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HomeMy WebLinkAbout90123 TECHNICAL INFORMATION REPORT FOR: CITY VIEW ESTATES CLIENT: w v K.L . S .W. ASSOCIATES/ RICHARD W. WELLS (PARTNER) 535 DOCK ST. # 208 t/, �� �&6-f, Jul TAC OMA, WA 98402 boo •���� �� Ice PREPARED BY: T.C .A. , INC . 409 SOUTH 3 RD AVE . KENT, WA 98032 J�N PHONE : ( 206 ) 854-2043 � P i t t 13268 PROJECT NO: 90123 r DATE : JULY 11 , 1994, ' TABLE OF CONTENTS SEC T1 IDN DESWIPTIQ I Project Overview II Preliminary Conditions Summary III Off-site Analysis IV Retention Facility Design V Conveyance Systems Design VI Special Reports & Studies VII Basin & Community Plan Areas VIII Other permits IX Erosion & Sedimentation Control Design X Bond Quantities Worksheet , Retention/Detention Facility Summary Sheet & Sketch XI Maintenance & Operations Manual ~ . . ^ ' - ' / SECTION I F'E'OJE,=:T OVERVIEW PROJECT OVERVIEW The project site is located in a portion of the Northwest quarter of Section 18, Township 23 North, Range 5 East, Willamette Meridian in King County, Washington. The 2 . 78 acre site is situated between N.W. 2nd St. and N.W. 2nd Pl. from Stevens Avenue N.W. to Maple Ave. N.W. in the City of Renton. The site is presently covered by underbrush, shrubs and some trees, and has an average slope of approximately 23% from west to east, with the steepest slopes being in the northwest corner of the site. Rock walls are proposed to provide building pads for the future houses. The site is zoned R-1, and is proposed to be subdivided into 11 single family lots. Lind Avenue N.W. is proposed to be extended into the site, and shall terminate with a cul-de-sac. Public water and sewer is proposed for this project, and shall be connected to the existing lines along N.W. 2nd Pl . and N.W. 2nd St. Stormwater Management facilities will consists of two stages. The first stage will consists of tanks under the proposed extention of Lind Avenue N.W. The second stage will be a detention tank under the proposed driveway for lot 9 . Discharge from this facility will travel through the proposed bioswale in the northeast corner of the property. Water will then travel through the proposed conveyance facilities along N.W. 2nd Pl . and Taylor Avenue, and will eventually discharge into the existing facilities along Taylor Avenue. A geotechnical report, prepared by Hart Crowser, Inc. , for the previously proposed "Lakeview Terraces Condominium Complex" (same site) is included in' Section VI . The geotechnical report includes a description of the site conditions, conclusions and recommendations for the project site. cow- S —S If SY $7 S fill".SlS fee- p cI $ ST FIT- if S 120�? ?PEN ON cc s Q2 N T.�—r- 123'w S1 125 D PL A Y 1241. en on 4 swII IN $I 5-/ S El. Lrp r v: II-P Rd, 77. AIRPORT w IT 'PSI. 7 1 1 V,— B T sums s RIVE EARLI GTO s c AREA VICINI T Y MAP SCALE.- 2ffw 1 MILE± SECTION II F'F'EL I M I i,JAF:Y i_QND I T I SNS St IMMAr='Y 411►*r!t'1 '�a rr N h 4 . .,Abu— rIr ?Tt� rJ.t %�,13�hh�S!' << � ' � �11.i7i:1 tT m�Y'�� ��+. AqW � �:,' �, ''l°� �''�""d:►:.,'�:�!� `~- ,�`F'y�/�/1\ \ '�;;� ;i � T.tJ W If!`�i iY .,V� 411, yea �,� ,.�, w t` _t .��' � �• 111 ORCH 6T 1 1 11 1 ml /r' T 4,1 1 i tI� I TREE 145 11,72 I i 1 II l 1 ^_ - -2 T - - 125 - "�+ - - - - - DRAINAGE AREA MAP SCALE: V=200' CI1 T F RENTON Finance Department Earl Clymer, Mayor _ August 6, 1991 Mr.-Richard Wells 2717 Sound View Drive Tacoma, WA 98466 1Ze: City View Estates Preliminary Plat, File No. PP, V-134-90 Dear Mr. Wells: At the regular Council meeting of August 5, 1991, the Renton City Council adopted the recommendation of the Council's Planning and Development Committee to approve the City View Estates Preliminary Plat with conditions. A copy olf the committee report specifying those conditions is attached for your information. For additional information or assistance, please feel free to call. Sincerely, Marilyn rsen, CMC City Clerk 235-2502 cc: Mayor Clymer Council President Hearing Examiner Lenora Blauman Enc. 200 Mill Avenue South - Renton, Washington 98055 "AStRPiLS. 1991 Renton City Council Minuics Page 273 I) Adjusting beginning fund balances to the actual amount in all funds. 2) Allocating carryovers for 1990 uncompleted items (approved in the 1990 budget) such as: capital improvement projects; Community Development Block Grant (CDBG) funds; Environmental Impact Statement (EIS) projects; City Comprehensive Plan; compensation study; special police funds; Human Services Comprehensive Plan; long-term space needs; park self-sustaining youth basketball program; park centennial program; arterial and High Occupancy Vehicles (IFOV) lane feasibility studies; street snow time incurred in 1990 (paid in 1991); water system professional services; and other miscellaneous 1990 costs paid in 1991. 3) Incorporating new items and adjustments including: adding two firefighter positions not funded in the 1991 budget; allocating fire special project overtime; establishing a central retirement/lermination payment account for general governmental funds; adding new or additional EIS projects, supplemental development review project revisions. Planning/Building/Public Works Department 1991 reorganization for transportation planning/1-405; police reimbursement for a damaged vehicle. management and 21-R six-percent salary increase and longevity adjustment not budgeted (only if needed), Community Center swing-shift pay, reducing sales tax due to a Boeing 1987 audit; LID 329 increase in Bond Anticipation Notes (BAN) financing; reducing utility connection charges; senior housing fund adjustments; airport flood damage repairs, lease revenue adjustments, and establishment of reserves; golf course fund revenue and expenditure adjustments; and other miscellaneous adjustments or corrections. 4) Adding new grants and reallocating existing grants into the budget such as: additional Community Development Block Grants; Federal Emergency Management Agency (FEMA) 1990 and 1991 flood damage reimbursement, 1991 Police Narcotics Grants; Airport Federal Aviation Administration (FAA) Grant, new grants for water/sewer/storm and open space; and reallocation/adjustment of open space, conservation futures, and transportation and water/sewer/storm grant balances. MOVED BY NELSON, SECONDED BY STREDICKE, COUNCIL CONCUR IN THE COMMITTEE REPORT AND REFER THIS MATTER TO THE WAYS AND MEANS COMMITTEE. CARRIED. Parks: Council Chamber In response to Councilman Stredicke's inquiry, Executive Assistant Covington Modification said the Parks Department is preparing information regarding Council Chambers modification. Council President Nelson advised that this item will be presented to the Council within the next two weeks. Planning & Development Referred 6/24/91 - Planning and Development Committee Chairman marl t_ee Mathews presented a report stating that the Committee recommended that Plat: Preliminary, City several actions be taken in the request to: 1) permit a twelve lot subdivision, View Estates, PP-134-90 City View Estates, at NW 2nd Place and Lind Avenue; and 2) allow roadway improvement for NW 2nd Place to be constructed at a grade of 21 percent. (The Renton Subdivision Ordinance requires Council approval for roadway improvements constructed in excess of 15 percent grade.) Actions recommended by the Committee were as follows: 1) That all improvements to the south side of NW 2nd Place be constructed to match the existing 21 percent grade, including half-street paving, curbs, gutters, sidewalks, and street lighting, in order to expand this right-of-way from its current 14 +/- foot width to 23 +/- feet in width. 2) That the above-described improvements be extended from the eastern boundary of the site (Maple Avenue, if extended) to Taylor Avenue. This extension may be accomplished in conjunction with the latecomer's agreement. 3) That the applicant be required to install "no parking" signs on the south side of NW 2nd Place to facilitate unobscured access on this road. 4) That the applicant reconfigure Lind Avenue for a distance of approximately 100 feet immediately adjacent to the site (now graded to 20 percent) to be compatible with the 10 percent grade planned for the Lind Avenue extension into the site to facilitate safe access to the site from Lind Avenue. 1 (Note: The City reserves the right to require the applicant to install parking restriction signs along the southernmost 100-fool area of Lind Avenue if parking in that area restricts safe access to City View Estates.) 5) That the applicant be required to install sprinklers in each home in City View Estates, to be approved by the Fire Department. The installation Amst 5. 1991 R ntnn f iw (nnnril Minnlae Paa 274 of sprinklers serves as a sufficient measure to address access limitalions for fire service vehicles. 6) *that the applicant provide, and obtain from subsequent purchasers, a "hold harmless" agreement indicating that he understands that access routes do not fully achieve standard City requirements, which, in turn, may pose difficulties for residential and emergency vehicles access; and that he has chosen to pursue this development nonetheless. This agreement shall be in a form acceptable to the City Attorney and shall be duly recorded with King County simultaneously with the recording of the final plat. MOVED BY MATHEWS, SECONDED BY EDWARDS, COUNCIL CONCUR IN THE COMMITTEE REPORT.* Councilmembers made the following inquiries: 1) Will water pressure be adequate? 2) Does the Fire Department have the authority to deny a building pet ui(? 3) Does the City have "hold harmless" agreements with other developments? 4) Will the homeowner's insurance be affected by the potential emergency access impairment caused by the 21 percent grade? 5) What Is the City's obligation when issuing permits? Staff responded as follows: 1) Water pressure will be sufficient to provide routine and emergency service to the proposed development and other residences in the area. ` 2) The Fire Department's building division can deny a permit if it is felt that conditions preclude adequate fire protection for the proposed development. 3) The provision of a "hold harmless" agreement is to alert potential purchasers and builders that grades are above the level normally permitted by the City Code, and that a public safety access problem exists. Several agreements exist in the City, such as in Valley properties where the flood plan can potentially create a problem for purchasers. 4) The sprinkler system requirement will probably resolve the emergency response issue. 5) The City can only deny development rights when City code violation or environmental issue exists. 