bedrock. Perched water levels will typically rise during the wetter winter months and shallow surficial pending may temporarily occur over lower, level portions of the property. 5 May-29-96 06 : 56A AESI Kirkland 2068275424 P . 08 Seepage may also occur at random depths and locations in unsupervised or non-uniform fills. It should be noted that fluctuations in the level of the ground water may occur due to the time of the year and variations in rainfall. ' Surface water was noted at several locations on the existing playfield. The school district also noted seepage near the base of the slope east of the gymnasium. Based on our field observations. the surface water source is thought to he precipitation along with runoff from the properties east of the existing field and structures. Even though the overall slope of the playfield suggests that the field will drain. localized depressions collect surface water. Since the subsurface soil is relatively impermeable, collected surface water remains on the playfield. The old gravel drain observed east of the playfield may he capable of collecting some surface water from the slope, however, the condition of that drain is not known, and precipitation falling on the playfield will not flow toward the drain. 4.3 Coal Mine Hazards A review of a coal mine map of the area indicates a coal mine gangway is situated beneath the subject property. Since a coal mine survey was not included in our current scope of work, the depth and location of the mine workings were not investigated for this project. In some instances, collapse,of coal mine workings in other areas have resulted in subsidence of the ground surface. Therefore, if the School District does not already have a complete coal mine survey of the area, we recommend that AESI be retained to evaluate the extent and depth of coal mine working beneath the site. • • • May-29-96 06 : 56A AESI Kirkland 2068275424 P .09 - May 29, 1996 Project No. G96095A III. DESIGN RECOMMENDATIONS 5.0INTRODUCTION Our exploration indicates that, from a geotechnical standpoint, the parcel is suitable for the proposed development provided the risks discussed are accepted and the recommendations contained herein are properly followed. The foundation bearing stratum is relatively shallow and spread footing foundations may be used. We understand that the distribution of • foundations loads will be typical; no concentrated loads are anticipated. Consequently. the natural, undisturbed sediments (lodgement till or weathered sandstone/siltstone bedrock) or properly placed and approved structural fill bearing on undisturbed, natural sediments is capable of providing suitable building support. Due to the weathered nature of the bedrock encountered, and the type of excavation expected (open face accessible to large equipment). we expect that rock excavations on the site can be accomplished using standard. heavy earth moving equipment. A dozer with ripper teeth or large excavator with "tiger" teeth may be required to loosen less weathered portions of the sandstone/siltstone bedrock before it can be excavated. Even though it appears that the excavations can be accomplished using standard equipment, there is a risk that portions of unweathered sandstone could be encountered especially for utility trenches and the playfield excavation at the southeast corner of the site. In order to accommodate this risk. we recommend that provisions for rock excavation be included in some fashion in the bid documents. Wet, soft surface soil conditions during our field exploration program precluded exploratory drilling over most of the existing playfield area. As such, we were unable to fully evaluate • existing conditions on the playfield and for the fill slope along the south side of the playfield. Although the fill slope appeared stable, based on visual observations, the internal stability of ,the embankment and how that stability will be affected by placing additional fill on the playfield is not known. Before final design, we recommend that explorations at a minimum he completed along the southern edge of the playfield to investigate the internal stability of the embankment. This data would be used to predict how the existing embankment will react to placing additional fill to level the fields. 6.0 SITE PREPARATION Following demolition of the old school structures, all foundations presently on the site which are under proposed building areas or not part of future plans should be removed. Any buried utilities should be removed or relocated if they are under building areas. The resulting 7 May-29-96 06 : 57A AESI Kirkland 2068275424 P . 10 depressions should be backfilled with structural fill as discussed under the Structural Fill section. Site preparation of planned building and road/parking areas should include removal of all trees, brush, debris and any other deleterious material. Additionally, the upper organic topsoil, where present, should he removed and the remaining roots grubbed. Areas where loose surficial soils exist due to grubbing operations should he considered as fill to the depth of disturbance and treated as subsequently recommended for structural fill placement. Existing fill should be stripped down to the underlying till or bedrock beneath proposed footing locations. Since the density of the soil is variable, random soft pockets may exist and the depth and extent of stripping can best be determined in the field by the geotechnical engineer or engineering geologist. We recommend that road and parking areas be proofrolled with a loaded dump truck to identify any soft spots; soft areas should be overexcavated and backfilled with structural fill. In our opinion. stable construction slopes should be the responsibility of the contractor and should be determined during construction. For estimating purposes, however, we anticipate that temporary, unsupported cut slopes in the fill can be made at a maximum slope of 1.5H:1V (Horizontal:Vertical) in the absence of ground water. Temporary cut slopes in the bedrock • can likely be made at slopes as steep as 3/H:1 V; however, if bedding orientation in the rbedrock dips into the excavation and is daylighted by the cut, the slope angle should be flattened to maintain a stable condition. An unstable bedrock condition can best be determined once the area is opened up at the time of construction. As is typical with earthwork operations, some sloughing and raveling may occur and cut slopes may have to be adjusted in the field. In addition, WISHA/OSHA regulations should be followed at all times. The onsite soils contain a high percentage of fine-grained material which makes them extremely moisture-sensitive and subject to disturbance when wet. The Contractor must use care during- site preparation and excavation operations so that the underlying soils are not softened. If disturbance occurs. the softened soils must be removed and the area brought to grade with structural fill. Consideration should be given to protecting access and staging areas with an appropriate section of crushed rock or Asphalt Treated Base (ATB). if crushed rock is considered for the access and staging areas, it should be underlain by engineering stabilization fabric to reduce the potential of fine-grained materials pumping up through the rock and turning the area to mud. The fabric will also aid in supporting construction equipment, thus reducing the amount of crushed rock required. We recommend that at least 10 inches of rock he placed over the fabric; however, due to the variable nature of the near-surface soils and differences in wheel loads, this thickness may have to he adjusted by the contractor in the field. • May-29-96 06 : 57A AESI Kirkland 2068275424 P . 11 7.0 FIL1, 7.1 Staicsurkl Fill Although no grading plans were available at the time of our study, it is likely that structural fill will be necessary to establish desired grades. Therefore, all references to structural fill in this report refer to subgrade preparation, fill type. placement and compaction of materials as • discussed in this section. If a percentage of compaction is specified under another section of this report, the value given in that section should be used. After recompaction of the exposed ground is tested and approved, or a free-draining rock course is laid and approved. structural fill may be placed to attain desired grades. Structural fill is defined as non-organic soil, acceptable to the geotechnical engineer, placed in maximum 8 inch loose lifts with each lift being compacted to 95 percent of. the Modified Proctor `Maximum Density using ASTM:D 1557 as the standard. In the case of roadway and utility trench filling, the backfill should be placed and compacted in accordance with current local or county codes and standards. The top of the compacted fill should extend horizontally outward a minimum distance of 3 feet beyond the location of the perimeter footings or roadway edge before sloping down at an angle of 2H:1 V (Horizontal:Vertical). The contractor should note that any proposed fill soils must be evaluated by Associated Earth Sciences, Inc. prior to their use in fills. This would require that we have a sample of the material 48 hours in advance to perform a Proctor test and determine its field compaction standard. Soils in which the amount of fine-grained material (smaller than No. 200 sieve) is greater than approximately 5 percent (measured on the minus No. 4 sieve size) should be • considered moisture-sensitive. Use of moisture-sensitive soil in structural fills should be limited to favorable dry weather conditions. The onsite soils generally contained significant amounts of silt and are considered extremely moisture-sensitive. In addition, construction equipment traversing the site when the soils are wet can cause considerable disturbance. If fill is placed during wet weather or if proper compaction cannot, he obtained, a select import material consisting of a clean, free-draining gravel and/or sand should be used. Free-draining fill consists of non-organic soil with the amount of fine-grained material limited to 5 percent by weight when measured on the minus No. 4 sieve fraction. A representative from our firm should inspect the stripped subgrade and be present during placement of structural fill to observe the work and perform a representative number of in- place density tests. In this way. the adequacy of the earthwork may be evaluated as filling progresses and any problem areas may be corrected at that time. It is important to understand that taking random compaction tests on a pan-time basis will not assure uniformity or acceptable performance of a fill. As such, we are available to aid the owner in developing a suitable monitoring and testing program. The majority of the onsite soils (weathered bedrock or fill) contain significant amounts of fine grained material and are considered to he extremely moisture sensitive. Furthermore, laboratory tests on the highly weathered bedrock indicate that weathering has resulted in 9 May-29-96 06 : 58A AESI Kirkland 2068275424 P . 