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HomeMy WebLinkAboutRVTI GARP*NER E N G I N E E R S I N C . {� ►) i' � J i 1 ,, a i,. f dG -'�'..t. •`' i' � - - .� . � •; ..ter, �` `��v.�I.AP/✓Z'C/WI,dl d �- - "Tilw Pam• s- .e Ar '� k.f. �•K�-,..it� ;, gip .qr; ,l•e� .d f•;,�� +' 1.- Boa '" aMo Y' +ry°Si�-�-��ry�i � �yr•,�,;`�:� �.Yi�. �,ri� �LiR'y."'y K -,. ���i -.Zr1�Iihr .ir�� iReQl .a�ne++lFi1w�` ��u?•' ii�fi t .,.-�,n�anr.-r�mm+.R+++e-•�...s.+.w.c•••..wr..w-,.v..t= .r_...,. �_ 4 4 V /YID IBC RilreAW.R6E —�- /�LDW_IR7 =15 , OD ST RB FICT � 16 z � �HARQiE �4siu SR 6V PA5fDR ExGE55 RUAILV-F ED F�fE4dENCy Ot/EF�FLDh/ Because of the elaborate maintenance required, it is doubtful that it would be feasible to provide sufficient storage for the 'max' 24-hour storm (about 3-3.5 inches in the Seattle Construction. A considerable amount of area) in order to eliminate the need recharge occurs through the side walls for an overflow storm system. In --- ------- --- --- ------ practice, a major factor in sizing will - of the basin, so it is preferable that be the available land. these should ba constructed- of pervious _ _ __- - -_ material . Gab ions make ide-al sidewalls. The base of the basin must be kept free Dimensions. The dimensions of a of silt. In some circumstances it may storage basin can be varied consid- be desirable to spread 2" of coarse erably. The 88,000 cubic yard basin at sand over they base to improve infil- Burlington, New Jersey is 27 ' deep. tration. Side Slopes . Where these are grass, .SwALE there should be a shallow Swale to - prevent runoff from side slopes from reaching the basin. Sediment Trap. Runoff collected should pass into a sediment trap before dis- charging into the basin. Landscaping. Wherever possible, the design of the recharge basin should be Gabions - Standard Sizes - Ft. carefully fitted with surrounding topography. Length Width Height Security and Safety. Recharge basins 6 3 l '-1 '6" or 3 ' with a depth in excess of 30" must be 9 3 of fenced to prevent trespassing. Six- 12 3 " foot cyclone fencing is adequate in most cases. Maintenance. At least once each year the accumulated silt must be scraped off the bottom and the base cultivated. 6s ' r CITY OF BELLEVUE STORM & SURFACE WATER DRAINAGE DESIGN STANDARDS 3 1986 1 infiltration rate is 0.5 inches/hour or greater no storage is needed for the pervious surfaces) , and to reduce the storage required for the impervious areas. The total quantity of water infiltrated during the 4 hours of the design storm is calculated by multiplying the total_ square f ootage_ of the trench bottom or sump .plus one half the square foot area of the sidewalls times the_total infiltration for the 4-hour time perio- (sustained rate), and dividing by 12 to obtain the volume of water infiltrated in cubic feet. F. Site, Soil and Infiltration Data Requirements for Construction of Recharge Systems. 1 . General Data Requirements: a. The proposed site must have favorable topography to satisfy functional requirements for construction of a recharge system. b. The required data must be tabulated and submitted in accordance with the guidelines below. C. A log of the soils and infiltration test data must be submitted to reveal site soil conditions and infiltration rates. d. An adequate number of test holes shall be located over the proposed site to substantiate representative conditions for the design of recharge systems, and as a minimum condition, test holes shall be located in each area and at the elevation proposed for infiltration. e. Minimum depth to groundwater shall be greater than four feet. f. Impervious strata shall be at a depth greater than two feet below the bottom of the proposed infiltration trench. 