'MOTION CARRIED. ORDINANCES AND RESOLUTIONS i'ays & R -ans Ways and Means Committee Chairman Stredicke presented a Committee Committee report recommending the following ordinances for first reading: Fire: Underground An ordinance was read amending subsection 7-2-5.B.8 of Chapter 2, Storage Tank Secondary Underground Storage Tank Secondary Containment Ordinance, of Title VII Containment (Fire Regulations), of City Code relating to requirements for overflow spill Requirements protection. MOVED BY STREDICKE, SECONDED BY KEOLKER- WHEELER, COUNCIL REFER ORDINANCE BACK TO WAYS AND MEANS CQMMI]EIFF. FOR ONE WEEK. CARRIED. Legal: Modification of An ordinance was read amending Chapter 14, Litter, of Title VI (Police Bench Warrant Regulations) by adding another section, amending Section 6-18-12 of Chaplet Procedures 18, Penal Code, of Title VI (Police Regulations), and subsection 10-12-22.11 of Chapter 12, Traffic Code, of Title X (Traffic) of the City Code relating to violations and penalties. MOVED BY STREDICKE, SECONDED BY KEOLK ER-WHEELER, COUNCIL REFER ORDINANCE DACK TO WAYS AND MEANS OMMITTFu FOR ONE WEEK. CARRIED. Public Works: Washington An ordinance and summary ordinance were read granting unto Washington Natural Gas Franchise Natural Gas Company, a Washington Corporation, the right and franchise to Agreement use and occupy the streets, avenues, roads, and other public rights of way of the City of Renton, Washington, for constructing, maintaining, repairing, renewing and operating a gas distribution system and accessories within and through the City of Renton. MOVED BY STREDICKE, SECONDED BY KEOLKER-WHEELER, COUNCIL REFER ORDINANCES BACK TO )MAYS AND MEANS COMMITTEE FOR ONE WEEK. CARRIED. APPROVED PLANNING AND DEVELOPMENT COMMITTEE COMMITTEE REPORT AUGUST 5, 1991 REQUEST TO GRANT CITY VIEW ESTATES PERMISSION TO CONSTRUCT OFF-SITE ROADWAY IMPROVEMENTS AT A GRADE OF GREATER THAN 15 PERCENT (Referred Juv,e_24�9# The Planning and Development Committee recommends that several actions be taken in the request to: 1) permit a twelve lot subdivision, City View Estates, at N.W. 2nd Place and Lind Avenue; and 2) allow roadway improvements for N.W. 2nd Place to be constructed at a grade of 21 percent. (The Renton Subdivision Ordinance requires Council approval for roadway improvements constructed in excess of a 15 percent grade). Actions recommended by the Committee are as follows: 1. That all improvements to the south side of N.W. 2nd Place be constructed to match the existing 21 percent grade, including half-street paving, curbs, gutters, sidewalks, and street lighting, in order to expand this right-of-way from its current 14 +/- foot width to 23 +/- feet in width. 2. That the above-described improvements be extended from the eastern boundary of the site (Maple Avenue, if extended) to Taylor Avenue. This extension may be accomplished in conjunction with a latecomer's agreement. 3. That the applicant be required to install "no parking" signs on the south side of N.W. 2nd Place to facilitate unobscured access on this road. 4.- That the applicant reconfigure Lind Avenue for a distance of approximately 100 feet immediately adjacent to the site (now graded to 20 percent) to be compatible with the 10 percent grade planned for the Lind Avenue extension into the site, to facilitate safe access to the site from Lind Avenue. (Note: The City reserves the right to require the applicant to install parking restriction signs along the southernmost 100 foot area of Lind Avenue if parking in that area restricts safe access to City View Estates.) 5. That the applicant be required to install sprinklers in each home in City View Estates, to be approved by the Fire Department. The installation of sprinklers serves as a sufficient measure to address access limitations for fire service vehicles. Copies: Don Erickson Lenore Blauman Fred Kaufman 6. That the applicant provide, and obtain from subsequent purchasers, a "hold harmless" agreement indicating that he understands that access routes do not fully achieve standard City requirements, which, in turn, may pose difficulties for residential and emergency vehicle access, and that he has chosen to pursue this development nonetheless. This agreement shall be in a form acceptable to the City Attorney and shall he duly recorded with King County simultaneously with the recording of the final plat. Nancy Mathe vA Chair IV Bob Edwards, Vice-Chair 2� . — W Kathy Ke ker-Wheeler, Member July 1. 1991 Rentnn (`iry �'nmr'I �� Page 2;� Citizen Comment: Webb - Sanford Webb, 430 Mill Avenue South, Renton, 98055, referenced a comment Tall Grass Fire Hazard made on 6/24/91 that the grass on City-owned property is being cut less often due to budget constraints. Mr. Webb urged that grassy areas be cut often in all areas of the City since safety is a matter of necessity. Citizen Comment: Vaupel Versie Vaupel, P. O. Box 755, Renton, 98057, reported that there has been no - Fireworks Ordinance fireworks activity in her neighborhood this year, and thanked Council for approving the fireworks ordinance in 1990. CONSENT AGENDA Items on the consent agenda are adopted by one motion which follows the listing. Item 7.b was removed from the consent agenda for separate consideration, Finance: Budget Fiscal Administrative Services submitted draft revisions to Budget Fiscal Goals and Goals & Policies Policies. Refer to Committ of the Whole. Legal: Modification of City Attorney submitted proposed language for modification of bench Bench Warrant warrant procedures. Refer to Public Safety Committee. Procedures CAG: 91-039, 1991 Transportation Division submitted CAG-039-91, 1991 Slurry Seal; and Slurry Seal requested approval of the project, authorization for final pay estimate, commencement of 30-day lien period, and release of retained amount of $3,683.17 to contractor, Blackline, Inc., if all required releases have been received. Council concur. Garbage: Solid Waste Planning/Building/Public Works Department submitted request for contract Systems Audi(, Matrix with Matrix Management Group, Inc. for Solid Waste Systems audit; Management Group expenditure not to exceed $50,000. Refer to Utilities Committee. Plat: Preliminary, City Hearing Examiner submitted recommendation for City View Estates View Estates, PP_134-90 preliminary plat for 12 lots, located at Stevens Avenue NW and NW Second Place (PP-134-90); approval contingent upon capability of grades of surrounding roads to support development. Refer to Planning and Development Committee. MOVED BY NELSON,SECONDED BY KEOLKER-WHEELER, COUNCIL ADOPT THE CONSENT AGENDA AS AMENDED. CARRIED. Separate Consideration Fire Department submitted request for replacement of two firefighter Item 7.b: positions eliminated from the 1991 budget; required expenditure 529,600. Fire: Reinstate Firefighter MOVED BY EDWARDS, SECONDED BY MATHEWS, COUNCIL REFER Positions THIS MATTER TO THE MLIC SAFETY COMMITTEE, CARRIED. CORRESPONDENCE Correspondence was read from Patricia Evans, 3306 NE llth Place, Renton, Citizen Comment: Evans 98056, regarding the impact of an increase in the number of children allowed - Increased Capacity, in day care facilities located in residential areas as proposed in Home Day Care Facilities correspondence read on 6/17/91, from Keith and Marilena Jackson. Ms. Evans opposed the proposal for the following reasons: 1) The proposal fails to consider the children involved and the established neighbors. 3) Current zoning classifications R-1, R-2, R-3, and R-4 permit residences, and would be eligible as permitted sites. 4) A day care facility might be permitted in an apartment or condominium which might be unacceptable to adjoining neighbors. 5) Adequate City staff are not available to police existing facilities, noise, traffic, adequacy of lot size and topography (safety issues). Ms. Evans stated that the authorizing agency should control such facilities, and that day care facilities should not be permitted in all residential zones. She urged that the input of concerned parties be considered when studying this proposal. MOVED BY KEOLKER-WHEELER, SECONDED BY STREDICKE, COUNCIL REFER THIS CORRESPONDENCE TO THE COMM NITY SERVICES COMMITTEE.* Councilman Tanner expressed his opinion that this is primarily a land use issue, and suggested that this matter be referred to the Planning and Development Committee. *MOTION CARRIED. CITY OF RENTON_COUNCIL AGENDA BILL .� .. V. I SUBMITTING DATA: FOR AGENDA OF: July 1, 1-991. Dept/Div/Board. . HEIMNG EXANIT14ER Staff Contact. . FP.ED J. KAUF?1AN AGENDA STATUS : � Consent. . . . . . . . . SUBJECT: CITY VIL�J ESTATES: PP-1.34-90 Public Hearing. . XX Property located at Stevens Avenue Correspondence. . NW and MI Second Place. ( Ordinance. . . . . . . Resolution. . . . . . Old Business. . . . EXHIBITS: Examiner's Letter, 6/24/91 New Business. . . . Request for Reconsideration/Response Study Session. . . Examiner's Report, 5/13/91 Information. . . . RECOMMENDED ACTIONS Refer to Planning and APPROVALS : Development Com*iittee Legal Dept. . . . . . Finance Dept. . . . Other. . . . . . . . . . . FISCAL IMPACT: N/A Expenditure Required. . . Transfer/Amendment. . Amount Budgeted. . . . . . . . Revenue Generated. . . SUMMARY OF ACTION: The Variance portion of this request was approved by the Hearing Examiner. The applicant seeks approval of a Preliminary Plat to provide for twelve lots and possible future single-family homes. The City Council should determine if the grades of the surrounding roads can support this development. STAFF RECOMMENDATION: Approval of the Preliminary Plat contingent upon the Council's determination as to whether or not grades of surrounding roads can support the development (See Section 9-12-8(G) (6) ) , and the applicant paying a fee of $150.00 per lot to provide recreational amenities for future residents. r , CITY OF� REN rON — . Hearing Examiner Earl Clymer, Mayor Fred J. Kaufman June 24, 1991 Members of the City Council City of Renton 200 Mill Avenue South Renton, WA 98055 Re: PP-134-90 City View Estates Dear Council Members: This letter is intended to supplement File No. PP-134-90 in which this office recommended that a 12- lot single family Preliminary Plat receive your approval. The reason for this letter is that both east-west streets that surround the subject site currently exceed a fifteen percent (15%) grade. Section 9-12-8(G)(6) specifically provides as follows: Street Grades: Grades on major streets shall not exceed ten percent (10%), but the grade on any public street shall not exceed fifteen percent (15%) except by leave of the City Council of the City. Therefore, at the applicant's request this letter will alert you to the possible need for approval of the any additional street extension, expansion or widening on either N.W. 2nd Place or N.W. 2nd Street. The latter street, N.W. 2nd Street, forms the boundary between Renton and King County in this vicinity and is known as So. 132nd Street in the county. While the existing streets now exceed the permitted grade, new sections of road may need your special authorization. The applicant was concerned that this provision not be overlooked during plat review. This office will not make any recommendations on this issue, deferring to the recommendation of either the Public Works Department or the Board of Public Works, the agencies that usually deal with road grade issues. Thank you for your consideration of this matter. If this office can be of any further assistance, please feel free to call. Since - - FRED J. AUFMAN 14EARING EXAMINER FJK/dk cc: Robert Wells, for the applicant Lenora Blauman, Sr. Planner Lee Wheeler, Fire Chief Lawrence Warren, City Attorney 200 Mill Avenue South - Renton, Washington 98055 - (206) 235-2593 SECTION III OFF-SITE ANALYSIS sj o Lb h i'I 321 /6894 `I r In-3Z3 _. 