12 significant amounts of clay-sized particles in the soil. In addition to the fine grained nature of the weathered bedrock, moisture content determinations suggest that the material is likely too wet to achieve required compaction values in its present condition. For these reasons, and for planning purposes, we recommend that none of the fill or highly weathered bedrock encountered in our borings he used as structural fill below buildings. However, there may he areas uncovered during clearing on the site that contain granular fill that may be suitable for use as structural fill. Also, since the amount of weathering decreases with depth in the bedrock unit, the rock may become suitable for use as structural fill from areas that require significant amount of rock excavation, such as in the southeast corner of the site. 7_2 Non-Structural Fill . • If some settlement of the filled areas is acceptable to the school district, weathered bedrock and the existing fill material may be used in non-structural areas. such as on the playfield. The high moisture and fines content of the highly weathered bedrock and fill materials are expected to result in a fill that may he difficult to compact to any suitable degree if the material is placed in wet weather or wet subgrade conditions. Therefore, use of these materials should be limited to dry weather and dry subgrade conditions. Permanent slopes for non-structural fill, constructed with the existing fill materials and weathered bedrock, should he constructed with an inclination of 2'/MH:1 V or less. If fill is to be placed on slopes steeper than 5H:1V, the base of the fill should he tied to firm, stable subsoil by appropriate keying and benching which would be established in the field to suit the particular soil conditions at the time of grading. The keyway will act as a shear key to embed the toe of the new fill into the hillside. Generally, the keyway for hillside fills should he at least 8 feet wide and cut into lodgment till or bedrock. Level benches would then be cut horizontally across the hill, following the contours of the slope. No specific width is required for the benches, although they are usually a few feet wider than the dozer being:used to cut them. All fills proposed over a slope should be reviewed by our office prior to construction. 8.0 FOUNDATIONS • Spread footings may be used for building support when founded on dense. natural soils (lodgment till or slightly weathered bedrock) or structural fill placed as previously discussed. Since some footings may bear on natural sediments. while others are on structural fill, we recommend that a maximum allowable bearing pressure of 2,500 pounds per square foot (psf) be utilized for design purposes, including both dead and live loads. If a higher bearing pressure is desired, a value of 4,000 psf may be used if the footings bear entirely on dense lodgment till or slightly weathered bedrock. An increase of one-third may be used for short- term wind or seismic loading. Perimeter footings should he buried at least 18 inches into the surrounding soil for frost protection: interior footings require only 12 inches burial. However, all footings must penetrate to the prescribed bearing stratum and no footing should be founded in or above loose, organic, or existing fill soils. To limit settlements, all footings should have a minimum width of 18 inches. Brick facing must he supported by an extension 10 May-29-96 06 : 59A AESI Kirkland 2068275424 P . 13 . v of the footings to reduce the potential of differential settlement between the brick and wood structure. It should be noted that the area bounded by lines extending downward at 1H:1 V (Horizontal:Vertical) from any footing must not intersect another footing or intersect an area that contains soils that are not comparable to the area immediately below the footing. In addition. a 1.5H:1V line extending down from any footing must not daylight because sloughing or raveling may eventually undermine the footing: Thus, footings should not be placed near the edge of steps or cuts in the bearing soils. Anticipated settlement of footings founded on dense lodgement till, or bedrock should he on the order of 1/2 inch. Settlement for footings founded on approved structural fill should be on the order of 1 inch. To avoid possible damage from differential settlement, adjacent footings should not be founded on structural fill and lodgement till/bedrock. if this situation is encountered, backfilling with a material such as controlled density fill instead of structural fill is advised. Alternatively, the lodgement till/bedrock could be overexcavated a minimum of 12 inches and replaced with structural fill. Disturbed soil not removed from footing excavations prior to footing placement could result in increased settlements. All footing areas should be inspected :by Associated Earth Sciences, Inc. prior to placing concrete, to verify that the design hearing capacity of the soils has been i attained and that construction conforms with the recommendations contained in this report. Such inspections may he required by the governing municipality. Perimeter footing drains should be provided as discussed under the section on Drainage Considerations. 9.0 LATERAL WALL PRESSURES All backfill behind walls or around foundation units should be placed as per our recommendations for structural fill and as described in this section of the report. Horizontally backfilled walls which are free to yield laterally at least 0.1 percent of their height, may he designed using an equivalent fluid equal to 35 pounds per cubic foot (pcf). This value assumes a horizontal backslope for at least two times the wall height. Fully restrained, horizontally backfilled, rigid walls which cannot yield should be designed for an equivalent fluid of 55 pcf. If parking areas are adjacent to walls, a surcharge equivalent to 2 feet of soil should be added to the wall height in determining lateral design forces. The lateral pressures presented above are based on the conditions of a uniform backfill consisting of approved, granular material compacted to 90 percent of ASTM:D 1557. A higher degree of compaction is not recommended as this will increase the pressure acting on the wall. A lower compaction may result in settlement of the slab-on-grade above the walls. Thus, the compaction level is critical and must be tested by our firm during placement. Surcharges from adjacent footings, heavy construction equipment. or sloping ground must be added to the above values. Perimeter footing drains should be provided for all retaining walls as discussed under the section on Drainage Considerations. It should be understood that no 11 May-29-96 06 : 59A AESI Kirkland 2068275424 P . 14 ey granular materials suitable for retaining wall backfill was encountered in our explorations. As such, imported backfill should be anticipated for this function. 9.1 Passive Resistance and Friction Factor Retaining wall footings/keyways cast directly against undisturbed, dense soils (lodgment till or bedrock) in a trench may be designed for passive resistance against lateral translation using an equivalent fluid equal to 400 pcf. The passive equivalent fluid pressure diagram begins at the top of the footing, however, total lateral resistance should be summed only over the depth of the actual key (truncated triangular diagram). This value applies only to footings/keyways where concrete is placed directly against the trench sidewalls without the use of forms. If footings are placed on grade and then hackfilled, the top of the compacted backfill must be horizontal and extend outward from the footing for a minimum lateral distance equal to three times the height of the backfill, before tapering down to,grade. With backfill placed as discussed, footings may he designed for passive resistance against lateral translation using an equivalent fluid equal to 250 pcf and the truncated pressure diagram discussed above. Passive resistance values include a factor of safety equal to 3 in order to reduce the amount of movement necessary to generate passive resistance. The friction coefficient for footings cast directly on undisturbed. dense soils may be taken as t� 0.4. This is an ultimate value and does not include a safety factor. Since it will he difficult to excavate these soils without disturbance, the soil under the footings must be recompacted to 95 percent of the above mentioned standard for this value to apply. 10.0 FLOOR.SUPPORT A slab-on-grade floor may be used over structural fill or pre-rolled medium dense or dense natural ground. The floor should he cast atop a minimum of 4 inches of washed pea gravel to act as a capillary break. It should also he protected from dampness by an impervious moisture barrier or otherwise sealed. In accordance with American Concrete Institute guidelines, it is also recommended that a 2 inch layer of clean sand be placed over the vapor barrier to help protect it and to allow some moisture loss from the slab during placement and curing. 11 0 DRAINAG . O�NSIDERATIONS The natural, dense till and bedrock at the site are relatively impermeable and water will tend to perch atop these materials, within the fill or highly weathered natural soils. Traffic across these soils when they are damp or wet will result in disturbance of the otherwise firm stratum. Therefore, prior to site work and construction, the contractor should be prepared to provide drainage as necessary to keep the subgrade as dry as possible. 12 May-29-96 07 : OOA AESI Kirkland 2068275424 P . 