2. Soil Data Requirement: The log must describe soil type and depth as well as the location being indicated on a site map. Classification may be in general terms such as loose sand, sandy silt, clay hardpan, rock, etc. or classification may be in specific terms as described by the U.S. Department of Agriculture. IV-13 1 ' OLYMPI�, CONSTRUCTION CASTINGS DIVISION OF OLYMPIC FOUNDRY(1984)INC. 5200 Airport Way South . Seattle,Washington 98108 co,�ry ,9 Telephone: (206)764-6240 �STiNps, SINGE 0� (!fL-a � 1Aec,e- ads i MANUFACTURERS OF MUNICIPAL CASTINGS WATERWORKS FITTINGS MARINE HARDWARE By M'r I'L Date 2u 'yS PROJECT 6 V F ` DNER ENGINEERS,INC. Sheet or CONSULTING ENGINEERS•SINCE 1883 Chatke 5- 1 � Z Job Na '� �/ti �_��7�� r 10ti sys��� i9Ni4� ys � s - � gT 1 c � I._ of Z yoo _ Z 3,3 onsrt,- _ "� .:fir � x /, d X O , 70 J2.,7 2._G,3 v 7Za�l'.c t 16, l � ff crc 2i 7 -7I _lN _fin-mF, ) +rl3*ar, Ra+e . 'X= ,- -"c FS T i .10 T �� AW 4tom.4t l By M r Date. PROJECT Shut Of ENGINEERS,INC.CONSULTING ENGINEERS•SINCE 1883 Chkd Oats Job Noy � ti 0A L 7- iZ O ? 3,3 /YI 3X60 Leo = /• � " ��r_ 0 , 7 v = -2,7 ',Fs 3, 3 clrs 0 �4 eyvlVa/enf 7 ��� =- /�• �( w, 22. 8 fJCfCS Z' 7 2 TXr- .�. X 0 US = 2 Ze-) x -25z 44 70 LJT = 71Ox -.2. " k �. � _ � 1 / Ff �'-f- 7U �tJ�l Q �— a ► GARDNER ENGINEE7 INC. CONSULTING ENGINEERS e SINCE 1883 SUITE 300 02124 FOURTH AVENUE Seattle, Washington 98121 DATE w ' _ Job NO. (206) 728-1883 ATTENTION In RE: TO GENTLEMEN: WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via the following items: ❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifics ❑ Copy of letter ❑ Change order ❑ COPIES DATE NO. DES RIPTION hl THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution ❑ As requested ❑ Returned for corrections ❑ Return corrected prints -XFor review and comment ❑ ❑ FOR BIDS DUE _19 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS Q COPY TO SIGNED: 'C " It enclosures are not as noted, kindly notify us at once. ♦ . i OLYMPIC CONSTRUCTION CASTINGS DIVISION OF OLYMPIC FOUNDRY(1984)INC. 5200 Airport Way South . Seattle,Washington 98108 Telephone: (206) 764-6240 C4St NGS SINGE i9� Ig 3az zz o /7g, 4,00 2qz 30 0 �D /'Z 5 3S 3 MANUFACTURERS OF MUNICIPAL CASTINGS WATERWORKS FITTINGS MARINE HARDWARE r G RDNER ENGINEERS INC. Mortimer H.Thomas,P.E. s 'Thomas P.Fitzmorris,P.E. CONSULTING ENGINEERS•SINCE 1883 Leonard J.Locke,P.E. SUITE 300•2124 FOURTH AVENUE Seattle, Washington 98121 (206) 728-1883 R.V.T. I. STORM DRAINAGE INFILTRATION SYSTEM ANALYSIS ® �0� 11.14 � ��M Area 24.0 Acres TC - 10min + 2400/4 = 20 min. f v. . ilv = 1 . 1 in/hr u� 312q,��S Q = 24. x 0.7 x 1. 1 = 18.5 CFS Q offsite = 3.3 CFS TOTAL 21.8 CFS Infiltration Trench L = 2500' W [5 ' + (2xl .5 ' )] = 8' I = 2 min/inch Infiltration Rate = 2500 x 8 = 13. 9 CFS 2 x 12 x 60 Use 13.9 as release rate - compute storage Qo 241x 3.9 = 0.83 cfs/Acre C T = -25 + 1762 - 21. 