20c — Ir --- � � � I 53 0 11 MM I Ln 5�7'-0 1233 I l� Z _1_ II 318 45 Z 3E 24 302 ot_ sa F 14 2� Mm sor o N.W. 3 RD ti o�EN —I w �— ooE� 2 a i/3.9a --�- e So ,1- � so I c 22 j Q �� 2 3 4 I i I 4V jj'J - - ti &.Bs 21 , Q N Sg _ /so.rg ----I 25 I t a i tiB 7 b NSF 17 U2Qso -, i � I � � �C I 2 3, - SO , �_- 8 —T— a N.W.=_______—-2 ND s co �— zsc -- - O ,> od'qc �ti q Q' ! 207 c I ! 6 " P I c t of o . . NTON 1 I 21E ;i I T N _ S. H07 0/1En ,; 132ND=—---__= ST. N. ZND r, 1 0 S r. rin CO O N00 — — — - o � `S, C ASSESSOR'S MAP SCALE : 1 " =200 ' 1,26 32' h 323 --- �- -r 1oc---- b° Ir_ 5 4 d n1 s 6 '� a IL3.3 a __- 318 17 --- 306 13 24 = no , 113 zpFold O 1 s• :; I 07'1 i 5 � _ � _ tl —V 4 ' J� rr 302 -_ ?os.Bs •: 14 23 a �^ eo` b t,/ Nn• � �nr 3 3 a Q - iot W W LU i-3 RD OPEA ii3.3a —-�--t--�-- S� c Sr 4 " 2 LU I S t iR'.7o 1 nAJ b ` I ® c .° (��I�q Q 7 �'- 'Ac I33.14 Q G4 1 I 2 3 4 I I I L LV I N a /so.0? 25 111 23 ot , so c 4.2 �,v�� zs s icc ie.7 219 e O BB � ' fi6!0 _-- Ac o , - >> , ?26 ,. BETE p 1 ,.r �o� OM Ac 200 \ c� UP S. ��-- N.W 2ND I� , , T,�.." ST. o sr. AV — — — G C o 00 , DRAINAGE AREA MAP SCALE: 1"=200 1 1 I. / '11 Imo_. alp,.. �. t•``,�, �LZVL' I�ir� .� '{r�*, � ,_a 5,�.. �►w- 1. IRA OACH 67 1 1 ! - i cr I''' T ,l I r I l TREE' 4 7Z I ,Y� I I i E2I , \�___—. ` —yil/� � r ^-� � — � _ -� 1• -�! DRAINAGE AREA MAP SCALE: 1"=200' TASK 2: RESOURCE REVIEW The following pages includes a copy of the FEMA map, and the different maps in the Sensitive Areas Folio. The maps shows that the project site is totally outside the critical areas. u LL ZONE X CITY SITE N KING COON"TY UNINCORPORATED AREAS SOUTH \ 530071 KING COUNTY -��ENTON 18 I � Y 4 cojjpoR re DUTFF 1J 1 1) FEMA MAP SCALE : 1 "=500 ' 71 FRI ��a�.�� � ►, � 1. � � �l r p,},� tt VIA ` a kk 1 y I� tjiMFMi . . l�f i• + llf��1� 1hL � �'..M't '1 �1 ;� �'�r `�1'� r,a «•� 91 '.••71i�Si'1$t'i, ! � �i 4 { f✓ _`{`�1��C►11I+: J$r�' y r ,Irf 1 i� ��; tJ .fit llll 1 i�I J(,M.1 Mrr./R+ 1�I,• , rr' ' � r'p \ 1 �' '' ��..S+, is ia•�n�y, LOU q IL 1 trt. � � � �;u `p: 'h �atac�t; ��, ►�`�l',�:,�.��A"}�b���� � . p pit. E�`1kq ���4��'��, M► �;'•'0 �Sor '� `s i/j�f�:i' VH•1, �.++- � ��"u. •'►: �K' ryi 1d:t=*a�.11rtt� t�tti���it,tt�l:•�t,. \. 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Mw uQ' w� Ir1.}r 1 .� �._H�� ./.t�►' 1 �I '�,�4�r�� .���,',r. � rill Ilk I Ilk ����IK17s�wbka/.�41«Iait'i,' ,WIK dJ ..`0 ,�� � ��, "'d�i�i !.4•i , •� a� r,� ` r ;? 11 �IK.. /..ter► ,6 ti . ,µ �: r:J((�� t A A�1 ,1 � TASK 3: FIELD INSPECTION There is an area west of the site that contributes flows across the property. This area is partly wooded and partly developed with single family residences. Runoff from this area presently enters the site along the western property line and sheet flows across the site. Runoff from the site and the off-site area flows east where it enters drainage facilities along Taylor Ave. N.W. There is a catch basin at the corner of N.W. 2nd Pl . and Taylor Ave. N.W. that picks up runoff that flows along the south side of N.W. 2nd Pl . A six inch PVC pipe is connected to the catch basin and flows east where it is assumed to connect to drainage facilities across the road within an existing parking lot. The City of Renton' s plans for Taylor Ave. N.W. do not show this pipe. Any water that is not picked up by this catch basin will travel along the west side of Taylor Ave. N.W. through a series of pipes and ditches. Runoff will then enter a 42" and 48" pipes along Renton Avenue. The 48" pipe connects to a 6 ' x 6 ' conc. culvert along the east side of Rainier Ave. N. Water flows through this culvert and travels for a distance of approximately 2 miles before it eventually discharges into Lake Washington. S KU-1 I 16Lt-I Nv aan Li W - - PENTON NUNICIAPL Mca-1 Q IR[a-r — 'T — — ►�— _ G'K b'eowc. — 000fi cv'�vERT I�" 4 SITS AIRPURt o-r 8N a e t wr a S1 N e -KA4gin Kt y 1I LI IRr�i tua Av �+ IRw-r._ Iv -9 tRN- KN_a Kw-1 IRc I Q - ILIA- Ilk 5-0 --- -� EXISTING DOWNSTREAM CONVEYANCE FACILITIES SCALE : 1 "=400 ' TASK 4: DRAINAGE SYSTEM DESCRIPTION AND PROBLEM SCREENING The exisitng facilities along Taylor Ave. N.W. between N.W. 2nd P1 . and N.W. 2nd St. may be inadequate to handle the flows, and may not have been built per the approved Renton plans . Conveyance facilities downstream from this section has recently been installed and there are no anticipated problem. TASK 5: MITIGATION The proposed detention system consists of two stages of detention. The first stage is the holding tank to be constructed under the proposed road and shall consist of catch basins and two (2) - 72" dia. pipe segments with a total length of approximately 140 ft. The orifice is sized to make full use of the tanks capacity (dead storage not included) . This tank is designed to lengthen the time water would travel to the detention tank in the lower portion of the site. The drainage area to the holding tank includes the upstream off-site area, Lots i thru 5 and the proposed roadway. The second stage is the detention tank which will be constructed under the proposed driveway access to Lot 9. The detention tank is designed to maintain the 2 yr. and 10 yr. existing release rates. A 30% increase in the tanks capacity was added, making the length requirement approximately 101 ft. for the 72" dia. pipe. The 100 yr. storm was also routed through this facility and will be used to size emergency structures. The flow to the detention pond comes from the remaining areas from the site, the release from the upper detention tank and the half street improvement to NW 2nd P1. (front of property only) . A biofiltration swale is also proposed to enhance the water quality of the water prior to being discharged down the hill towards Taylor St. r�•I v`x` Fp .UA,IA,,wCw a` 2 MS ate•� I ✓uwr�wurl �y.' Z ST IT cP �P 113tR SL •. I ��♦ r. O �p O pS IISTnN S7 ~'1 S it- ST S ALS,w T 1AINVCM S �' O .erns , C ,t Z ft 11T1n �N hRITT AV s EN ON 2.vv s10 >< y 1 a b?I r1Z♦ $RAY S s N T'T, R3�51 C L 1 f0)/4S:(• may"— f > MAR 7}+ i At iw�w Iz��a rrs sza,n ST ,h IT to on' . ". ' : t IT STIT f lLr Dr sr 1 Z Al 1% Z y1 1 1„ 1 itslll t111 �, b QI 1"' n M 51 %4�sy,stoll Y i I� •4- A,)A, AIRPQRT _ `'' 5�,._. �� IT Shy • 4 H �^111 1. �2ND r O BLAtIt, • I SUNS T } > s I RIVE iy. EARLI "T0�" s � jr14 r, AREA VICINI T Y MAP SCALE: 2"= 1 MILE± TASK 1: STUDY AREA DEFINITION AND MAPS The project site is located in a portion of the Northwest quarter of Section 18, Township 23 North, Range 5 East, Willamette Meridian in King County Washington. The 2 . 78 site is situated between N.W. 2nd St. and N.W. 2nd P1 . from Stevens Ave. N.W. to Maple Ave. N.W. in the City of Renton. The site was cleared approximately 14 years ago in preparation for the now defunct " Lakeview Towers Condominium Complex" . That project was not built and the site is currently undeveloped. the site is presently covered by underbrush, shrubs and some trees, and has an average slope of approximately 23% from west to east. N.W. 2nd St. , along the south boundary of the site, is a County right-of-way. It is presently paved with approximately 14 feet of asphalt. N.W. 2nd P1 . , along the north boundary of the site, is a City of Renton right-of-way. The right-of-way between Maple Ave. N.W. and Lind Ave. N.W. is 60 ' in width. Between Lind Ave. N.W. and Stevens Ave. N.W. , the right-of-way is 30 ' wide, the south half of the right-of-way having been vacated. N.W. 2nd P1 . is paved with approximately 14 ' of asphalt with a thickened edge along the south side of the road. This roadway extends from Stevens Ave. N.W. east to connect to Taylor Ave. N.W. Along the west boundary of the site, the east 30 ' of the Stevens Ave. N.W. right-of-way has been vacated. There is no constructed roadway in the remaining westerly 30 ' of Stevens Ave. N.W. right-of-way. Lind Ave. N.W. and Maple Ave. N.W. rights-of-way, which previously had extended south through the site, have both been vacated between N.W. 2nd Pl . and N.W. 2nd St. The site is zoned R-1, and is proposed to be subdivided into 11 single-family lots. Lind Ave. N.W. is proposed to be extended into the site, and shall terminate with a cul-de-sac. Public water and sewer is proposed for this project, and shall be connected to the existing lines along N.W. 2nd P1 . LEVEL 1 DRAINAGE ANALYSIS FOR: CITY VIEW ESTATES CLIENT : K.L . S .W. ASSOCIATES/ RICHARD W. 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PRODUCT 204.1(fto M)2*1MW Q®k.kW,WK 01/T1.100dx MM TOLL FREE t-100@2S M RESERVOIR ROUTING INFLOW/OUTFLOW ROUTINE SPECIFY [d: ] [path]filename[ .ext] OF ROUTING DATA B:TANK DISPLAY ROUTING DATA (Y or N)? Y ROUTING DATA: STAGE(FT) DISCHARGE(CFS) STORAGE(CU-FT) PERM-AREA(SQ-FT) .00 .00 .0 .0 5.50 .84 3496.0 .0 6 .00 3.63 3496.0 .0 AVERAGE PERM-RATE: .0 MINUTES/INCH ENTER [d: ] [path]filename[ .ext] OF COMPUTED HYDROGRAPH: B:SBA2 " INFLOW/OUTFLOW ANALYSIS: 2^ y/e �Po0WG Ty,e6)U6f f QE7CA1170,t 7_,011,�' JN,oE/z L/Au, A l/C PEAK-INFLOW(CFS) PEAK-OUTFLOW(CFS) OUTFLOW-VOL(CU-FT) . 70 .44 16895 INITIAL-STAGE(FT) TIME-OF-PEAK(HRS) PEAK-STAGE-ELEV(FT) 179.28 8.83 182. 13 PEAK STORAGE: 1810 CU-FT ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: B:ST2 SPECIFY: C - CONTINUE, N - NEWJOB, P - PRINT, S - STOP, R - REVISE C ENTER [d: ] [path]filename[ .ext] OF COMPUTED HYDROGRAPH: B:SBA10 INFLOW/OUTFLOW ANALYSIS: /0-W BOOING 7H)Q0uG1/ ,,1)6�7&7A/T/6)ll/ T401<, V/ D(-7/? Z_I va vE, PEAK-INFLOW(CFS) PEAK-OUTFLOW(CFS) OUTFLOW-VOL(CU-FT) 1 .35 .84 29862 INITIAL-STAGE(FT) TIME-OF-PEAK(HRS) PEAK-STAGE-ELEV(FT) 179.28 8.83 184. 