15 4, All retaining and footing walls should he provided with a drain at the footing elevation. Drains should consist of rigid, smooth walled perforated, PVC pipe surrounded by washed pea gravel. The level of the perforations in the pipe should he set 2 inches below the bottom of the footing at their highest locations and the drains should he constructed with sufficient gradient to allow gravity discharge away from the building. In addition, all retaining walls should be lined with a minimum 12 inch thick washed gravel blanket. or approved drainage medium, provided over the full-height of the wall, and which ties into the footing drain. Roof and surface runoff should not discharge into the footing drain system but should he handled by a separate, rigid tightline drain. In planning, exterior grades adjacent to walls should be sloped downward away from the structure to achieve surface drainage. Surface water in the athletic field areas has resulted in saturated topsoil, especially during wet weather. The gravel drain located at the east end of the playfield may reduce surface water run-on from the adjacent property; however, it is nearly silted over with fines and is likely not very effective. In addition, the topsoil at the site had a high fines content and the field surface was not smooth; therefore, the precipitation falling on the playfield did not readily drain away. even though the field was sloped. Even if water penetrated vertically into the playfield soil, it would drain very slowly laterally due to the low permeability soils encompassing the entire playfield area. Due to the inability of the existing soil to transport water laterally off the playfield, a drainage system is recommended for the new field. The drainage system should include grading of the field, installation of: appropriately spaced drainage trenches and/or pipe, placement of a drainage layer, and placement of a pervious topsoil overlying the drainage layer. The system should be designed 'by a qualified professional assuming no vertical infiltration into the underlying natural soil. 12.0 PROJECT DESIGN AND CO 'I�STRUCTION MONITORING At the time of this report, site grading, structural plans, and construction methods have not been finalized and the recommendations presented herein are preliminary. We are available to provide additional geotechnical consultation as the project design develops and possibly changes from that upon which this report is based. We recommend that Associated Earth Sciences, Inc., perform a geotechnical review of the plans prior to final design completion. In this way, our earthwork and foundation recommendations may he properly interpreted and implemented in the design. We are also available to provide geotechnical engineering and monitoring services during construction. The integrity of the foundation depends on proper site preparation and construction procedures. In addition. engineering decisions may have to be made in the field in the event that variations in subsurface conditions become apparent. 13 May-29-96 07 : OOA AESI Kirkland 2068275424 P . 16 We have enjoyed working with you on this study and are confident that these recommendations will aid in the successful completion of your project. If you should have any questions, or require further assistance, please do not hesitate to call. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington • Gary:A. Flowers, P.G. Principal Thomas S. McFarlane, P.E. Michael G. Byers, P.E. Geotechnical Engineer Project Engineer • • • • TSM/Id G96095A.I 5/1/96 Id-wW 14 s A - 1(0 -I5o, SAtransmiital project Talbot Hill Elementary School doc Id 95121.00 LUA96-150 to City of Renton, Development Services Division attention Mark Pywell 200 Mill Avenue South Renton, WA 98055 we are sending you ® attached ❑ under separate cover the following items via Mail date 13-Feb-97 -)EVELOPMENT PLANNING copies date description nib nc'aNr ON Results of Drilling Program/Location of Coal Mine Workings. FEB ) 81997 Notice of Proposed Contruction (Federal Aviation Administration) RECEIVED these are transmitted + ❑ for approval ❑ as requested ® for your use ❑ remarks Please call if you have any questions copy to ® file ❑ ❑ ❑ signed P. Eric Becker M ENG 2108 Western Avenue (206)448 9640 Seattle,WA 98121 (FAX)728 6053 e Notice of Proposed .� Aeronautical Study����Number 9 11.5 p � Construction or Alteration r 4NM0 0 u- -01 9Administration I 1. Nature of Proposal 2. Complete Description of Structure A.Type B.Class C.Work Schedule Dates Please describe,on a separate sheet of paper if necessary, ( 97 the proposed construction or alteration. 1 New Construction -'-, ' [NPermaiient Beginning July [. Alteration* , --..-•-.-_. Temporary.(ouration months) End July 98 A. For proposals involving transmitting stations,include effective radiated power(ERP)and assigned frequency of *If Alteration,provide previous,FAA Aeronautical Study Number,if available: all proposed or modified transmitters on the structure.(If 3A. Name,address,and telephone number of individual,company corporation,etc.proposing the not known,give frequency band and maximum ERP). construction or alteration. (Number,Street City,.State,and Zip Code) B.For proposals involving overhead wire,transmission lines. RENTON. SCHOOL-DISTRICT--J403 - CAPITAL PROJECTS OFFICE etc.,include the size and the configuration of the wires and 1220 North. 4th Street . their supporting structures. Renton, WA 98055 C.For all proposals,include site orientation,dimensions,and construction materials of the proposed or altered structure. 204-4470 ATTN: MIKE TORGERSON D.Optional—Describe the type of obstruction marking and ( 2Q 6 ) lighting system desired for your structure.The FAA will Area Code Telephone Number recommend appropriate marking and lighting for the str3B. Name,address and telephone number of proponent's representative,if different than 3A.above. Circular in 70ac 7460-1.ordance with the markingstandads andof Advisory AC 70/7460-1.An FAA lighting recommendation will reflect the minimum acceptable level of conspicuity necessary to warn pilots of the presence of an object However,the FAA,under certain circumstances,will not object to the use of a system(such as a medium intensity flashing white light system or a dual ( ) lighting system)other than}�tthe recommended standard. Area Code Telephone Number (SEE ATTACHED).33,'LceL 6/Cda.)6 4. Location Of Structure 5. Height and Elevation to nearest toon A.Coordinates i tf k uondredths of seconds, B.Nearest City or Town C.Nearest public or military airport. A.Elevation of site above mean atitude 0( ,( and State heliport,fiightpark,or seaplane base sea level. 19 9r to qa r 203r 0 47 27 30, Renton, WA Renton Mini Pal Airport TTSGS+TISCF. nATITM (1).Distance to 4B (1).Distance from structure to nearest B.Height of structure including all 24' J Longitude of rl �i ►� to 9 point of nearest runway appurtenances and lighting above 1 ground or water. 37 r 122 12 30. In City Limits 9,500 ft. 4D. Source of coordinate information for item 4A.above. (2).Direction to 48 (2).Direction from structure to airport C.Overall height above mean sea level 223' t0 i USGS 7.5' Other (A+B) 1__1 Quad Chart ❑Survey ❑Specify North North 240' Indicate the reference datum of the coordinates,if known. 4E.Describe,on a separate sheet of paper,the location of the site with respect to highways,streets,airports, Other prominent terrain features,existing structures,etc.Attach a copy of a U.S.Geological Survey quadrangle map 7.5 ®NAD 27 ❑NAD 83 ❑Specify minute series(or equivalent)showing the construction site.If available,attach a copy of a documented site survey with the surveyor's certification. (SEE ATTACHED) FAILURE TO PROVIDE ALL REQUESTED INFORMATION MAY DELAY PROCESSING OF YOUR NOTICE Notice is required by Part 77 of the Federal Aviation Regulations(14 C.F.R.Part 77)pursuant to Section 1101 of the Federal Aviation Act of 1958,as amended(49 U.S.C.app.§1501).Persons who knowingly and willfully violate the Notice requirements of Part 77 are subject to a civil penalty of 31,000 per day until the notice is received,pursuant to Section 901(a)of the Federal Aviation Act of 1958,as amended(49 U.S.C.app§1471(a))as well as the fine(criminal penalty)of not more than 3500 for the first offense and not more than 32,000 for subsequent offenses,pursuant to Section 902(a)of the Federal Aviation Act of 1958,as amended(49 U.S.C.app§1472(a)). I HEREBY CERTIFY that all of the above statements made by me are true,complete,and correct to the best of my knowledge.In addition, I agree to obstruction mark and/or light the structure in accordance with established marking&lighting standards as necessary. Date Typed or Printed Name and Title of Person Fling Notice Si a Jan. 8, 1997 Mike Torgerson - Project Manager ��� 1��� FOR FAA USE ONLY FAA will either return this form or issue a se ate acknowledgement. The Proposal: Supplemental Notice of Construction,FAA Form 7460-2,is required any time the project is abandoned,or ❑Does not require a notice to FAA. ❑At least 48 hours before the start of construction. ' ®is not identified as an obstruction under any standard of FAR,Part 77, ['Within five days after the construction reaches�greatest height /a Subpart C,and would not be a hazard to navigation. This determination expires on / unless: as an the FAR,of Part 77, (a)extended,revised or terminated by the issusing office; isElidentifiedobstructionunderstandards (b)the construction is subject to the licensing authority of the Federal Communications Commission(FCC)and an application Subpart C,but would not be a hazard to navigation. for a construction permit is made to the FCC on or before the'above expiration date.In such cases the determination ❑Should be obstruction❑marked❑lighted per FAA expires on the date prescribed by the FCC for completion of construction,or on the date the FCC denies the application. NOTE Request for extension of the effective period of this determination must be postmarked or delivered to the issuing office Advisory Circular 70/7460-1,Chapters at least 15 days prior to the expiration date. %Obstruction marking and lighting are not necessary. If the structure is subject to the licensing authority of the FCC,a copy of this determination will be sent to that agency. • , • Jn for any o r► , NAD 83 Coordinates (Use future cotheserespondencecoordinates with the FAA) Latit 901 r Longitude / :Ir f 0.., y3 Issued in Signature Date' Cedaf / (� A I �.