77 PEAK STORAGE: 3490 CU-FT ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: B:ST10 SPECIFY: C - CONTINUE, N - NEWJOB, P - PRINT, S - STOP, R - REVISE ;NTER [d: ] [path]filename[ .ext] OF COMPUTED HYDROGRAPH: 3:SBA100 ROUTGVG PIAOU611 Z)ETE'tIT101V NFLOW/OUTFLOW ANALYSIS: 7AA)K UND�k' C/if/D 141E, PEAK-INFLOW(CFS) PEAK-OUTFLOW(CFS) OUTFLOW-VOL(CU-FT) 2 . 15 2 . 15 44978 INITIAL-STAGE(FT) TIME-OF-PEAK(HRS) PEAK-STAGE-ELEV(FT) 179 .28 8 . 00 185 . 12 PEAK STORAGE: 3490 CU-FT ?NTER [d: ] [path] filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 3:ST100 yl ROUTINE FOR ADDING HYDROGRAPHS l� )1 1,1A71c*V of ENTER: [d: ] [path] filename[ .ext] OF HYDROGRAPH 1 B:ST2 ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 1 . 24 ENTER: [d: ] [path]filename[ .ext] OF HYDROGRAPH 2 B:SBB2 ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 2 0 DATA PRINT-OUT: HYDROGRAPH 1 : PEAK-Q= . 44 CFS T-PEAK= 8. 83 HRS TT= 0 MINUTES HYDROGRAPH 2 : PEAK-Q= . 46 CFS T-PEAK= 7. 83 HRS TT= 0 MINUTES HYDROGRAPH SUM: PEAK-Q= . 72 CFS T-PEAK= 7 . 83 HRS TOTAL VOLUME: 23952CU-FT SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP F ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: B:T2 SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP /o - yam ROUTINE FOR ADDING HYDROGRAPHS YUIW,47/OA) ENTER: [d: ] [path]f i 1 ename[ .ext] OF HYDROGRAPH 1 FRclH 7ANA y Sug-64511v.B B:ST10 ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 1 .24 ENTER: [d: ] [path]filename[ .ext] OF HYDROGRAPH 2 B:SBB10 ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 2 0 DATA PRINT-OUT: HYDROGRAPH 1 : PEAK-Q= .84 CFS T-PEAK= 8 .83 HRS TT= 0 MINUTES HYDROGRAPH 2 : PEAK-Q= .82 CFS T-PEAK= 7.83 HRS TT= 0 MINUTES HYDROGRAPH SUM: PEAK-Q= 1 .35 CFS T-PEAK= 7.83 HRS TOTAL VOLUME: 41837CU-FT SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP F ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: B:T10 SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP R /a')-9�e ROUTINE FOR ADDING HYDROGRAPHS 3NTER: [d: ] [path] filename[ .ext] OF HYDROGRAPH 1 3:ST100 3NTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 1 . 24 ENTER: [d: ] [path]filename[ .ext] OF HYDROGRAPH 2 3:SBB100 ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 2 D DATA PRINT-OUT: HYDROGRAPH 1 : PEAK-Q= 2 . 14 CFS T-PEAK= 8 .00 HRS TT= 0 MINUTES HYDROGRAPH 2 : PEAK-Q= 1 .24 CFS T-PEAK= 7 . 83 HRS TT= 0 MINUTES iYDROGRAPH SUM: PEAK-Q= 3.01 CFS T-PEAK= 8.00 HRS TOTAL VOLUME: 62645CU-FT SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP r EINTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 3:T100 SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP JOB "FO/0-3 V1640 �`STATEs T.C.A, INC. 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Y ROUTING DATA: STAGE(FT) DISCHARGE(CFS) STORAGE(CU-FT) PERM-AREA(SQ-FT) . 00 . 00 . 0 . 0 1 . 00 . 28 15 .9 .0 2 .00 . 40 284 . 6 . 0 3 .00 . 49 612 . 2 . 0 4 . 00 . 57 939 . 1 . 0 5 .00 1 . 13 1207. 2 . 0 5 . 50 1 . 27 1279 . 2 . 0 AVERAGE PERM-RATE: . 0 MINUTES/INCH ENTER [d: ] [path]filename[ .ext] OF COMPUTED HYDROGRAPH: b:t2 INFLOW/OUTFLOW ANALYSIS: PEAK-INFLOW(CFS) PEAK-OUTFLOW(CFS) OUTFLOW-VOL(CU-FT) . 72 .54 23952 INITIAL-STAGE(FT) TIME-OF-PEAK(HRS) PEAK-STAGE-ELEV(FT) . 00 9 . 33 3 . 60 PEAK STORAGE: 800 CU-FT ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: ENTER [d: ] [path]filename[ .ext] OF COMPUTED HYDROGRAPH: b:t10 INFLOW/OUTFLOW ANALYSIS: PEAK-INFLOW(CFS) PEAK-OUTFLOW(CFS) OUTFLOW-VOL(CU-FT) 1 .35 1 .21 41838 INITIAL-STAGE(FT) TIME-OF-PEAK(HRS) PEAK-STAGE-ELEV(FT) .00 8.00 5 . 29 PEAK STORAGE: 1240 CU-FT ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: MB 90�23 T.C.A, INC. SHEET NO. OF 409 3rd Avenue South Ste. A CALCULATED BY odJ cc/j DATE KENT, WASHINGTON 98032-5898 (206) 854-2043 CHECKED BY DATE SCALE f ! ! E 36Za �w c : i ! i € ...... ...... ...... ..... .. i ..... ..... .........{......... ...... ........i.............E..............j........ ... ;... .. ;... S i i.... I i I F... }. .E i E e i I ............p......................d...........r.........:............. .. ...... .... ... ... ... ... ., i YN _..._... .._.....s.............t.......................,..{........... ..... .... .... . i E ,fir . 1 D���..._�i/yr . .............. d... . i i ..b _. E i ..... ...... ...... ...... .........4.............b.............j................... ..q.... .:................. .......... .... ..... i �........_ii: ..........!.. ii E iIj Iii . E ! 5 pSADS .. .... ..i.E ... .. i . i . ! j ..... ......! d..........:..............E... e .... ...... ......: ... . ... ..... .......... ........ ..........:........ ..... ... ... ..... .... ...... .... .... ..... .._.. Itt ! 3 ' E..i.......... .. T1..... 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J i PRODUCT 204 1(Single Sheets(205-1(PadM)j m.Inc.Groton,Mass,01471.To Order PIM TOLL FREE 1-000-225 6M RESERVOIR ROUTING INFLOW/OUTFLOW ROUTINE SPECIFY [d: ] [path]filename[ .ext] OF ROUTING DATA b:tank2 DISPLAY ROUTING DATA (Y or N)? Y ?OUTING DATA: STAGE(FT) DISCHARGE(CFS) STORAGE(CU-FT) PERM-AREA(SQ-FT) . 00 . 00 .0 .0 1 . 00 . 28 31 .8 . 0 2 .00 . 40 425.0 . 0 3 .00 . 49 902 .4 . 0 4 .00 . 57 1378. 9 . 0 5.00 1 . 13 1771 . 2 . 0 5 . 50 1 . 27 1879 . 5 . 0 6 . 00 4 .04 1895.4 . 0 AVERAGE PERM-RATE: .0 MINUTES/INCH ?NTER [d: ] [path]filename[ .ext] OF COMPUTED HYDROGRAPH: b:t2 'INFLOW/OUTFLOW ANALYSIS: PEAK-INFLOW(CFS) PEAK-OUTFLOW(CFS) OUTFLOW-VOL(CU-FT) . 72 .51 23952 INITIAL-STAGE(FT) TIME-OF-PEAK(HRS) PEAK-STAGE-ELEV(FT) . 00 9 .83 3 .31 PEAK STORAGE: 1040 CU-FT 'INTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: a:t FILE ALREADY EXIST; OVERWRITE (Y or N) ? SPECIFY: C - CONTINUE, N - NEWJOB, P - PRINT, S - STOP, R - REVISE INTER [d: ] [path] filename[ .ext] OF COMPUTED HYDROGRAPH: '): t10 INFLOW/OUTFLOW ANALYSIS: PEAK-INFLOW(CFS) PEAK-OUTFLOW(CFS) OUTFLOW-VOL(CU-FT) 1 . 35 1 . 12 41838 INITIAL-STAGE(FT) TIME-OF-PEAK(HRS) PEAK-STAGE-ELEV(FT) .00 8. 67 4 . 98 PEAK STORAGE: 1760 CU-FT 'INTER [d: ] [path] filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: ENTER [d: ] [path]filename[ .ext] OF COMPUTED HYDROGRAPH: b:t100 INFLOW/OUTFLOW ANALYSIS: PEAK-INFLOW(CFS) PEAK-OUTFLOW(CFS) OUTFLOW-VOL(CU-FT) 3.01 3.01 62550 INITIAL-STAGE(FT) TIME-OF-PEAK(HRS) PEAK-STAGE-ELEV(FT) .00 7.83 5.84 PEAK STORAGE: 1890 CU-FT 'NTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL FIGURE 4.4.7.1 RISER INFLOW CURVES Weir Flow Orifice Flow --- 100 iLT „ 36 33 30 o f 27 c m a 21 18 m E V a 15 cc 12 10 10 . s te— jj z 1 0.1 0,5 1.0 i 5 10.0 HEAD IN FEET (measured from crest of riser) SOURCE: USDA-SCS OwIER =9.739 DH" OoaiFICE =3.782 DzH'n O in cfs, D and H in feet 4.4_7-10 1/90 L. it �-- �'���--r.�c....►.�.j� r .�R\ ��,U iI•pmar a tr �i • • • • ' MIN Fill pog EPA VIA UP V N Mw �( ����� too r , r. �/It� l!i ► • WA 1 1 • • ' ool Oil Jkl N �� �� -,��► Ilk, OR �" tilt► ,r. �, `�'��,,��l� „�,.....•..,r......�., ��.� ! ' ��iit��'�����<<�''�'�; �!- ���, �•�► ...fit `i PMO Al * IS IFAM -awl .•WAWA iJ �� ' � I I I• � �y • Vol z i a.i. uolxv�rxc v dQd � d � d9QdQ � ddddddd0 � � a q ® � x � O • o ■ • Oil - 0+% 4 ,� I } 8 8 w ° 'It tl Y o *� t r , 23400 7O0W[ 22+00 21*00 x fig 04 R ' oil NMI MUMS y•M 1 HA 0.,E _ ....�y :'�,: � _ ..✓ {r / 1' f � -... s •�l tj I it- o4 ctt a SECTION V CONVEYANCE SYSTEMS DESIGN T.C.A. , 11Vc. 409 3RD AVE. SOUTH SUITE A KENT, WA 98032-5898 (206)854-2043 07-12-1994 C= T Y V I EW E STATE S B =O F I L T RAT I ON S WA L E D E S = GN DESIGN FLOW RATE = Q 2-YR = .54 cfs BIOFILTRATION FUNCTION: n = .35 s = 2% d = 4 in 1 d = 4 in (FROM TABLE 4 . 6.4A) 3 W = USING MANNING' S EQUATION: Q = 1 .49(a) (r)" (2/3) (s) " (1/2)/n where: a = w(d) + 3(d) -2 wp = w + 2[d-2 + (3xd)-2] "( 1/2) r = a/wp BY TRIAL AND ERROR: w = 5. 19 ' FOR A 200 ' SWALE ACTUAL SWALE LENGTH = 105 ' REQUIRED SURFACE AREA FOR A 200 ' SWALE: 200[w + 2(3) (d) ]= 1438 sf REQUIRED SURFACE WIDTH FOR AN 105 'SWALE: 1438 / 105 = 13 . 69524 sf BOTTOM WIDTH NEEDED FOR AN 105 ' SWALE: 13. 69524 - 2(3) (d)= 11 . 69524 ft THEREFORE USE A 11 . 75 ' SWALE CHECK VELOCITY: V = Q/a _ .54 /[w(d) + 3(d)"2] = 5.032619E-02 fps SINCE 5.032619E-02 < .1.5 fps THEN OK REQUIRED DEPTH: DESIGN FLOW RATE = Q 100-YR = 3.01 cfs ACTUAL SLOPE _ .5 % ACTUAL n = .027 3 �� , w = 11 .75 USING MANNING'S EQUATION: Q = 1 .49(a) (r)"(2/3) (s)"( 1/2)/n where: a = w(d) + 3(d) "2 wp = w + 2[d-2 + (3xd) -2] - ( 1/2) r = a/wp BY TRIAL AND ERROR: d = .2 ' THEREFORE USE A 1.25 ' DEEP SWALE CHECK VELOCITY: V = Q/a = 3.01 /[w(d) + 3(d)"2] = 1 .218624 fps SINCE 1 . 218624 < 5 fps THEN OK JOB �1 2-3 - T.C.A., INC. 409 3rd Avenue South Ste. A SHEET NO. OF _ KENT, WASHINGTON 98032-5898 CALCULATED BY / DATE (206) 854.2043 CHECKED BY _ DATE SCALE A MCF yA crG� �DEs/GN AaO1/oNQ 0: g.. C2E ,O/�fI i N.4GE ,c12F�4 7C C... ...._. r P� = 3.9 .. .... .... � C. x ... ...... � .... ... l ... .. c,2 aR Tc' .... _ d► BZ .iN _ Q +C1 A 9 )lc- -*- 8' Aiar r car/n E A1264 AS. -0 .SUa- aASIN a 2 _/S cs Q/'0 p/`k" T,4�V,K VAIM51 ._41,-Vo A vF "�_ SU,6 3. O I .. ......._ ......... . i i _ .. ...... ...... .. . ..... .... ... .... ....:.............:.... a ... _.. ..... � � � PRODUCT 204 1 ISingk Sheels)205.1(Padded)®ae Im;..Groton.Mass.01471.To"t PHONE TOU FREE 1-800 225-M 3 — T.C.A., INC. JOB w/2 - 409 3rd Avenue South Ste. A SHEET NO. OF KENT, WASHINGTON 98032-5898 CALCULATEDBY__ 4SJ_ DATE 711 ?4 (206) 854-2043 CHECKED BY DATE SCALE suer RSA Cox YY EG,_. _' . Qa�w�c_Cis-y/z) Cad#2 m . . .. . a 9v Cs36' __ . _ / .......... 076fZ .... .... GB Y s M Ca*6 0 3 12 ,50 TS ca-#6.....7a. C6# 7 /Z ..... 7 ';M cew8 /2 0.0/2 a.78 . 0.270__ z5, G /9, 17 3,01 C18:08 7a��+ ?. .. 0• i2-_ o•�g_. 4JZ .. . / ' _ 3,. 2a 3 .off #f/o Tv B/0Y&A(�E_ /2.... .. O,0/Z._ __0r?� O•A��7_ ,1. 1 3. �l j, / Q/01suk RD c8#// C/y# /I 7a CAWIZ........... / .. 0a rz. or 78_ 0,1768 20r 72 .. c4h(/2 r: C&#i3 1 .. .. ,0/2 ©*.?e. a• Z/.56 22,e8 17, 85 /3 T ON 78 . o-Z`f _ Ze29 / ,yS a.012 6-?8 6,0096 __ _83 3177 PRODUCT?04.11`xegk8hee15)2054(Padded) Jae Inc,Groloe.Mass 01471.To Order PHONE TOLL FREE 1-800225M r • I or am M p Sir IMML It ;�. . ....... ................ It 11 Al Jq � t w 4 IA Apr • ..... .............--w.� .w.............. ....+^..... c.. �.