� ///41/9 7 FAA Form 7460-1 (t-93)J Do Not Remove Carbons REcovEr)rty Er CORPORATE OFFICE • ASSOCIATED 911 Fifth Avenue,Suite 100 FEB�C1 Kirkland,Washington 98033 2 1991s EARTH (206)827-7701 SCIENCES, INC _ FAX (206)827-5424 BAINBRIDGE ISLAND OFFICE 179 Madrone Lane North Bainbridge Island,WA 98110 • (206)780-9370 FAX(206)780-9438 February 11, 1997 Project No. G96095B Renton School District No. 403 Capital Improvements Program 1220 North Fourth Street Renton, Washington 98055 Attention: Mr. Mike Torgerson Subject: Results of Drilling Program/Location of Coal Mine Workings Talbot Hill Elementary School Improvements Renton, Washington Dear Mike: This report presents the results of our Coal Mine Workings study at the Talbot Hill Elementary School. Due to the proximityof school structures to documented underground workings, the g purpose of the present study was to accurately locate the undermined areas on the school property so that a definitive judgement could be made regarding the hazards that these areas presented to the school. The program was successful in that the coal and underground workings were accurately located in the field through drilling and that these workings appear to be sufficiently north of school buildings so as not to pose a threat to existing or currently planned school structures. Plans to construct a parking area to the north of the school, however, could be affected by the existence of the mine workings. The results of this study are intended to add to the data gathered during our previous study that began last October. Please refer to our previous report, dated November 5, 1996, for a description of the existing site conditions, and the potential hazards to the school site. Scope of Study To physically locate the abandoned mine workings known to underlie the northern portion of the subject property required a detailed drilling program. The primary objective was first to intersect the coal seam or old workings and secondly to verify the accuracy of the old mine records. Once these two objectives had been met, the hazards to the school site could be quantified. This latest study consisted of the following: I / 1) Three diamond drill core holes were completed to depths of 55 feet, 65-1/2 feet, and 57 feet, respectively, through the coal seam or old workings. With three pierce points through the plane of the coal seam, the seam and associated workings could be accurately plotted in three dimensions. 2) Once the coal seam and workings were accurately located, their position was compared to the historical surveyed mine data, including a collapse feature that had been previously noted on the school property. 3) Discussions were carried out with a long time resident of the area, Mr. Attio Pegoraro, who described the nature and extent of collapse features associated with the mine, as they appeared in the mid-1930's. 4) Following the discussions with Mr. Pegoraro, stereo pair aerial photographs taken in 1936 were obtained in an attempt to further verify to location and extent of collapse features. 5) A detailed surface map and cross sections (Figures 1, 2, 3, & 4) were prepared from the drilling data. These figures outline the areas on the school property that could be affected by mine collapse. 6) This report was prepared to present our fmdings and opinions. • Summary of the Drilling Program Logs of the drill holes completed for this study are attached to this report. Following is a brief summary of each drill hole. Drill hole TH-1 was drilled in the north-central portion of the area defined by the bus driveway (Figure 1), and was drilled at a minus 60-degree dip and at an azimuth of 220 degrees, so as to be nearly perpendicular to the projection of the coal seam. From the surface to a depth of 7 feet there was no sample recovery. This was due to the fact that soft or loose material is generally not recovered by diamond drilling methods, and the sediments at the surface were mostly weathered soil and fill. Dense, lodgement till glacial sediments were recovered from 7 to 14 feet, and from 14 feet to 50-1/2 feet arkosic sandstone was encountered. The sandstone was fine to medium grained, generally friable, gray, with areas having finely laminated shale layers and local shale rip-up clasts. A thin lh inch thick coal seam was encountered at a depth of 49-1/2 feet, and both the coal and shale laminae occurred at an angle of approximately'65 degrees to the core axis. This core angle measurement suggested that the sandstone strata hosting the coal seam dipped at an angle of about 55 degrees to the north. Drill hole TH-1 encountered coal from 50-1/2 to 53-1/2 that was hard, black, and highly fractured. The fractured nature of the coal suggested that it was partially destressed, and possibly adjacent to a collapsed working. Underlying the coal, from 53-1/2 to 55 feet, a soft clay was • 2 I i encountered that effectively plugged up the diamond bit and the circulation of drilling fluids and the hole had to be terminated at 55 feet. Both drill holes TH-2 and TH-3 were drilled at vertical angles to the west and east of TH-1, along the strike of the seam as displayed on Figure 1. Once the coal seam had been initially intersected, there was a high degree of confidence that vertical holes could then be used to intersect the seam, as they were cheaper and easier to drill with the equipment being used. Hole TH-2 was drilled on the northwest side of the bus driveway and encountered fill and weathered soil with no sample recovery from the surface to a depth of 4-1/2 feet. Dense lodgement till was encountered from 4-1/2 to 7 feet. Gray, friable, arkosic sandstone was encountered from 7 to 44 feet and contained thin shale laminations at an angle of about 35 degrees to the core axis. This core angle was still consistent with a 55-degree dip of the sandstone as TH-2 was a vertical hole. Highly fractured coal was encountered from 44 to 50-1/2 feet with only a 20 percent core recovery. A void space was encountered beneath the coal which meant that drilling fluids no longer recirculated to the surface, but instead flowed into the void. Soft clay was again encountered beneath the coal but little was recovered due to the plugging of the bit. Hole TH-2 was continued to a depth of 65-1/2 feet to determine the condition of the rock beneath the coal, but there was no recovery from 50-1/2 to 60 feet and only 3 percent from 60 to 65-1/2 feet. The hole was terminated at 65-1/2 feet due to the plugged bit and the lost circulation. More than 2,000 gallons of water were used in the attempt to drill beneath the coal. TH-3 was drilled on the southeast potion of the bus driveway, to the north of a documented sinkhole that had been surveyed in previously, prior to its being filled. There was no recovery from the surface to a depth of 4-1/2 feet, and from 4-1/2 feet to 10 feet a 10 percent recovery was achieved within weathered lodgement till and fill soil. Dense, lodgement till was encountered from 10 to 19 feet, and gray, arkosic sandstone with some thin shale"laminations from 19 to 35 feet. The sandstone was generally friable, but a hard, recrystallized homfelsic(?) zone was encountered from 25 to 29 feet. Core angles of shale lamination were generally about 35 degrees, consistent with an approximate 55-degree overall dip. Highly fractured coal was encountered from 35 to 45 feet with only a 40 percent recovery, with void spaces and lost circulation below 45 feet. A concerted attempt was made to drill beneath the coal but with only limited recovery and high water consumption. A mixture of mine timbers, coal, soft clay, and caved pebbles from the updip lodgement till was encountered from 45 to 57 feet with about a 20 percent overall recovery. The mine timbers were in a fresh condition, reflecting the lack of free oxygen in the workings. The drill steel and core barrel finally got bound up going through the timbers, and after consuming more than 6,000 gallons of water, TH-3 was terminated at 57 feet rather than risk twisting off the core barrel. The mine timbers, documented surface collapse to the south, and presence of pebbles from near the surface, suggest that TH-3 intersected an air shaft to the surface, as had been documented on the old mine maps. Overall, the objective of the three drill holes was achieved in that three pierce points were obtained through the coal seam. The condition of the footwall rocks in the floor of the coal seam could not . . be adequately determined, however, as core recovery beneath the coal was rather limited. It 3 should therefore be assumed that the rocks immediately beneath the coal could be highly fractured, having undergone collapse, with further failure a possibility. Location of Undermined Areas Figure 1 displays the location of undermined area in relation to surface features, as determined by the recent drilling program. Based on the drill intercept data, the coal seam is located about 30 feet further to the north than originally plotted in the November 5, 1996-report, and dips at a somewhat shallower angle of about 54 to.55 degrees rather than 57 to 58 degrees north. The presence of mine timbers in TH-3 suggests that the collapse feature surveyed on school maps is in fact related to an air shaft shown on the mine maps. An air shaft would be a long term opening to the surface that typically would be timbered to maintain ground support. By aligning the air shaft displayed on the old mine survey with the location of TH-3 and the surveyed collapse feature, the overall workings would also be shifted about 15 feet further to the northwest of where they had been plotted in the previous report. This present interpretation is also consistent with drill holes TH-1 and.TH-2 that encountered highly fractured coal that, based on the old survey, would have been support pillars of coal within the overall workings. Overall, the modified location of the undermined areas indicates that the workings are actually somewhat further away from the existing school structures than originally thought, being approximately 30 feet further north and about 15 feet further west than previously plotted. This ' is considered a relatively minor adjustment based on the scale of the maps used in the previous study, but is significant in terms of reducing the risk to the existing school structures. Assessment of Mine Collapse Hazards Discussions with Mr. Attio Pegoraro (long time area resident) indicated that collapse features- i_ related to the Sunbeam workings had been rather large in the past, at the time he was a young boy during the mid-1930's. Mr Pegoraro explained that the collapse features were favorite dump sites for local residents, and that the collapse related to the air shaft was large enough to hold a Model. T Ford. He suggested that the linear topographic low that parallels the surface projection of the Sunbeam seam through the bus driveway was also due to mine collapse. To evaluate Mr. Pegoraro's story, a set of stereo pair aerial photographs dating from 1936 were evaluated for signs of collapse. When viewed through a stereoscope, such aerial photos yield an enhanced 3-D image that is ideal for identifying topographic anomalies. The photos evaluated in this study were of relatively good quality but were taken at a time of full vegetative cover. The mine entry location was clearly visible as evidenced by a waste rock dump that would have been outside of the entry tunnel, at the valley elevation several hundred feet west of the school. At the time the photos were taken, about seven years after the mine had closed, the waste rock dump was already overgrown with vegetation, and had been eroded by the former Panther Creek drainage. Relatively small topographic anomalies could be identified east of the school site, but the vegetative cover obscured the positive identification of large sinkholes that would have been on school property. . 