�I t t • �irim 2 Wag IN w. = SECTION VI SF'E,=IAL REPORTS °< STUDIES tN a _ HARTCROWSER Hart Dowser,Inc. 1910 Fairview Avenue East Seattle,Washington 98102-3699 FAX 206 318 5581 Earth and Environmental Technologies 206.324.9530 J-667-01 November 15, 1990 Mr. Richard W. Wells Banyan Properties, Inc. P.O. Box 112428 Tacoma, WA 98411 Re: Geotechnical Considerations Proposed City View Estates Renton, Washington Dear Mr. Wells: This letter is written to advise you of the applicability of our past geotechnical work at the referenced site to the currently planned development. In September 1978, Hart Crowser prepared a Soils Report entitled "Preliminary Soils and Foundation Engineering Study, Lakeview Towers Condominium Complex, NW Second Place and Lind Avenue NW, Renton, Washington." The project for which that report was prepared consisted of a series of four 3- to 6- story condominium structures located on the same site as the planned City View Estates. Subsurface conditions at the site consist of a variable thickness of dense glacial till overlying Andesite bedrock. The thickness of the till overburden ranges from four Seattle - Tacoma - Richland - Anchorage - Portland - San Francisco AM Banyan Properties, Inc. J-667-01 November 15, 1990 Page 2 feet to greater than 10 feet. The upper portion of the till is weathered and therefore less dense than the underlying unweathered till. In our opinion, the site soils are suitable for support of the proposed residential structures using shallow spread footing foundations and slabs-on-grade. It is also our opinion that, barring any site grading or disturbance since the preparation of our report, site soil conditions should be essentially the same as originally encountered. As our original study was intended as a preliminary study, additional analyses will be necessary to finalize the information and to "tailor" the information to the currently planned project. Depending on the magnitude of site grading required, additional explorations may be required to develop more information. Once grading plans have been developed, we recommend that we be consulted to prepare an appropriate scope for final design. We trust that this provides you with the necessary information. Should you have any questions or need any further assistance, please call at your convenience. Sincerely, HART CROWSER, INC. GARR E. HORVITZ, P. Principal Geotechnical Engineer PRELIMINARY SOILS AND FOUNDATION ENGINEERING STUDY LAKEVIEW TOWERS CONDOMINIUM COMPLEX N.W. SECOND PLACE AND LIND AVENUE N.W. RENTON, WASHINGTON SEPTEMBER 14 , 1978 J-667 HART-CRO14SER & ASSOCIATES , INC, 1910 FAIRVIEW AVENUE EAST SEATTLE , WASHINGTON 98102 MTABLE OF CONTENTS Page No. INTRODUCTION 1 SITE AND PROJECT DESCRIPTION 2 SUBSURFACE CONDITIONS 2 ENGINEERING CONSIDERATIONS : CONCLUSIONS AND RECOMMENDATIONS 4 Excavation and Grading 4 Site Preparation 6 Structural Fill 7 Shallow Foundations 8 Floor Slab-on-Grades 9 Pressure on Backfilled Walls 10 General Rockery Considerations 10 Drainage Considerations 12 Parking and Paved Areas 13 LIST OF FIGURES Figure 1 Site and Exploration Plan - Figure 2 Rockery Detail APPENDIX A FIELD EXPLORATIONS AND LABORATORY TESTING A-1 Test Pits A-1 Seismic Traverses A-1 Laboratory Testing A-4 LIST OF FIGURES Figures A-1 Test Pit Logs TP-1 through TP-12 through A-5 Figures A-6 Grain Size Classifications and A-7 J-667 PRELIMINARY SOILS AND FOUNDATION ENGINEERING STUDY LAKEVIEW TOWERS - A CONDOMINIUM DEVELOPMENT N.W. SECOND PLACE AND LIND AVENUE N .W. RENTON, WASHINGTON INTRODUCTION This report presents the results of a preliminary subsurface investigation and foundation engineering study for the proposed 86-unit residential condominium complem to be located in Renton, Washington. The purpose of this study was to assist the structural engineer and architect in establishing design criteria and general foundation recommendations relating to construction of ,the condominium units . The scope of work included field explorations, laboratory testing and engineering studies . Field explorations consisted of 12 backhoe-excavated test pits ranging in depth from 2 : 7 to 11 . 5 feet. In addition, four seismic traverses were conducted to assess the depth and seismic velocities of bedrock. The test pit locations and traverses are shown on the Site and Exploration Plan, Figure 1. Field exploration procedures and results are presented in Appendix A and interpretive test pit logs are presented in Figures A-1 through A-5 . Laboratory tests consisted of detailed classifica- tions , water content determinations and grain size analyses . The results of the laboratory tests are also presented in Appendix A and elsewhere throughout the report where applicable. Engineering studies were made to arrive at conclusions and recom- mendations for foundation design and construction, use of on-site soils , lateral pressures on subgrade walls , site grading including rock excavation and blasting requirements , and drainage consid- erations . J-667 Page 2 SITE AND PROJECT DESCRIPTION This study has been based on preliminary architectural infor- mation provided by Mr. Jan Kofranek of Ron Campbell & Associates , Architects . The site is located near the intersection of Lind Avenue Northwest and Northwest Second Place in Renton, Washington encompassing an area of about 2. 7 acres . The site slopes from the northwest to the east-southeast with an average slope of about 26 percent. Site elevations range from about 250 feet in Ithe northwest to approximately 125 feet in the eastern portion of the site . Local slopes are steeper than the 26 percent and Irange as high as 100 percent primarily in the northwest portion of the site. These steeper slopes apear to be bedrock controlled. The proposed condominium complex will consist of 86 units within four structure; Two of these structures will be six stories while the remaining two will be three stories , Parking will be available beneath the structures . Access roads will be Iprovided from Lind Avenue N.W. and N.W. Second Place and also from N.W. Second Street . Excavations in both natural soil and Ibedrock will be required. Based upon information provided -by Ron Campbell and Associates these excavations may be as deep as about 13 feet in some of the building and parking areas . These excavations will be near or at vertical and will most likely require rockeries or retaining walls to provide stability, and prevent soil and rock erosion. - It is expected some fill may be required 'in the southeast portion of the site to provide parking facilities . _ SUBSURFACE CONDITIONS Subsurface conditions at the site were evaluated from the 12 backhoe test pit excavations and a series of four seismic J-667 Page 3 refraction traverses . Test pit excavations and' seismic traverse lines were located approximately as shown on the Site and Explo- ration Plan, Figure 1. The results of Test Pit excavations TP-1 through TP-7 disclosed the western portion of the site to be underlain by a deposit of weathered till and unweathered till overlying weathered Andesite bedrock. In this area the weathered and unweathered till ranged in thickness from 4. 5 feet to a depth greater than 10 feet. The weathered till was primarily medium dense, moist , light yellow-brown, slightly gravelly, silty sand. This unit graded increasingly dense with depth. Occasional small boulders were encountered throughout the weathered till. The unweathered till where present in the western portion of the Isite generally consisted of very dense , damp , - gray, slightly gravelly, very silty sand and occasionally very sandy silt . IUnderlying the till, where disclosed within the depth of the backhoe excavations , weathered bedrock consisting of volcanic Andesite was encountered. The condition of this bedrock varied from a residual soil of silty sand containing highly weathered rock fragments to relatively unweathered bedrock that was not capable of being excavated by the backhoe. An apparent bed- rock ridge is located along the western limits of the property . at the vicinity of Seismic Profile D. Results of this profile (see Appendix A) indicate about six feet of residual soil and/or overburden overlying moderately weathered and/or fractured rocks . Compretsion wave velocities on the order of 5500 feet per second - would indicate excavation below about six feet in this area would most likely require blasting. In the eastern portion of the site excavation with the backhoe was limited to very shallow depths because of near-surface bedrock. Generally in this area, sound bedrock was encountered within a depth of about 2. 5 to 6 feet . Overburden soils above bedrock J-667 Page 4 in _the eastern portion of the site consisted of a thin stratum of weathered till (as described previously) or highly-fractured weathered bedrock with a silt and sand matrix. i In Test Pits TP-8 through TP-12 excavation into bedrock was not possible with g the backhoe. Seismic Profiles A through C completed within the eastern portion of the site (see Figure 1 and Appendix A) con- firmed the presence of slightly weathered to relatively unweathered bedrock within a few feet of the ground surface . Compression wave velocities ranged from about 6600 to .15 , 000 feet per second indicating that blasting would generally be required for removal . ENGINEERING CONSIDERATIONS: CONCLUSIONS AND RECOMMENDATIONS Excavation and Grading Excavations as great as 13 feet in the natural soil and/or bedrock are anticipated in the building and parking areas to achieve the desired elevations , with near-vertical cuts desired. To accomplish these -depths of excavations , particularly within the eastern portion of the site, heavy ripping and/or blasting will be required. To correlate seismic wave velocities such as those determined for this study with rippability, the Cater- pillar Tractor Company has produced graphs for various rock types and related rippability to their line of equipment. These charts presume that the rock is typical of the given type designated and the equipment is in good mechanical working condition. Based on the Caterpillat charts the approximate upper limit of seismic velocity for rippable_materials similar to the Andesite rock at the site are presented in the following table. J-667 Page 5 Approximate Upper Limit of Seismic Wave Equipment Velocity for "Rippable" Classification D7E - No. 7 Ripper 4500 D8H - No. . 8 Ripper 4500 D8H - No. 8 Series B Ripper 6500 - D9G - No. 9 Ripper 5500 D9G - No. 9 Series B Ripper 7500 Based on this information, rippability of the Andesite rock materials at the site will depend on the seismic wave velocity and the type of excavating equipment used. Again, depending on the type of equipment used, Andesite having velocities greater than approximately 4500 to 7500 feet per second will ' most likely require blasting for removal. This in general would encompass the bedrock disclosed within a few feet of the ground surface within the eastern portion of the site . We generally recommend that unsupported cut slopes within the building and parking areas be no steeper than 0. 