4 Regardless of Mr. Pegoraro's recollections, it is apparent from the documented sinkhole and the fractured nature of the coal encountered, that much collapse has already occurred. Further collapse of the Sunbeam coal workings is still a very real possibility, however, as evidenced by a recent (October 1996) sinkhole that developed several hundred feet east.of the school at a residence on Main Court South. This new occurrence took place unexpectedly beneath a house/driveway that had been standing for about 15 years (refer to November 5, 1996-report). For the purposes pf this study it will therefore be•assumed that considerable collapse could still take place, especially in the event of a large earthquake. Figures 2, 3 and 4 illustrate what is considered an extremely conservative collapse scenario for these workings that assume an ultimate 1H:1V (Horizontal:Vertical) collapse angle from the deepest portion of the workings. For an indurated sandstone, such an angle is considered shallow, but was used in this instance because the condition of the underlying rock immediately beneath the coal seam could not be adequately evaluated. Under this scenario, any area above the projection of ultimate collapse angle could destress and theoretically undergo rotation or collapse. Any building constructed atop such an area could in theory sustain damage. Based on the conservative collapse angle displayed it is apparent that all of the existing permanent structures are outside of the areas of potential collapse. Based on the current plans, the new structures to be built on this site will be generally over the foundation footprint of the existing buildings, and therefore will not encroach on the potential area of ultimate collapse. The small temporary building located near the southwest corner of the bus driveway appears to be located immediately adjacent to the limit of ultimate collapse. • Summary of Findings The present study confirmed our previous interpretation with a higher degree of certainty. The data from the drilling program reduces risk and uncertainties that relied on the accuracy of a _ survey completed about 70 years ago, by physically locating the coal seam on the ground at three locations. The revised data indicate that the undermined areas are somewhat further removed from the school structures than'originally projected, and therefore the risk to the proposed school renovation is .further reduced. Based on the available data the existing and proposed school structures are sufficiently removed from areas of possible collapse related to the Sunbeam mine, that any future collapse of the documented workings would not affect the structures. Although it appears to be outside of the potential ultimate collapse angle, if the temporary building is to remain after°reconstruction,,consideration should be given to relocating it from near the southwest corner of the bus driveway to a slightly more southerly location. Possible Use of Undermined Areas The existing areas that overlie undermined sites presently consist of unoccupied wooded areas and the bus driveway. We understand that future plans could include parking lots over these areas. While we would not anticipate any life threatening collapse to occur should this area become paved, there is the possibility of severe and unexpected pavement damage. Also if the area had 5 been used as a dump site, as previously suggested, the site preparation costs could be significantly higher than anticipated. As discussed, we will prepare a pavement design for you that would take into account possible pavement subsidence and will reduce, but not eliminate, the potential adverse effects. This pavement design will be sent to you under separate cover. We have enjoyed working with you on this project and if we can be of further assistance, please do not hesitate to call. Sincerely, ASSOCIATED EARTH SCIENCES,.INC. Kirkland, Washington u Zo--C George H. Bennett, C.P.G. Staff Geologist Gary A. owe s, P.G. Principal • GHB/Id G96095B2 2/1/97 Id-WP7 6 • FIGURE 1: SITE AND EXPLORATION PLAN svnb ea �!Pafe~ �P • , _ ir anger South`e'c 23rd.Streef . &.. • y, Allih- 4por0 4, . -------7 4\ 7H2W7Lf6e • , ar. _ TH-1 J s•• /f •.. • ::- . • * kb .. a/l/ ' . .'••a* _ Undermined Areas .,oUaps i C . . . / . . • )..... ' TH-3 Airshaft to Surface . / - ..c*r 7./ ftr 01: jig • .••••• • •'•••• ®�� Documented Sinkhole O�O ••. • . • O°4 . et, Ao . • G . : Q, c� of �qRy ••••.; i V TALBOT HILL MINE HAZARDS RENTON, WASHINGTON PROJECT NO. G96095B NORTH FEBRUARY 1997 ASSOCIATED 0 80 ASII EARTH SCALE IN FEET SCIENCES, INC. - __..' ' 1 . ' ' i ' ' : , , _ , __ , _ A Section Looking Northwest A _ 240 240 ADMIN. /� BLDG. TH-2 - S.23RD STREET 200'- Lodgement Till -200 Arkosic Sandstone m 11 W r • 160- \ - -160 Z SUNBEAM COAL SEAM 1H:1V ULTIMATE 0 Z COLLAPSE ANGLE Z O (SEE TEXT) soft clay/collapse zone with Z Q65.5' void space;minimal recovery Z . J120- -120 m W -� \ . . • 80- - 80 • WATER LEVEL GANGWAY - ELEV.SA 68' 40- -40 South North 0 40 80 'ASSOCIATED TALBOT HILL MINE HAZARDS EARTH 'RENTON, WASHINGTON SCALE IN FEET SCIENCES INC VERTICAL & HORIZONTAL i G96095B 2/97 FIGURE 2 .m .. _ ..-...-. __ .... .._ _ _ ,-.....1 _ _ _ ____ . ___J___ __ 1 1 _ B Section Looking Northwest B. 240- - 240 ADMIN. Topographic Low BLDG. From Collapse(?) .r S. 23RD STREET 200 - \ 1 . - 200 Lodgement Till I— Arkosic Sandstone r III 160 u. — soft clay —160 LU a Z \ ss- O Z SUNBEAM COAL SEAM Z Z I- W 120 - 1H:1V ULTIMATE - 120 1m JLLJ COLLAPSE ANGLE -I (SEE TEXT) 80 - - 80 I♦ WATER LEVEL GANGWAY ELEV.LP 68' • 40 -e 40 South North • • 0 40 80 ASSOCIATED TALBOT HILL MINE HAZARDS I != '114a' EARTH RENTON, WASHINGTON SCALE IN FEET SCIENCES, INC VERTICAL & HORIZONTAL _ G96095B 2/97 FIGURE 3 C ' Section Looking Northwest • . 240- - 240 • - - Documented TEMPORARY (surveyed) BUILDING Collapse Feature TH-3 PARKING ' • \ � 200- \<rshaft (?) 4JLodemeIuTm - 200 Arkosic Sandstone E- m w 160- r' LL rubble zone with soft SUNBEAM COAL SEAM -'60 Z clay and mine timbers 7' Z (limited recovery) 6 0 . O Z Q Z • 120- 1H:1V ULTIMATE 1'I lL COLLAPSE ANGLE - 120 m III (SEE TEXT) 80- -80 • • WATER LEVEL GANGWAY • ELEV.,-^68' • 40-r • - 40 South North o ao so ASSOCIATED TALBOT HILL MINE HAZARDS IMAM EARTH RENTON, WASHING TON SCALE IN FEET SCIENCES, INC VERTICAL & HORIZONTAL . • G96095B 2/97 FIGURE 4 . LEGEND Project Name: Talbot Hill Mine Hazards Sandy gravel with cobbles Project Number: G96095B Drilling Method: Diamond Core gi Sandy gravel Sampling Method: Wireline Elevation: 202';Azimuth 200; -60 degree dip ;) Poorly sorted sand Sandy silt Boring Diameter: HQ Drilling Contractor: Gregory Drilling f;; Well sorted sand Sandstone Page 1 of 2 Boring No. TH-1 Diamicton *` Coal Water Level Date Clay F.q Silt Time Strata D�ftth Description :a 0 to 7' No recovery. Fill/Regolith/Weathered Lodgement Till rrrr 10 A Lodgement Till. Very dense, moist, gray. A _ Al Boulder 13'to14' at base of till. 20 Arkosic Sandstone. Fine to medium grained, gray, friable, with zones of finely laminated shale 15'to 17', 35'to 39-1/2', and 47'to 49'. Shale rip-rap clasts 24'to 32'. — 30 Shale laminations are at 65 degree to core axis. 7. _ - 50 1/2"coal seam at 49-1/2' NOTES: Associated Earth Sciences, Inc. 911 Fifth Avenue, Suite 100 Dr•II. I_O Kirkland, Washington 98033 g g Phone: 206-827-7701 Fax: 206-827-5424 LEGEND Project Name: Talbot Hill Mine Hazards Sandy gravel with cobbles Project Number. G96095B Drilling Method: Diamond Core I Sandy gravel Sampling Method: Wireline Elevation: 202';Azimuth 200; -60 degree dip Poorly sorted sand Sandy silt Boring Diameter: HQ Drilling Contractor: Gregory Drilling Well sorted sand I Sandstone Page 2 of 2 Boring No. TH-1 4 Diamicton • Coal Water Level Date Clay Silt Time Strata D�ft�h Description , r 50-1/2' to 53-1/2' Coal; highly fractured, hard, black. 53-1/2'to 55' Clay; brown-gray, soft with coal fragments. BOH @ 55' Hole terminated at 55' due to plugged bit in clay. 60 70 80 • 90 100 NOTES: Associated Earth Sciences, Inc. 911 Fifth Avenue, Suite 100 Drilling �.O Kirkland, Washington 98033 g g Phone: 206-827-7701. Fax: 206-827-5424 • LEGEND Project Name: Talbot Hill Mine Hazards Sandy gravel with cobbles Project Number. G96095B Drilling Method: Diamond Core Sandy gravel • Sampling Method: Wireline Elevation: 202';Vertical Dip - Poorly sorted sand 3.11 Sandy silt Boring Diameter: HQ FrdDrilling Contractor. Gregory Drilling Well sorted sand Sandstone Page 1 of 2 Boring No. TH-2 I4] Diamicton ® Coal Water Level Date IH Clay 71 Silt Time Strata Depth Description °0 0 to 4-1/2' No recovery. Fill and Regolith. — F— 4-1/2' to 7' Lodgement Till; dense, moist, gray. 10 7'to 8' Soft Clay. . 8'to 14' rusty yellow-brown, highly oxidized Sandstone. — Arkosic Sandstone, fine to medium grained, gray, friable with zones of thin shale laminations; shale laminations are 20-25 degrees to core axis. 20 • 30 _ = — 40 Highly fractured Coal, hard, black, 20% recovery: 111 50 NOTES: Associated Earth Sciences, Inc. V 911 Fifth Avenue, Suite 100 Drilling LO Kirkland, Washington 98033 g Phone: 206-827-7701 Fax: 206-827-5424 ' - LEGEND Project Name: Talbot Hill Mine Hazards a Sandy gravel with cobbles Project Number: G96095B Drilling Method: Diamond Core Sandy gravel Sampling Method:. Wireline Elevation: 202';Vertical Dip Poorly sorted sand := Sandy silt Boring Diameter: HQ Drilling Contractor: Gregory Drilling Well sorted sand Sandstone Page 2 of 2 Boring No. TH-2 Water Level Diamicton Coal Date Clay Silt Time Strata D�ft) Description _ 50-1/2'Void; lost circulation. No recovery 50-1/2' to 60' - 60 —_—__ 3% Recovery; mixed soft, brown-gray Clay and broken Coal fragments. BOH @ 65-1/2' 70 80 - 90 - 100 • NOTES: Bit plugged 60' to 65' in clay; used +2000 gallons to drill 55' to 65'. Terminated due to plugged bit and lost circulation. Associated Earth Sciences, Inc. 911 Fifth Avenue, Suite 100 Drilling Lo Kirkland, Washington 98033 g g Phone: 206-827-7701 Fax: 206-827-5424 • LEGEND Project Name: Talbot Hill Mine Hazards Sandy gravel with cobbles Project Number: G96095B Drilling Method: Diamond Core Sandy gravel Sampling Method: Wireline Elevation: 207'; Vertical Dip Poorly sorted sand Sandy silt Boring Diameter: HQ Drilling Contractor: Gregory Drilling Well sorted sand Sandstone Page 1 of 2 - Boring No. TH-3 Diamicton Coal Water Level Date Clay Silt Time Strata o(ft) Description 4-1/2' No 0 to recovery. �r F_ 10% recovery; mixed Weathered Lodgement Till and Regolith/Fill. 