5H: 1V in rela- tively unweathered to slightly weathered bedrock, 1H: 1V in moderately weathered bedrock or unweathered till and 1 . 5H: 1V slopes in the loose to medium dense, near-surface residual rock or weathered till soils . If steeper slopes are required, either rockeries , retaining walls or similar supportive struc- tures would be necessary in our opinion, to maintain a safe condition throughout the design life of the project . All unsupported cut slopes should be provided with some form of slope Iprotection and erosion control and should be inspected by Hart- Crowser and Associates to confirm their adequacy with respect Ito soil and/or rock conditions exposed. It is recommended that fill slopes have inclinations no steeper than 1 . 5H: 1V with ade- quate slope protection to prevent erosion and slope instability. J-667 Page 6 No groundwater was encoutnered in the test pits during the site exploration, however, groundwater seepage was noted near the northwest corner of the property at the ground surface. This seepage appears to originate off the property in the vicinity of the northwest property corner and disappears into the ground surface within a short distance of the northwest property corner, In addition, minor groundwater seepage was noted near the inter- section of N.W. Second Place and '.Taylor Avenue which_ is approxi- mately 300 feet east of the east property line downslope from the proposed condominium complex. Therefore, some groundwater seepage may be encountered during excavation of the required cuts . However, we expect this seepage to be slight to moderate and should be controllable with local pumping or diversion. Site Preparation_ The condominium site is presently occupied by numerous large maple trees and underbrush. This vegetation should be stripped and removed from the site . This should be followed by excavation of the existing weathered till areas as required. The eastern portion of the site will require excavation of the weathered bedrock followed by excavation by ripping and/or blasting as applicable to the moderately weathered to relatively unweathered Andesite bedrock. Estimated permanent soil and rock slopes are presented in the previous section of this report. However, the stable slope excavation during construction will depend on the nature of the soil and rock materials . We recommend that the excavation slope angles to maintain a stable,- condition be the responsibility of the contractor since he is continuously on the site to observe the nature of the materials including -any groundwater seepage that may occur. Following stripping and excavation to the required subgrade elevations , areas which are to support slab-on-grade , paved surfaces , or receive structural fill should be properly prepared. In areas where subgrades will consist of natural weathered or unweathered .till soils , these v#rw J-667 Page 7 materials should be prerolled to a dense, non-yielding state priot to placement and compaction of any fill materials or construction. of foundation units , floor slabs or paved sur- faces . Prerolling should be 'accomplished with 'a relatively heavy vibratory roller, minimum static weight of 4, 000 pounds , to a relatively non-yielding surface, The surface should be observed during prerolling to detect the presence of pockets of loose, soft soils which, if encountered, should be removed and backfilled in accordance with recommendations for structural fill. In areas where the subgrade will consist of bedrock, excavated by either blasting or ripping, site preparation Should include providing a uniform flat working surface prior to construction of foundation units , floor slabs or paved surfaces . This uniform surface can be achieved by placing a nominal thick- ness of six inches of coarse sand and gravel beneath the founda- tion units and floor slabs . Subgrade preparation for paved areas, within bedrock should consist of placing a nominal thickness of six inches of structural fill and/or coarse sand and gravel to fill any voids and fractures in the bedrock following site excavation. Structural Fill All fill placed within building areas and beneath paved surfaces should be placed as structural fill. Structural fill should be placed after removal of any existing soft, wet or organic soils and after the stripped surface has been prerolled and/or inspected iri accordance with the preceding site preparation section of this report. The structural fill should be placed in lifts not ex- ceeding 10 inches and thoroughly compacted to at least 95 percent modified Proctor maximum density within the building areas and 92 percent in the paved areas as determined by ASTM 1557-70 Test Procedure. Structural fill placed on sloping ground should be J-667 Page 8 adequately keyed into the slope through stairstep- or bench procedures . We recommend that an experienced soils inspector be present during placement of the structural fill to m6nitor filling and make field density tests . Suitability of soils for compacted structural fill will depend on gradation and moisture content of the soil when it is placed. As the fines (that portion passing the No. 200 sieve) increases the soil becomes increasingly sensitive to small changes in moisture content and adequate com- paction becomes more difficult to achieve . Soils containing more than five percent fines cannot be consistently compacted to a dense , non-yielding condition and achieve a safe bearing capacity equal to or above our . recommended value when the water content is greater than optimum. Grain size analysis as shown on Figures A-6 and A-7 indicate that the weathered and unweathered till soils generally contain more than five percent fines . As such, these materials are moisture-sensitive and their use as structural fill will generally be limited to periods of dry Y weather, particularly the summer and early fall months . During typical winter and spring months placement of these soils with more than five percent fines would be difficult and would require scheduling of work during periods of intermittent dry weather. Therefore, importation of clean granular fill materials may be necessary during periods of wet weather construction. Shallow Foundations In our opinion continuous and individual spread footings would provide the most suitable foundation support for the proposed condominium structures . We expect that these foundations may be placed in either weathered or unweathered till , densely- compacted structural- fill or on bedrock materials at the subgrade elevation. We recommend that continuous and isolated spread footings have minimum widths of 16 and 18 inches , respectively. J-667 I Page 9 IWe also recommend that the base of all spread footings be located a minimum depth below the top of the floor slab or adjacent exter- ior grade , whichever is lower, of 18 inches within till or struc- tural fill and 12 inches with bedrock areas . It is our opinion that spread footings founded on prerolled weathered till or on Idensely-compacted structural fill could be designed for an allowable bearing pressure of 2500 pounds per square foot . Spread footings founded on unweathered till or on moderately sound bedrock could be designed for an allowable bearing pressure of 8000 pounds per square foot . Based on this allowable bearing stress and minimum depth of burial, total and differential settlements should be less than about three-quarters of an inch. In addition, the majority of these settlements should take place during construc- tion. We recommend that all footing excavations be inspected by an experienced soils engineer or technician prior to placing of concrete to confirm adequate bearing surfaces .. Floor Slab-on-Grades The interior floors of the condominium and parking structures could be constructed as slab-on-grade above properly-prepared, in-situ soils , bedrock or densely-compacted structural fill . We recommend that the floor slab be underlain by a minimum six-inch layer of clean, well-graded sand and gravel to serve as a uniform bearing layer and capillary break. This sand and gravel should generally conform to the following gradation requirements : Percent passing the 2-inch square opening. . . . . . 95 to 100 Percent passing the k-inch square opening . . . . . . 30 to 60 Percent passing U. S . No. 8 sieve. . . . . . . . . . . . . . . 20 to 50 Percent passing U. S. No. 50 sieve . . . . . . . . . . . . . . . 3 to 12 Percent passing U. S. No. 200 sieve. . . . . . . . . . . . . .0 to 2 wMr J-667 Page 10 Pressure on Backfilled Walls Lateral soil pressures on subgrade or foundation walls backfilled on one side only will primarily depend on the degree of compaction and amount of lateral movement permitted at the - top of the wall during backfilling operations . If the walls are, free to yield at the top an amount equal to approximately 0 . 001 to the height of the wall, soil pressures will be less than if the walls are limited by stiffness or by construction of the structural floor network prior to backfilling. Utilizing recommended backfill compaction of 95 percent modified Proctor maximum density, we recommend that an equivalent fluid pressure of 35 pounds per cubic foot and 55 pounds per cubic foot be used for yielding and Inon-yielding walls , respectively. I These equivalent fluid pressures are based on the assumption of a level horizontal and uniform backfill and no build-up of hydrostatic pressures behind the wall. The effect of surcharges Isuch as floor loads and/or sloping backfill should also be included. For uniformly distributed load behind the wall, a corresponding uniform distributed lateral earth pressure equal to 30 percent of the surcharge should be added to the equivalent fluid pressure. To prevent the buildup of lateral pressure in excess of the above pressure, backfill within two feet of the wall should be placed in maximum six-inch lifts and compacted with a vibratory plate or small walk-behind roller. General Rockery Considerations According to plans supplied by Ron Campbell and Associates , it is anticipated that one or more rockeries of approximately 12 feet in maximum height will be constructed in the western portion of .the site. Vital considerations in rockery construction in- clude the following: 1) the rockery must have a firm foundation, 2) the rocks must be sound and have a minimum width to height J-667 Page 11 ratio as subsequently presented, 3) the maximum slope of the rockery should not exceed 4V: IH, 4) a free-draining filter material should be placed behind the rockery to prevent the buildup of pore water pressure and loss of material from between the rocks , and 5) the backfill behind the rockery should be well-compacted to prevent settlement. ' We anticipate the nature of the subsurface soil conditions to generally consist of medium dense weathered till to dense un- weathered till overlyin g .highly weathered to moderately weathered bedrock, which should generally provide a suitable firm foundation. It is absolutely necessary to provide a firm foundation for rockery construction to prevent settlement and thus rearrangement of the rocks originally keyed in place . In this regard we recommend a representative of Hart-Crowser and Associates inspect the prepared base prior to rock placement. The -slope behind the rockery should be cut at least 1 .0 foot behind the rockery and backfilled with a pit or quarry-run material in general compliance with the following gradation requirements . IPercent passing 6-inch square opening. . . . . . . . . . . . . 