'P,F�, A A — Lodgement Till; dense, moist, gray. FPFIVr VV F I_ ,r,r- 20 Arkosic Sandstone; fine to medium grained, gray, friable with some thin shale laminations. j = 25'to 29' very hard, recrystallized hornfelsic(?)zone with abundant shale laminations; shale — laminations are 30-35 degrees to core axis. - = 30 Coal; hard, black, fractured, 40% recovery with soft brown-gray clay at base. 40 — _— 45' to 57' 20% recovery;_lost circulation; soft brown-gray CLAY with mixed coal fragments. — — 50 NOTES: Associated Earth Sciences, Inc. 911 Fifth Avenue, Suite 100 Drilling I_O Kirkland, Washington 98033 g g Phone: 206-827-7701 Fax: 206-827-5424 • • - LEGEND Project Name: Talbot Hill Mine Hazards Sandy gravel with cobbles Project Number G96095B Drilling Method: Diamond Core -777 Sandy gravel Sampling Method: Wireline Elevation: 207';Vertical Dip Poorly sorted sand = Sandy silt Boring Diameter: HQ — Drilling Contractor. Gregory Drilling Well sorted sand Sandstone Page 2 of 2 Boring No. TH-3 Diamicton 111 Coal Water Level Date = Clay gq Silt Time • Strata Depth Description • • Soft, brown-gray Clay and mine timbers (wood) and void space. 60 BOH @ 57' • • • II 70 80 • 90 100 NOTES: Used approximately 6000 gallons of water after losing circulation. Hole terminated as drill steel got bound up by mine timbers. • Associated Earth Sciences, Inc. _ 911 Fifth Avenue, Suite 100 . Drilling LO Kirkland, Washington 98033 , g g Phone: 206-827-7701 Fax: 206-827-5424 SA- 910 - I50 CORPORATE OFFICE ZAMASSOCIATED 911 Fifth Avenue,Suite 100 EARTH Kirkland,Washington 98033 (206)827-7701 SCIENCES, INC FAX (206)827-5424 BAINBRIDGE ISLAND OFFICE 179 Madrone Lane North Bainbridge Island,WA 98110 (206)780-9370 FAX(206)780-9438 November 5, 1996 Project No. G96095B • DEVELOPMENT PLANNING CITY OF RENTON Renton School District No. 403 JAN O 6 1997 Capital Improvements Program 1220 North Fourth Street Renton, Washington 98055 RECEIVED Attention: Mr. Mike Torgerson Subject: Assessment of the Coal Mine Subsidence Hazard Talbot Hill Elementary School Improvements Renton, Washington Dear Mike: This letter presents the results of our hazard assessment for coal mine related subsidence at the Talbot Hill Elementary School. The school is in the process of being upgraded and many of the existing school structures will be razed and replaced with new structures over nearly the same general building footprint. Associated Earth Sciences, Inc. (AESI) Was originally contracted to complete a geotechnical engineering study for the proposed new school development. The AESI study was completed in July 1996 and included 14 shallow borings across the site. It was-noted during the geotechnical study that the site was near old mine workings and that further investigation should be carried out, which is the focus of this current study. Our work was performed under Contract Modification No. 1 to our original contract signed by the Renton School District, and dated April 15, 1996. The school property is located along the south side of South 23rd Street, on the east side of Talbot Road in Renton, South King County, Washington. The general area of the school overlies an area mapped as the old Sunbeam Mine, a relatively late producer in the history of the King County coal fields. In areas of coal mining activity in King County, local ground subsidence is not uncommon, in particular where the old mine workings were near the existing ground surface. In general, subsidence that is reflected at the ground surface as depressions or sinkholes can result from collapse of a mined out seam or room, or the exposure at the ground surface of an air or access shaft. The extent of the surface exposure generally depends on the underlying cause of the collapse. For instance, an air shaft will likely result in a localized depression, while collapsed workings in a coal seam could result in an elongated depression that affects a much larger area. s 6 Scope of Study { In general, the scope of our services was to utilize existing records to evaluate the potential hazard to the school from past coal-mining activity. Our evaluation of the coal mine hazard to the site is based on past production records of the nearby mines, and a visual reconnaissance of the site. Specifically, our study included the following: 1) Reviewing available records of the coal mining activity in the Renton district in order to evaluate the location of mined areas, the trend of the coal seams, the thicknesses of zones mined, the depth of mining activities, and the mining methods used. We relied largely on records on file in Olympia, Washington, at the Department of Natural Resources Division of Geology and Earth Resources. A selected list of references utilized for this report is included at the end of this report. 2) Performing a visual reconnaissance of the site and surrounding land to determine if any surface topographic anomalies existed that might indicate collapse of underground workings. 3) Preparing a surface map and cross section(Figures 2 and 3) showing the school and surrounding property and their relationship to the mapped, mined out areas. 4) Meeting with OSM (Office of Surface Mining, U.S. Dept. of the Interior) and Renton Schools personnel once the initial document search was completed, to discuss the nature and risks of mapped, mined areas in the vicinity of the school . grounds, and to provide verbal recommendations to better define the risks to the site, based on OSM's considerable experience in the Renton area. 5) Completion of this report. Existing Conditions The topography and surficial site conditions at the Talbot Hill school property were discussed in our previous July 1996 report. At the time of our previous report, no topographic anomalies that could be interpreted as evidence of ground subsidence were observed in the immediate vicinity of the existing school. The school structures themselves appeared to be relatively free of foundation cracks or other features that could be indicative of subsidence. A review of the past records during the present study, however, indicated that a sinkhole related to an old air shaft had been documented in the past on the northwest corner of the school property (Morrison Knudsen, 1985). The sinkhole was reportedly filled by the City of Renton, and no further subsidence has been documented to date on the site. The City was contacted about this feature but no records exist as to how and when it was filled. Information supplied by the Renton School District a places depression related to an old mine air vent in the northeast corner of the P 2 ' t school property. This feature was surveyed in the field by the school district. There is also no documentation about filling the vent. It is not clear if the two depressions (school documents and Morrison Knudsen report) are the same depression, but based on discussions with OSM personnel, 1 it is speculated that they are the same feature, and that the location as supplied by the school (northeast) is more accurate. To the west of the documented sinkhole, the visual reconnaissance for this study encountered anomalous topographic low areas in the wooded brushy area to the north of the school. These lows follow the surface projection of undermined areas of the Sunbeam seam and are on strike (in the general direction along the mapped mine) with the documented sinkhole that had been previously filled. Also, at the time of our field study, the OSM was investigating a new area of ongoing subsidence likely related to sinkhole activity several hundred feet to the east of the school at 2417 Main Court South. The sinkhole activity is thought to be related to shallow workings along the same Sunbeam workings that underlie the school property. It is important to note that the OSM had not, at the time of this report, positively determined that the subsidence noted at 2417 Main Court South was related to coal mine activity. However, as previously mentioned, the area is located directly over mapped mining areas. Geology and Mine Workings Previous geologic mapping by the U.S. Geologic Survey (Mullineaux, 1965) indicate that the property is underlain by Eocene age (55 million years old) coal bearing sedimentary rocks of the Puget group. In the immediate vicinity of the Talbot Hill School, these coal bearing strata strike (trend) roughly west north-west, and the coal seams dip (slope) about 55 degrees down to the north. Figure 1 shows the mapped workings in the vicinity of the school. A closer view of the mapped Sunbeam mine workings as they relate to the existing and proposed school is shown on Figure 2. A cross section through the mine and the school is shown on Figure 3. Three coal seams referred to as the Sunbeam, Pilot, and Senior seams (refer to Figures 2 and 3) are interpreted to underlie the vicinity of the school, but only the Sunbeam seam reportedly contained economic quantities of coal in this area. The thickness of the Sunbeam seam has been estimated at 2-1/2 to 5 feet in the vicinity of the subject site (Beikman et. al., 1961). The Sunbeam Mine was accessed by an adit (horizontal tunnel to the surface) along the Sunbeam seam that opened up in the valley several hundred feet to the northwest of the subject property. The tunnel was driven in a southeast direction along the seam at the approximate valley elevation past the school site to several thousand feet east south-east of the school property, with principal coal extraction occurring updip of, or to the south of, the main entry tunnel. This plan facilitated mine drainage and resulted in an elongate mine plan. The coal seam was mined progressively updip along the slope of the coal (about 55 degrees) until extraction was no longer economical, or ground conditions became unfavorable. Mining of the coal seam may, or may not, have continued to the ground surface, depending on the quality of the coal, the depth of overburden and other factors. The mining methods commonly used were room and pillar, or breast and pillar methods, where support for the roof was maintained. by leaving coal in place as "pillars" 3 supporting mined out "rooms." After an area had been fully developed by chutes, the pillars were often removed in a systematic fashion from the uppermost pillar down to lower levels, until the tunnel level was reached. This commonly caused the collapse of the roof and was the final step of coal extraction in a particular area, as the workings would be no longer accessible. A slope was later driven from the valley entrance down to the northeast, down to a second lower level tunnel along the Sunbeam seam that was below sea level. The lower tunnel did not reach as far as the school site but rather terminated approximately beneath Talbot Road. A rock tunnel was then driven from the lower tunnel toward the south to connect with the underlying Pilot and Senior seams. This rock tunnel was about 600 feet east of the school site and is projected onto Figure 3. Based on the mine workings neither the Pilot nor Senior seams contained economic quantities of coal as little development work was reportedly done in these areas. Documented production at the Sunbeam mine occurred between 1925 and 1929 during which approximately 90,000 tons of coal were produced. The original in-place reserves at the mine were reportedly 300,000 tons of,coal (Morrison Knudsen; 1985). Therefore, about a 30 percent extraction rate was achieved until the mine reportedly closed in 1929 as a result of a mine fire. Undocumented production by small time operators was common in a number of mines in King County after mine closure and is also a possibility at the Sunbeam. Such operators typically did little or no additional development work but often robbed coal pillars left behind for roof support or surface mined where coal seams were located at the surface. j As a general note, it must be understood that the location of the mines has been transferred to - current surface maps by locating a surface entrance to the mine, and using mine survey maps to trace the location of the workings. For these reasons, the location of mine workings as traced onto surface maps should be considered approximate until the coal seam location and orientation have been verified by subsurface explorations. Undermined Areas Figure 1 shows the relative location of the known mine workings in relation to the subject property, as compiled by the DNR (Walsh, 1983). The workings shown on Figure 1 are believed to represent all of the documented workings in this area. Figures 2 and 3 were based on a Sunbeam Mine Company map dated December 10, 1929 shortly before the mine officially closed. As can be seen on Figure 3, undermined areas are projected to lie at a shallow depth beneath the � P northern portion of the school site as a result of coal extraction along the Sunbeam seam, updip from the main tunnel at the valley elevation. The documented sinkholes on the school property and at the residence to the east of the school suggests that coal extraction along this seam extended to very near the ground surface. Within undermined areas, land subsidence can take the form of depressions, cracks, pits, or surface down-warpings over mine workings and certain adjacent areas. Long linear depressions are commonly associated with the subsidence of shallow tunnels or drifts. Steep sided conical pits 4 • I '' or sinkholes may be associated with the collapse of vertical shafts or the collapse of intersections of tunnels or other underground workings. The collapse of large underground stopes (rooms) or relatively shallow mined out coal seams may cause broad depressions, trough subsidence and associated tension cracks. These features may, or may not, be noted as surface expressions, depending on the depth of the collapsed room or seam. Shallow collapsed seams or rooms will generally be reflected on the surface. A common interpretation of "shallow" refers to an overburden zone less than about 10 to 15 times the thickness of a coal seam. This translates to about 90 feet of overburden for a 6-foot high tunnel or about 300 feet for a 20 foot tall room. The collapse of workings below these approximate depths is generally not seen at the surface due to the "bulking effect" of the collapsed material. OPINIONS AND RECOMMENDATIONS It is our opinion, based on our visual reconnaissance and review of mining records, that the entire - area along the updip, near surface projection of the Sunbeam-seam has a potential risk of subsidence. The past subsidence on school property, and the ongoing subsidence at Main Court South to the east of the school, indicate that the ground surface updip of this seam has an unstable history. The extent of subsidence risk would extend from the tunnel entry to several hundred feet east of the ongoing sinkhole at Main Court South. The areas at risk would be along the surface ' - projection of the trace of the seam and areas to the north, as the seam and mine workings dipped - to the north in this area. Based on existing information, the existing school structures and the new planned structures appear to be located just to the south of the seam and therefore would not be overlying the undermined areas. The seams and workings as displayed on Figure 2 and 3 are plotted as accurately as — possible using existing data, but the margin of error in these plots is still great enough that undermined areas could exist beneath the school structures. Until the coal seam in the vicinity of the school has been located by site specific subsurface exploration, there is a moderate to high risk . of coal mine related subsidence in the vicinity of the new school buildings. The only way to positively locate the Sunbeam seam and associated undermined areas, and to better identify coal mine hazard risks within the school property associated with this seam, would be to drill a series of three exploration drill holes as shown on Figure 2, angled to the south at about a minus 60 degrees, to intersect the seam and associated workings at three points. With this information the location of the Sunbeam seam could be accurately plotted and the risks associated with the present development better identified. Mitigation measures can be as simple as filling in an air shaft, or as major as relocating the structures so that they are outside of the influence of identified mining activities. It is estimated that about 300 feet of drilling would be required in the three holes. As discussed above, other workings on the underlying Pilot and Senior seams are located offsite of the school property, but within about 600 feet of the site. If undocumented workings were to extend to beneath the school site, they would pose a similar hazard as do the workings along the • Sunbeam seam. However, undocumented workings related to the lower seams are considered a 5 low probability, based on the available literature and past studies. Therefore the assessment of such undocumented workings beneath the site, and the risk they:could pose to school structures, would not be addressed by the drilling program proposed above. In our opinion the cost of such an assessment is not warranted at this time without additional evidence of a potential hazard. We have enjoyed working with you on this project. If you have any questions, or need further information, please do not hesitate to call. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington ,L G. . ti(.. �\ .A �-' i 4 F ] • O George H. Bennett, C.P.G. 1 o� �,�' �� � ) Icrp Staff Geologist .4,„-w rsTss' EXPIRES 12/11/ Gf(p ald% Gary lowers, P.G. Michael G. Byers, P.E. �' Y Principal Project Engineer GHB/ld G96095B.1 • 11/1/96 Id-WPW 6 • SELECTED REFERENCES Beikman, H.R., Gower, H.D., and Dana, T.A.M., 1961, Coal Reserves of Washington, Washington State Division of Mines and Geology Bulletin No. 47, pp. 63-86. Evans, G.W., 1912, The Coal Fields of King County, Washington Geological Survey Bulletin No. 3, 244p. Livingston, V.E., 1971, Geology and Mineral Resources of King County, Washington, Washington Division of Mines and Geology Bulletin No. 63, 200p. Luzier, J.E., 1969, Geology and Ground Water, Southwestern King County, Washington, Washington State Water Supply Bulletin No. 28. Morrison Knudsen, 1985, Engineering Investigation For the Renton, Washington, Area, U.S. Interior Dept. Office of Surface Mining, AML program. Schasse et. al., 1983, Directory and User's Guide to the Washington State Coal Mine Map Collection, Washington DNR Division of Geology and Earth Resources Open File Report 83-8. Walsh, Timothy J., 1983, Map of Coal Mine Workings in Part of King County Washington, Washington DNR Division of Geology and Earth Resources Open File Report 83-17. Walsh, Timothy J., 1984, Geology and Coal Reserves of Central King County, Washington, Washington DNR Division of Geology and Earth Resources Open File Report 84-3. i GFIB/ld G96095B.1 11/1/961d-WPW • • ' ( 1�• ! Yv e•1•.1 \:" ♦ 13 I . • • ' .x-ti • • — 3 1 • n , i III C •I ,\• r i.g ; Park - . ' 'is 8 fl li-�_:1.ry:: t•. , . � :_^ 7 — •' _:`��i '� _ �; �, H �' 1 — •' s� ��`� ���"' /flu'• l - :• .. :��. '�-`:n5'; '� .-' ▪ 3 1!=1 �-- list•�/ `� _1 !.I III t I -, �� , \,, 1 u I' • •_ -:-es 7 ✓i r �'. J�1 ;% 1 I ue'' . .=r. ---_ •_ • •I�rl•' ��'I it ('✓']h lint' •=1r 1l1•F•1. .� '•'o r. '' at( `GVj Io „.• ,• lig . . , isi ,, r :.v.,-:„. ,,,.r__,,.... ...„16,„ kh. , -, ...,... . „,.. ._ •.........._,. --I I I II I II •� ''-�'y OI 1�l • :».I__ .1. .> - :•n �.•_.,. , , i `� ;ti7C— BM �%- f-I - 7414.4-N76: ' — ` -�— _ �SCHOOL, /: o� \` t/� ;- \ •;� •,��-. i. I,'�`- __ _ KNOWN : /, I •" _ _ • it'j I A I �: 4, I iOE ; — ! • It .� 1 I .,,\}141 4;'; � ,i)p_ y`" - i _ Ms - • \��1 1 I I 11 ' ! 1 `1. . ,� 451• .�a ,.,'e• ,t• I ,I '' ; ': - f rr\ 1-• ' • •I. \ 1 Il 6 1•-;i• ~..( O.1 i ' I yi .. •`'a 'I_i 1 , 7 'i ! -vim• A • I Kx' -----� T'\_� . - _ ���• �•r '.� � • Mile I- . (:. • N�_- • Location of underground coalmine workings in the vicinity of the•City of Renton.Solid lines are slopes and gangways•,dashed lines are rock tunnels;dotted lines are the perimeter of mine wogs..Faults are shown as bolder line.In the main Renton mine,workings on upper coal seams are Ieft off far clarity.Base from USGS Ren- ton quadrangle.Scale I:24,000. _...-- - _. ..._ REFERENCE: WALSH,TIMOTHY J. 1983.MAP OF,COAL LIME,WORKINGS N PART OF,KNG_COUNTY,.WA WASHINGTON DNA DIVISION OF GEOLOGY AND EARTH RESOURCES OPEN FILE REPORT 83-17. - • KNOWN MINE WORKINGS IN THE-RENTON DISTRICT ASSOCIATED TALBOT HILL MINE HAZARDS illialEARTH RENTON, WASHINGTON SCIENCES, INC , ' G96095B 10/96 FIGURE 1 • qsNaell �M T 14t, / ® Nr ' ®ER L irk // / %,....... Ng. E qM S :a Ott, a / wE F F S. 23rd Street N / Q 0 1//).. , • � 3 " 210 � NET SE4 1 :, 4414. s / • Oo/ / PR POSED PARKINQk t �' ` I � \ • •60U pO / 1`1 //_____-\\1/////A ® i cof / iiOQ / • •s0 I ��i� QQ / m1 sc Y I ` DOCUMENTED i GT • SINKHOLE 1 . , CO. I\ Q %f ♦ (FILLED) I I „ $E#pA S� \ ` :• ` AAOAO ` Cp�`,ER ly I ' • 41,0 f ./ V �• elij(4) 1 O e0.., / C 1 m ~, I alga8.6_ % y, I mho / ` I r / I �` ' r • Q I 770, .. ‘+ ,�, / \�.