100 Percent passing 2-inch square opening. . . . . . . 55 to 100 Percent passing 1-inch square opening. . . . . . .40 to 85 Percent passing U, S . No. 4 sieve . . . . . . . . . . . . 20 to 50 Percent passing U. S. No. 40 sieve . . . . . . . . . . . . 5 to 25 IPercent passing U. S. No , 200 sieve . . . . . . . . . . 0 to 5 IA minimum four-inch diameter perforated subdrain should be installed at the base of the drainage zone and exit to a suitable outlet. We recommend that if conditions encountered during ex- cavation for the rockeries are different from those assumed here, J-667 Page 12 we should be notified so as to alter our design recommendations accordingly. All rockery design and construction procedures should comply with the requirements set forth by King County Department of Building. Details for construction and design of the rockery are included in Figure 2 of this report . Drainage Considerations Because portions of each building would be notched into the eastward sloping hillside, some groundwater might be expected to intersect the subgrade walls . In addition, the weathered till soils in the western portion of the site are moist and some surface water could seep down through the backfill along subgrade walls . To protect these walls and floors from moisture and to avoid buildup of hydrostatic pressure, we recommend an external drainage system be installed around all structures adjacent to the perimeter wall footings . Backfill material with 18 inches of any exterior wall extending within one foot of the ground surface should consist of clean, free-draining granular materials such as that conforming to the preceding requirements for a capil- lary break beneath the floor slab-on-grade . The backfill should be sealed at the ground surface with a minimum of one foot of impervious soil in unpaved areas to prevent surface water from entering directly into the subdrain system. The subdrains with clean-out should consist of at least four-inch perforated pipe , the perforations placed down. Free-draining backfill adjacent to the exterior walls should be continuous to enve-lop subdrains for at least six inches in all directions . Roof drains should not be connected to these subdrains . Final site grade should be designed to carry away surface water from the structures so that they will not accumulate and pond next to the structure. I J-667 Page 13 Parking and Paved Areas Since the parking and paved areas of this condominium complex will primarily be used by small private vehicles , we recommend that a pavement design section placed over structural fill, weathered till or prepared subgrade of bedrock consist of a nominal two inches of asphaltic concrete and four inches of crushed rock base course . Subgrade preparation for pavement in bedrock areas should include the placement of a sand and gravel ' bearing layer to prevent migration of the base course material into fractured bedrock resulting from excavation procedures . ' HART-CROWSER & ASSOCIATES , INC. a I WAYNE N 4EO Engineer LS �FGlSTERE`� OHN C. CROWSER Professional Engineer I m SITE AND EXPLORATION PLAN Q o � z N.W. 2nd Place TP-1 o ;7N BUILDING A T® h - c CV TP-g BUILDING , TP-5 TP-10 A [ BUILDING h N TP-2 B TP-11 o TP-8 TP-7 BUI LDI NG - LEGEND 1 TP-2 TP-3 ® Test Pit Location and Number N T 1-1225---,_, Contour Intervals TP-4 r. TP-6 f1 Seismic Traverses 40 20 0 40 80 state in feet / N.W 2nd Street I or Flat I*r / 2 or Flatter a•'Oo..p. .p• :a'.•o. •�OOQ o�.QOO.•�. •O.. ° C7.0'e.p or c' _ `pia. 00.•04•� Dense • �'• ° Natural b'.... 1 do:' s �. lT' :;� .':.p.. .��•:o o SOLI a.�.Q.o •�171^ 00 • � �,;` , :gyp. .- .:�.• �. ��,.. O" e ' ••fy ;le ODp�Q, O; o6Q jkr. t, " p, . :.� : . a• Slope as Necessary C' 0: for Stability During q� o - q ' Q''!i`c tj�:. Construction O.. �r. �•�, .: o.•o�o'e.,.. Bank Run Gravel „p...CX ..o Minimum Finish Grade °p• '� •�•L. . , a Q4R ..: � • i ,t �• ��� QO ���' � Minimum 4" Perforated „ .�f K, f1•; _ O Drain Pipe with Suitable Outlet 12 Min. Ploce Rock on Firm B Undisturbed Soils ROCKERY MINIMUM HEIGHT (H) ROCK WIDTH (8) Feet Feet 5 - 7 7 - 9 Iy 7 - 9 2 9 — 12 04 i J-667 August 1978 HART- CROWSER A assocf ates Inc. Figure. 2 J-667 APPENDIX A FIELD EXPLORATIONS AND LABORATORY TESTING' Field explorations at the site consisted of a geologic recon- naissance , four seismic refraction traverses and 12 test pit excavations . All explorations were coordinated in the field by a geotechnical engineer from our firm. Test Pits The 12 test pits were excavated with a rubber-tired backhoe to depths ranging from 2. 7 to 11. 5 feet at the approximate locations shown on the Site and Exploration Plan, Figure 1 . The practical depth to which the backhoe could excavate the test pits was limited by the reach of the equipment and the presence of weathered and relatively unweathered rock. , Disturbed but representative samples of the -soils and weathered rock disclosed in the test pits were obtained in the field and transported to our laboratory for testing and further classifi= cation. The excavation and sampling of test pits were contin- uously observed by our engineer who also prepared detailed field logs of the conditions encountered. The test pit logs presented on Figures A-1 through A-7 are based on inspection of the samples recovered, laboratory test results and field test pit logs . Seismic Traverses Four seismic refraction traverses were completed at the locations shown on the Site and Exploration Plan, Figure 1, due to the inability of the backhoe to penetrate to the depth estimated for building excavations . These traverses were completed to : 1 J-ob! Page A-2 . (1) assess the depth to bedrock in areas not accessible by backhoe ; and (2) to assess seismic velocities of this bedrock to estimate rippability and/or need for blasting. The seismic refraction test method consists of measuring the travel time through the ground of a compression "shock" wave applied by the impact of a sledge hammer and detected some distance away by a sensitive transducer (geophone) . A seismic traverse consists of a line of impact points at varying distances from the geophone . Data obtained from such a traverse can. be utilized to estimate the compression wave velocity of subsurface materials and the approximate depth to materials having a higher velocity than the overlying layer(s) . Since a rough correlation generally exists between seismic velocity and density or hardness ; the compression wave velocity (in conjunction with a knowledge of the geological conditions) can serve as an indicator of the type and physical properties of materials below the ground surface. Because sub- surface materials (particularly weathered rock products) usually increase in density or hardness with depth, proper interpreta- tion of the data can provide indirect evidence of the approximate thickness and physical characteristics of subsurface materials . Of particular use for engineering purposes is a correlation de- veloped by the Caterpillar Tractor Company relating seismic velocity to the "rippability" of various rock types for a par- ticular combination of excavation equipment. Although much useful information can be obtained from seismic testing, a knowledge of the limitations and inaccuracies asso- ciated with the method is desirable to minimize misleading interpretations and conclusions . Of particular concern in evaluating excavation characteristics is an understanding of geologic conditions and physical characteristics; that affect the "average apparent compression wave velocity" determined in the test . J-667 Page A=3 The effective penetration depth of a traverse _is. roughly equal to one-third its length. As a result the depth and velocity data obtained tend to reflect average conditions over the length of traverse. The decomposition of rock with depth generally occurs in a highly irregular fashion resulting in zones ranging from highly weathered, soil-like material to unweathered zones and boulders of relatively hard rock. Consequently, a relatively low "average" velocity, characteristic of residual soil (less than approximately 2000 feet per second) , does not preclude a possible presence of occasional relatively hard zones or boulders over the total length of the traverse. For higher velocity mater- ials such as rock or weathered rock, the travel time of a wave can be significantly increased (average velocity decreased) by the presence ' of occasional fractures and weathered zones that represent only a small part of the total material volume. Although the effects of these geologic conditions on velocity are partially compensated for by corresponding effects on "rippability" , occasional localized discrepancies between "average" velocity and excavation characteristics should be expected . Seismic data were obtained using a Bison Model 1550 signal enhancement seismograph. All traverses except Traverse A were run in both directions (forward and reverse) . . A summary of the results of the seismic traverses and our i interpretations are presented in Table A-I . Data presented are an average of both forward and reverse direction unless a major 1 difference was observed between them, in which case results of both directions are presented. When a large degree of scatter of the data points from a straight line "distance-time" rela- tionship indicated the presence of highly variable subsurface conditions this has been noted in our "interpretation". Inter- pretations presented are our best estimate of likely subsurface I J-667 Page A-4 rconditions based on the results of the traverse , observation of adjacent terrain and materials , and our understanding of the rgeologic environment . Apparent Compression Seismic Approximate Wave Traverse Depth (feet) Velocity (ft/6eC ) Interpretation A 0 - 10+ 15,000 Relatively unweathered hard rock at or near the ground sruface with little or no soil overburden. B 0 - 6 ' 1 ,200 Residual soil with rock fragments. 