� \ `\ / cFl cam` I \• r / / FT40 1 �� ♦GAF / 1 SEN/pR ; '4gF,4 / %AJ \ GYM UppFR SUM , 16.0 i /e XI1 ;% i SET I REV \ p AqC I E \\ I 1qM 4 I �� �+ pE Y / I \ / q0A I I \ 44, r1 \ i \ r�ry�Fo�Fv 1 i 11 • .,. • . • ..,„. • , I 441 1 `• 1 ♦ \ - \ /.. r + . \ \ 9�� +• ` \ / - j . I \ / N \ \ \� / � i • ` \I \ \ + V - \ ; + - \ .A. - + I \ at 0 O O 4 I ?. •y C AO V el LEGEND P-1 - • Proposed drill hole -60 FIGURE 2: SITE AND EXPLORATION PLAN SHOWING UNDERMINED AREAS TALBOT HILL MINE HAZARDS RENTON, WASHINGTON NORTH PROJECT NO. G96095B 0 10o zoo OCTOBER 1996 .. r a .r SCALE IN FEET ASSOCIATED REFERENCE: T.C.A.INC. SURVEYORS-ENGINEERS-DEVELOPMENT CONSULTANTS''TALBOT HILL EARTH rail ELEMENTARY TOPOGRAPHIC SURVEY',DATED 10/23/96, SCIENCES, 1 f V Ci z _ A , . _. AI �r� Looking West 3 ,2:, v-.... Cp 300 - o N a— 300 o °w c o f- W W W J V C L . m OZ CLASSROOM ADMINISTRATION ? _ Ct Ili BUILDING BUILDING V Y 0 N11447 _Z ¢ 200 - me ° i' a d a' • 1 200 BARRIER" PILLAR S \ ... ::::T SEAM' \ - - 100 D Z11. — SUNBEAM WATER —II \LEVELTUNNEL RI 4111 Z 0 - SENIOR SEAM PILOT SEAM -0 -n —ILU (NO DOCUMENTED (NO DOCUMENTED MINED OUT m W DEVELOPMENT DEVELOPMENT SEAM —I BENEATH SCHOOL) BENEATH SCHOOL) - 100- AIRWAY \ - -100 .a _. ROCK TUNNEL SUNBEAM SEAM SECOND LEVEL (PROJECTED 600'E) (PROJECTED 600'E)- (NOT UNDER SCHOOL) . -200-0' - -200 SOUTH NORTH • / A LEGEND • ' FIGURE 3: CROSS SECTION A - A' Approximate location of proposed drill tole TALBOT HILL MINE HAZARDS RENTON, WASHINGTON PROJECT NO. G96095B OCTOBER 1996 a 100 200 • I SCALE IN FEET49 ABSII ASSOCIATED HORIZONTAL & VERTICAL EARTH SCIENCES, INC UPDATES FOR FILE : skt 9 6 .1w 1 SO imilCROFILIVIED 3 ' LR • IN ° f•P - v.tiVY o CITI DF RENTON ♦ PlanningfBuilding/PublicWorks Department NetKathy Keolker,Mayor Gregg Zimmerman P.E.,Administrator April 18, 2006 Brad Medrud AHBL, Inc. 2215 N 30th Street, Suite 300 Tacoma,WA 98403. SUBJECT: Request for modification of approved site plan for Talbot Hill Elementary School(File No.LUA-96-150,SA) Dear Mr.Medrud; This letter is to inform you that we have approved your proposed revisions to the Talbot Hill Elementary School site plan. This Site Plan was initially approved via an administrative Site Plan Review process on January 20, 1997. The current request seeks to add two new 896 square foot portable buildings to be used for classrooms. No existing parking spaces would be removed by the installation of the new portable structure. The parking regulations require 1 parking space per employee for elementary schools. No parking analysis was submitted with the modification request,however based on the site plan submitted it appears that adequate area is available on-site to provide the required parking for the new portable structure. The Site Plan regulations define minor adjustments or modifications to an approved site plan as changes which do not involve more than a 10%increase in area or scale of the development, which do not have a significantly greater impact on the environment and facilities,and which do not change the boundaries of the originally approved plan(RMC 4-9-200.H.). The revisions as proposed,appear to comply with the applicable development standards of the Residential—8 dwelling unit per acre(R-8)Zone and applicable parking regulations. It has been determined that the revised proposed would not result in any significant environmental impacts above those analyzed under the previous development review. Therefore,the proposed modification to the site plan review is approved a minor modification subject to the following conditions: The applicant is advised that all code requirements and conditions of the site plan approval, dated January 20, 1997 are still applicable to the development of the site. The applicant should also understand that Environmental SEPA Review and Administrative Site Plan Review may be required for future modifications to the site plan. 1055 South Grady Way-Renton,Washington 98055 RENTON atm AHEAD OF THE CURVE This pacer contains 50%recycled material'i0%nnsf nnnr This decision to approve the proposed revisions as a minor modification is subject to a 14-day appeal period from the date of this letter. Any appeals of the administrative decision must be filed with the City of Renton Hearing Examiner by 5:00 p.m.May 2,2006. If you have questions regarding this correspondence, feel free to contact me at(425)430-7286. Sincerely, w ,).R.A1,r,j, Jennifer Toth Henning Principal Planner cc: Neil Watts,Development Services Director Rick Stracke,Renton School District .Filo APR-1;-06 - 15,:55 FROM—GREENE GASA„WAY ARCHITECTS 2539415122 _ T-763 P.O2/O2 F-7O3 / 'Ls (h) CURB, GUTTER 84-- SIDEWALK S 23RD ST o^ 490.960' Ss • (E) FH 0 k FH 0 / f111 . 11 --1 `� � � � �J I l l l l _Jim O� (E) PARKING. ^� ( I III ii-QP___ "::: . ., . *I.:oho:mita 1 c E� MAIN iniC5INGAr p� : p N A `- H / 1 / I ' �' 1 �() LAY j `�► ` I j C44J 1 ---- : ) 1 ' -No In I \ �`' ' , 1 d- 'i. 1 • �� E • H� (E) FH (E) FIRE ( I o LANE ® 1 r cn ' . I I oRTh . . .411 . hot . . ..� � COVER COD . I. N. �E.. p 3 - I N Cal • 45- ff - A• 1 . 0� ,y, ..._.... (E) PLAY 1 ��o \ FIELDS 0o . • 's. --I / 450' N 88" 16' 49" W i TALBOT HILL NI\ NTs it 04/07/2006 09: 18 4252 76 RENTON—SCHO iISTRI PAGE 02,`03 ✓ - 04/07/06 09:05 FAX 253 274 4778 AMENGINEERS l l002 W ;.. . City of Renton UADO - Oqi\ �e P ta/r � bps. t � LAND USE PERMIT MASTER APPLICATION v � PROPERTY OWNERS) PROJECT INFORMATION NAME; Renton School District PROJECT OR DEVELOPMENT NAME; ' 0.PeGvb 727 Q,C Talbot I-1111 Elementary School Portables / ' ' ' ADDRESS: 300 SW 7th Street LL.l PROJECT/ADDRESS(SyLOCATION AND ZIP CODE: CITY: Renton, WA Z1P; 98055 R O bot ton, Road 98055 TELEPHONE NUMBER (425) 204-2300 I<ING COUNTY ASSESSOR'S ACCOUNT NUMBER(S): L APPLICANT (if other than owner) I 3023059073 ., NAME; Rick Stracke EXISTING LAND USE(S): School(Public) COMPANY(if applicable): Renton School District PROPOSED LAND USE(S): School(Public) Facilities Planning EXISTING COMPREHENSIVE PLAN MAP DESIGNATION; ADDRESS: 1220 N. 4th Street Residential Single Family CITY: Renton, WA ZIP: 9$055 PROPOSED COMPREHENSIVE PLAN MAP DESIGNATION (if applicable):NIA TELEPHONE NUMBER (425) 204-4403 EXISTING ZONING: R-8 CONTACT PERSON PROPOSED ZONING(!f 8ppllcable): N/A NAME: Brad Medrud SITE AREA (in square feet); 473,395 SF SQUARE FOOTAGE OF PUBLIC ROADWAYS TO BE COMPANY(if applicable): AHBL, Inc. DEDICATED: 0 SF SQUARE FOOTAGE OF PRIVATE ACCESS EASEMENTS: ADDRESS; 2215 North 30th St., Suite 300 0 SF PROPOSED RESIDENTIAL DENSITY IN UNITS PER NET ACRE(If applicable): N/A CITY: T.9coma,WA ZIP: 98403 NUMBER OF PROPOSED LOTS(If applicable): N/A TELEPHONE NUMBER AND E-MAIL ADDRESS: (253)383.2422 bmedrud@ahbLcom NUMBER OF NEW DWELLING UNITS(If applicable): N/A Q:web/pw/Aayscrv/fomu/pinnnIng/mastarapp,doc I a4/03/06 04/07/06 FRI 10: 17 rTZ'%AY vn 0n9c1 04/07/2006 09: 18 425:' 476 RENTON—SCHC ,DISTRI i i/ 04/07/06 09:U5 FAX 253 .;�" 4778 AHBL ENGINEERS d Im00 03/03 ona • PROJECT INFORMATION (continued) NUMBER OF EXISTING DWELLING UNITS Of applicable): PROJECT VALUE: $100,000 N/A SQUARE FOOTAGE OF PROPOSED RESIDENTIAL IS THE SITE LOCATED IN ANY TYPE OF BUILDINGS(If applicable): N/A ENVIRONMENTALLY CRITICAL AREA, PLEASE INCLUDE SQUARE FOOTAGE(if applicable): SQUARE FOOTAGE OF EXISTING RESIDENTIAL BUILDINGS TO REMAIN(if applicable): N/A GJ AQUIFER PROTECTION AREA ONE SQUARE FOOTAGE OF PROPOSED NON-RESIDENTIAL Cl AQUIFER PROTECTION AREA TWO BUILDINGS(U applicable): 1,792 SF 0 FLOOD HAZARD AREA sq.ft. SQUARE FOOTAGE OF EXISTING NON-RESIDENTIAL BUILDINGS TO REMAIN(if applicable): 62,200 SF ❑ GEOLOGIC HAZARD sq.ft. NET FLOOR AREA OF NON-RESIDENTIAL BUILDINGS(if la HABITAT CONSERVATION sq.ft. • applicable): 63.992 SF Q 6HORELINE STREAMS AND LAKES sq.ft. NUMBER OF EMPLOYEES TO BE EMPLOYED BY THE q WETLANDS sq It NEW PROJECT(If applicable): None LEGAL DESCRIPTION OF PROPERTY (Attach legal description on separate sheet with the following information included) SITUATE IN THE SW QUARTER OF SECTION 4 , TOWNSHIP 23N, RANGE SE, IN THE CITY OF RENTON, KING COUNTY,WASHINGTON, TYPE OF APPLICATION & FEES List all land use applications being applied for: 1. 3. z- 4. Staff will calculate applicable fees and postage: $ _ 1--- ____._......_ ....._ AFFIDAVIT OF OWNERSHIP ! I,(Print Names) RC. c+E 17G+le. ,declare that I am(please check one) the current owner of the property involved in this application or ( the authorized repre9entetive to sat for a corporation(please attach proof of authorization)and that the foregoing state end answers hereiFj ore( and the informatJon herewith are in all r®epects VUA and correct to fhe b�y�kRpwledgA nd beliQf, I certify that I know or have satisfactory evidence that t ' fi �" • signed this Instrument and aoltnowledgQd it to be his/her/their free and voluntary acttoTvie uses and purposes mentioned In the Instrument. 7 ‘r.%%7..0! NFilit, 4:#04118 .*Zef* / ,04 MOTARY = ry Public in and for the tate of Washington .r r �'Slpnatu . •-rl tale *' � 4 � Notary(Print) � 1 /jQtw � My appointment expires; AV/4 ' p:wa6/pw/devscrv/fomwc/ptnnning/masterapp.doo 2 04/03/06 04/07/06 FRI 10:17 ITY/RY nrn 0n9sr Talbot Hill Elementary School—Legal Description STR 302305 TAXLOT 73 POR W 1/2 OF NE 1/4 OF NE 1/4 BEG NE COR TH S ALG E LN THOF 842.30 FT TH N 88-16-49 W 450 FT TH N 43-16-49 W 291.09 FT TO ELY MGN OF TALBOT RD TH NE ALG MGN OF RD TO THE N LN OF SUBD THE ALG SD N LN TO TPOB LESS N 30 FT FOR ST Talbot Hill Elementary School Portables Project Narrative The Talbot Hill Elementary School Portables project will add two single-classroom portable buildings to the Talbot Hill Elementary School campus, located at 2300 Talbot Road S. The project site is 473,395 square feet in size, is designated as Single Family Residential by the City of Renton Comprehensive Plan Land Use Map, and is zoned R-8 (Residential 8 du/ac). The surrounding area is also zoned R-8. The site presently contains two buildings comprising approximately 52,200 square feet, and one single-classroom portable, located south of the main buildings, adjacent to the playing field. Access to the new portables will be via ramps. Fire access will be via the existing fire lane. The new portables will each be 896 square feet in size, 15 feet in height, and will have electrical service only. The work is valued at $100,000. Installation of these portables will result in an increase in the impervious surface area by 2,192 square feet. According to the Soil Survey of King County, the soil types at the site are Alderwood gravelly sandy loam and Beausite gravelly sandy loam. These soils types are well drained, and water moves readily through them.. 111 S L.,uA- 9 6 - fi-s-D - ARCHITECTURE PLANNING ,;,;. „� ;• MANAGEMENT 1 Gi13101t1 :7�0HICE 1wc,�d- _ TEL 253-572=9615 Tacoma TEL 253 941 4937 Seattle i FINCH FAX- 253-941-5122 Seattle 1 1VTATT, I. FAX Project,Manager CELL E_�n, 206.818-5467 • matt®ggarchitects.com AHBL Jason Rogers 2215 North 30th Street Planner Suite.300 Tacoma,WA 98403-3350 253.383.2422 TEL 253.383.2572 FAX jrogers@ahbl.com'EMAIL \ • www.ahbt.com 0 - I Mailing address P.O.BOX 4158 FEDERAL WAY, WASHINGTON 98063 Location 31620 23RD AVE. S., SUITE 207 FEDERAL WAY, WASHINGTON 98003 Civil Engineers Structural Engineers Landscape Architects A © B O Community Planners Land Surveyors Neighbors TACOMA • SEATTLE