6 - 22+ 6,600 Slightly weathered and/or fractured rock C 0 - 4 11100 Residual soil with rock fragments 4 - 20+ 8,800 Relatively unweathered rock D 0 - 6 1,200 Residual soil with rock fragments 6 - 20+ 5,500 Moderately weathered and/or fractured rock Laboratory Testing, A laboratory testing program was developed to establish the basic index and engineering properties of the site soils . Selected samples were visually classified and the field logs verified and modified as required. Moisture contents were performed on all samples in general accordance with ASTM D2216-71 ; these values are presented -in the Test Pit Logs , Figures A-1 through A-7 . Grain-size analyses were performed on selected samples retrieved from the explorations using mechanical analyses in general accor- dance with ASTM D442-63 . The results of the grain-size analyses are shown in Figure A-8 through A-10. I L.., , ill L-U u I r — 1 Sample water Other Depth SOIL INTERPRETATION Content Tests feel % 0 GROUND SURFACE AT 'APPROXIMATE ELEVATION 213 FEET 1 27 � InMlLt LOOSE, MOIST. DARK BROWN, SILTY, JAN D-TOPSOIL WITH OCCASIONAL ROOTS. ";'• . WEATHERED TIL17, MEDIUM DENSE. MOIST. LIGHT 2 9 2 BROWN. SLIGHTLY GRAVELLY. SILTY SAND WITH FINE ROOTS TO 3 FEET. 3 3 10 GRADES DENSER 4 RESIDUAL SDIj.� MEDIUM DENSE TO DENSE, MOIST, LIGHT BROWN, SILTY SAND WITH ROCK FRAGMENTS. 21 w . MEATHERED BEDROCK, DENSE, MOIST, LIGHT YELLOW- BROWN. VERY HIGHLY WEATHERED ANDESITE - BEDROCK - 7 < :` FRIABLE. ram' GRADES SLIGHTLY MORE COMPETENT WITH FRESH ROCK S 25 NODULES. 9 GRADES TO WEATHERED BEDROCK, BROWN-GRAY. 6 21 10 ' BOTTOM OF TEST PIT 10.0 FEET II COMPLETED 8-2-7e 12 13 EXCAVATION DONE ON HILL SLOPE, LOG IS FOR CENTER OF TEST PIT. 14 15 TEST PIT LOG TP-2 Sample water Other Depth SOIL INTERPRETATION Content Tests feet GROUND SURFACE AT APPROXIMATE ELEVATION 215 FEET I 0 1 e NEATHERFD TILL?, MEDIUM DENSE. DAMP. LIGHT YELLOW-BROWN, SLIGHTLY GRAVELLY. SILTY SAND. ' •�'•' ;tom GRADES DENSER. 3 GRADES WITH MORE GRAVEL AND OCCASIONAL COBBLES. 2 3 4 I5 GRADES DENSER WITH MORE GRAVEL# ROCK ABOUT 2 FEET IN SIZE. 6 I3 10 7 ILLJ.r VERY DENSE. DAMP TO MOIST. GRAY. SLIGHTLY GRAVELLY, VERY SANDY SILT AND GRAVELLY SILTY 8 SAND. 9 10 12 BOTTOM OF TEST PIT 11.5 FEET I 13 COMPLETED 8-2-79 14 IS J-667 August 1978 HART-CROWSER A associates inc. Figure A-1 TEST PIT LOG TP - 3 Sample watt. 01her Depth SOIL INTERPRETATION Coment Tests feet GROUND SURFACE AT APPROXIMATE ELEVATION 203 FEET y� 0 TDPS(1I L t DUFF I 6 I WEATHERED TILL?# MEDIUM DENSE, DAMP, LIGHT BROWN, SLIGHTLY GRAVELLY SILTY SAND. 2 3 =; 4 Fes; ROOTS TO ♦ FEET - FRADES DENSER. 3 , �2 6 SAPID (WEATHERED TIL 71v MEDIUM DENSE. DAMP ON 6 TO MOIST, YELLOW-BROWN, FINE TO MEDIUM SAND. ' T - 8 3 12 9 VERY DENSE, DAMP TO MOIST. GRAY SILTY :,� .•:: AND WITH COBBLES. 10 BOTTOM OF TEST PIT 9.S FEET 11 COMPLETED 6-2-7e 12 REFUSAL TO BACKHOE AT 9.5 FEET, POSSIBLY BEDROCK. 13 14 15 TEST PIT LOG TP-4 Sample Water Other Depth SOIL INTERPRETATION Content Teets reel GROUND SURFACE AT APPROXIMATE ELEVATION 212 FEET 0 :;._,; jt1PS0IL t DUFF WEATHERED TILL7r MEDIUM DENSE. DAMP, LIGHT 1 ♦ 2 BROWN, SLIGHTLY GRAVELLY, SILTY SAND. w: 3 4 2 6 GRADES WITH LESS SILT TO GRAY-BROWN. 5 6 3 s TILL$ VERY DENSE. DAMP TO MOIST, GRAY. SLIGHT- T LY GRAVELLY. SILTY SAND. 8 9 10 BOTTOM OF TEST PIT 1o.o FEET 11 COMPLETED 5-2-7e • 12 , 14 IS J-667 August 19m HART-CROWSER & ota.ociofes Inc. Figure A-2 I I t_Q ty 1 I J Sample water Othw Depth SOIL INTERPRETATION Contort Tests toot f,ROUND SURFACE AT APPROXIMATE ELEVATION 190 FEET y 0 TOPSOIL c DUFF 1 WEATHERED TILL?i MEDIUM DENSE, DAMP TO MOIST. LIGHT GRAY-BROWN, SLIGHTLY GRAVELLY, SILTY f 13 2 ": SAND. 3 4 `.. 2 21 RESIDUAL 501L - WEATHERED 13E12$OCKr DENSE, DAMP, YELLOW-BROWN, SILTY SAND WITH ROCK 6 ' '_ FRAGMENTS TO A VERY HIGHLY WEATHERED ANDESITE 44:' r BEDROCK. 7 4 7 �i z 9 GRADES TO HIGHLY WEATHERED ANDESITE BEDROCK. ` � GRADES GRAY-BROWN. 4 Is 10 BOTTOM OF TEST PIT 11.0 FEET 12 COMPLETED 5-2-78 13 14 15 TEST PIT LOG TP- 6 Sample water Other Depth SOIL INTERPRETATION Content Tests feet GROUND SURFACE AT APPROXIMATE ELEVATION 182 FEET f e 0 TOPSOIL 1 WEATHERED TILL?, MEDIUM DENSE. DAMP. LIGHT 2BROWN. SILTY SAND WITH OCCASIONAL GRAVEL. 3 GRADES LIGHT GRAY-BROWN, SLIGHTLY SILTY, FINE 2 4 TO MEDIUM SANDt ROOTS TO 4.5 FEET. 4 5 6 T :i JjUi VERY DENSE, DAMP. GRAY, SILTY GRAVELLY SAND. 8 9 '` BEDROCK?, MODERATELY SOUND ANDESITE ROCK FRAGMENTS. IO BOTTOM OF TEST PIT 9.2 FEET COMPLETED 0-2-78 II REFUSAL TO BACKHOE AT 9.2 FEETt POSSIBLY BEDROCK. 12 13 14 15 J-66T August 19TE HART-CROWSER a'associalss kv Figure A-3 TEST PIT LOG TP-7 Sompla water Other Depth SOIL INTERPRETATION % Test GRO 0 UND SURFACE AT APPROXIMATE ELEVATION 175 FEET 0 - - TOPSOIL 6 DUFF WEATHERED TILL?, MEDIUM DENSE, DAMP, LIGHT f a 2 k". BROWN, SILTY SAND WITH OCCASIONAL TO CONSIDER- ` :i++•::; ABLE GRAVEL. 3 ;'^ 4 2S 14 WEATHERED BEDROCKr HIGHLY TO MODERATELY M WEATHERED ANDESITE - BEDROCK. �Y 3 8 s T BOTTOM OF TEST PIT 6.5 FEET COMPLETED 8-2-78 ° REFUSAL TO BACKHOE AT 6.5 IN MODERATELY 9 WEATHERED ANDESITE - BEDROCK. 10 TEST PIT LOG TP-8 Sorroo water Other Depth SOIL INTERPRETATION Consent Tests toot GROUND SURFACE AT APPROXIMATE ELEVATION 170 FEET % 0 -- TOPSOIL 6 DUFF EDIUM DENSE, DAMP, LIGH 1 S 2 BROWN. SLIGHTLY GRAVELL, SILTY SAND. I 11I� MEDIUM DENSE, MOIST, YE`LOW- 2 16 �t BROWN. S L D—�AND WITH ROCK FRAGMENTS. GRADES 4 TO MODERATELY SOUND ANDESITE BEDROCK. 3 7F{ 5 BOTTOM OF TEST PIT 4.5 FEET ICOMPLETED B-2-78 s REFUSAL TO BACKHOE AT 4.5 FEET ON MODERATELY T WEATHERED BEDROCK. ° 9 I10 TEST PIT LOG TP-9 I Sample water Other Depfh SOIL INTERPRETATION Content T"ft toot GROUND SURFACE AT APPROXIMATE ELEVATION 178 FEET % O _ TOPSOIL WEATHERED TIL11, LOOSE. DAMP, LIGHT BROWN, 1 10 2 SILTY FINE SAND. 3 BEDROCK -ANDESITE. MODERATELY WEATHERED. I4 BOTTOM OF TEST PIT 3.0 FEET COMPLETED 8-2-78 REFUSAL TO BACKHOE AT 3.0 FEET ON MODERATELY I 6 WEATHERED BEDROCK. 7 ' 9 10 J-667 August 1978 IHART-CROWSER A ossoefotes he, Figure A-4 • TEST PIT LOG TP-10 Sample Water Ottw Depth SOIL INTERPRETATION Conle" Taft GR 0 x OUNO SURFACE AT APPROXIMATE ELEVATION Iss FEET 1 `- MEATHERE(L@EDR4S�lSe HIGHLY-WEATHERED AND FRACTURED ANOESITE - BEDROCK WITH SOME SILT 1 7 Z AND SAND. ��� BEDROCK - MODERATELY WEATHERED ANOESITE. 4 BOTTOM OF TEST PIT 3.2 FEET 5 COMPLETED 8-2-78 ' 6 7 REFUSAL TO BACKHOE AT 3.2 FEET ON MODERATELY WEATHERED BEDROCK. 7 8 9 10 TEST PIT LOG TP-II I Somple Water Other Depth SOIL INTERPRETATION Content Tests feet GROUND SURFACE AT APPROXIMATE ELEVATION 132 FEET % o MEATHEPED BEDROCKe HIGHLY WEATHERED AND 1 8 1 FRACTURED BEDROCK WITH SILT AND SAND. w. x 3 �` BEDROCK - MODERATELY WEATHERED ANDESITE. I4 BOTTOM OF TEST PIT 2.7 FEET COMPLETED 8-2-78 5 I REFUSAL TO BACKHOE AT 2.7 FEET ON MODERATELY 6 WEATHERED BEDROCK. 7 I8 9 10 TEST PIT LOG TP- 12 Sompte Water Other Depth SOIL INTERPRETATION Content Tests feet GROUND SURFACE AT APPROXIMATE ELEVATION 131 FEET x o TOPSOIL ' ^� WEATHERED BEDROCK, HIGHLY WEATHERED AND 1 2 2 `��" 2 . w .: FRACTURED ANOESITE - BEDROCK WITH SILT AND SAND. 3 4 BEDROCK - MODERATELY WEATHERED ANOESITE. 5 BOTTOM OF TEST PIT 3.s FEET COMPLETED 8-2-78 s T REFUSAL TO BACKHOR AT 3,11 IN MODERATELY WEATHERED BEDROCK. e 9 10 J-66T August 1978 HART-CROWSER IN associates be. Figure A-5 �f��lly SIGs �LH�S�r i�Nl lutV Sieve Analysis Hydrometer Analysis Size of Opening in Inehee Number of Meth per in.,US.Slondard Gain Sire In mm. N p _ ` \�N � O O O O 80 V n N O O O O O O N 0 • PMN - - n��n \ • - Ow ♦ O O N O O O O O O O O O O O I00 p 90 10 a - zo TP-2 t >o S-3 TP-I so s 3 S-2 3 e0 •o A c so so c /0 60 f a so TP-3 '0 0 S-2 3 to eo . toIL 90 o ,� O O o o 0 0 o O O o o • n IV - e �o ♦ N -o W w n N a �0 V in N r0l O O do (AD ♦ r► Ow - O O O O O .00 00 O 0 so Grain Size in Millimeters o 0 0 R 0 Cobbles Coarse Fm Coorse Medium Fne Fines Gravel Sand i Sample Depth-". U.S.C. Clossificalion Not. Atterbe►g LimitsW.C. S LL. PL PI (P-1 1 . 5-2 . 0 SM GRAVELLY SILTY SAND ( WEATHERED TILL ) 9 -2 fP-2 6. 5-7. 5 ML SLIGHTLY GRAVELLY VERY SANDY SILT 10 i-3 ( TILL ) TP-3 5. 0-5 . 5 SP-SM SLIGHTLY GRAVELLY SILTY SAND 6 3-2 ( WEATHERED TILL? ) I J - 667 August 1978 I HART-CROWSER B associates inC. Figure 'A-6 UL.Nb51r- IUM IU14 r Sieve Analysis Hydrometer Anal sis I Size of Opening in Inches Number of Mesh per in.rUS.Standard Grain Size in mm. N _ o v ♦ 0 mowo ♦ n N ` _ neN ♦ O O O O 0010 .0 n N ~ > n ♦ 0 N f O O N O O O O 00 O 0 0 0 O ioo b 90 so — — — — TP-6 zo S-2 O 10 30 'o A 3 s so 3 o TP-7 so A c so S-1 $ ii so 1 ,0 60 Cr a 30 TO 0 20 60 + !0 90 OL= I I L:�U I i—lt-1 I I 1-t I J100 O O O O ♦ ♦ A N O O a IV A N - O 10 ♦ N -0 N ♦ /1 N Q O ow IV A N O O O 1A O O O O O O 0 Groin Size in Millimeters o 0 0 0 0 Cobbles Coarse Fine Coarse Medium Fns F.na Grovel Sand Sample Depth-N. U.S.C. Clossifico6o," Not. Atterberg Limits WC. x LL PL PI TP-6 3 . 5-4 . 0 SM SILTY SAND (WEATHERED TILL? ) 4 S-2 TP-7 1 . 5-2 . 0 SM SILTY . GRAVELLY SAND ( WEATHERED TILL? ) 6 S-I J -667 August 1978 HART-CROWSER a associates inc. Figure 'A- 7 SECTION VII BASIN °< i=OMMUN I T'r PLAN AREAS r • I I • 0 1 \ 9 } 1 < r � J I 11 � i o • .R e N ,r , t+�T:�,:r^�i-w'111' 6if`�'rrt* 4L) �•� iol bow ke UOV M. p.7.1':tf';• ,� f�/�vi • 'T'� Iti1�1���It'1fN�+'�0 ..•w e�.�wyy.s..,,�yw..,��9 N_:_rl ...a-^•! It nt . . ir „j en �r .� w fT', ens: ,`�j • .�g. ' r�i�(ia?p1ir M 't3»:�f ' ! r i ,daS t A��n.{P��d � r(� �, • �t�1 I)�i: Ml.� lr w i. ✓ .► �fti�111 wt►�f is �+�� w.a[ru,�.�j a _, .z.--•w�J.►i�d..e�:. w 1 { �. r.'�\ � ��� � kill is 1alraral,(',•rfP� _ ,gyp, •�i.�r�Pl��a.a. � ,��47� id � - P r w • 1 • I 11 11 • 1/ u 11 1 • • _ f a 1 I 1 , i 1• ' f I • .y I r / • + ' 11 J. ,MI 0 WA , tll/nn 40 tJ4.Cpt�;�tk ;1•d,.'e�.fl ,� fil Riv �•`�i�x�� ,:�vi�'Ylc•�1'i4.R� �`iyv�+•` ���t I�:"" � ��El������ � r �l ��� �� �Iwr ' ��11�+ �r•.(j��tp `�1',S ��► �� •tilri/•'�"�'`���~W,�� � d /�. •oa � �7:.� .� !•tlwt••�i•A/tlY'Mt+� 1 ��. 1'v`�'r(6� "�. Inv i' 'Ly..?.�`.t�-..i 'a•� t}p 2�Fxv0; .sic' ..m+';�'Y C � j_�_ �i_r �/'•' �!1[ �� '� �:�e w" '���y1/���� /�11� ��''M '► �' �?:'li�'�, ,'��•'I��•••�� f ~•1 �.fMH,il...a.M aura tC�t•� Fji�;..:1'1''' •���tr ��wr�� ti.i t�Mjn��.��1� M �1 . NIA SECTION VIII OTHER PERMITS N1A SECTION IX EROSION & SEDIMENTATION CONTROL DES I G,N NIA SECTION X BOND QUANTITIES WORKSHEET RETENT I OW DETENT I ON FACILITY SUMMARY SHEET & SKETCH A/IA SECTION XI MAINTENANiE '< OPERATIONS MANUAL 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1