1 0.83 Vs T8+025 - 40(0.83)T = 590 ft3 _ CITY OF nENTO.'d UT = 590x24x0.7 = 9,900ft3 4 Storage in Rock = 0.3 x 2500 x 5 x 1.5 = 3600 ft3 APR 1 05 Storage in 2500 of 18" pipe = BUILDING/IZ�^NiNG DL P T. 2500 x 1.5 x 1.5 _ 4400 ft3 4 10,000 ft Total �a. /Vofi� /hAt�'�'�/ 1 '/h�n. Cove✓ min, Grp de Ale Use T f of'N�w Cv,-��- le" Ccv�✓ Grn✓c/ as Fir,. Grna/C PERF. yyA �iH�✓ FQ6��� P/PC v wasti Cd Gro vc/ J Sr Op iA4FiZ-TAW F/o-1J ,D,5—%,4/L • CONSULTANTS - William L.Shannon,P.E. Stanley D.Wilson, P.E. - SHANNON & WILSON, INC. W-4322-02 Geotechnical Consultants Engineering and Applied Geosciences 1105 North 38th Street - P.O. Box C-30313 • Seattle, WA 98103-8067 • (206) 632-8020 - Cable: GEOSAW February 4, 1985 Gardner Engineers 0 D Marketplace One Building Seattle, WA 98121 FEB G 1985 Attn: Mr. Mort Thomas RE: PROPOSED STORM WATER DISPOSAL SYSTEM GARDNER ENGINEERS, INC. RENTON VOCATIONAL TECHNICAL INSTITUTE (RVTI) Dear Mr. Thomas: We are continuing to develop design input for the storm water disposal system at the referenced site. We are submitting preliminary information by this letter so that you can continue your design while we complete our work. We have completed ten ( 10) percolation tests at the locations shown on the site plan, Figure 1. The percolation test results are presented in Table 1 . The percolation tests were each performed as follows: 1) An 8- to 11-inch-diameter hole, generally 20 to 30 inches deep, was excavated. 2) The hole was filled with water one time to soak the native soils. 3) The hole was filled a second time, and after the water level dropped to 6 inches above the bottom of the hole, the time that it took for the water level to drop each of the final six 1-inch increments was recorded. 4) The percolation or the infiltration rate was calculated by two methods: 1) as the average of the six 1-inch increments for the actual recorded time; and 2) by projecting a straight-line solution for the average infiltration rate (see attached plots) . The straight-line solution method provides a more conservative design parameter since variations in the infiltration rate are averaged. The infiltration rate varied with soil type. The infiltration was quickest in sandy Gravel and gravelly Sand, and slowest in silty fine Sand. The type of soil is likely to vary randomly along the length of any buried distribution pipe, and it is not practical to select different infiltration rates for different sections. We recommend that a representative rate be conservatively selected from Table 1 for the entire site. This is recommended since true steady-state conditions were not obtained during the percolation tests. Raymond P. Miller, P.E. George Yamane, P.E. Harvey W. Parker, P E. Senior Vice President &Manager Vice President Vice President Senior Associates: H.H. Druebert,P.E., Thomas E. Kirkland. P.E., Atef A.Azzam gcenriotcc 1111 u., A rZiff Gardner Engineers Attn: Mr. Mort Thomas W-4322-02 February 4, 1985 Page 2 We have reviewed the published geologic and groundwater information for the area, and plan to complete the proposed three borings along Kirkland Avenue Northeast the week of February 4, 1985. We will meet with you to discuss all results after the borings are completed. Based on our discussions with the Washington State Department of Ecology (WDOE) , we understand that there are no state regulations for this type of storm water disposal system unless industrial waste (i .e. , chemicals and metals designated as hazardous waste under state and federal guidelines) are spilled or discharged into the system. We suggest that Mr. Dick Houghton, Director of Public Works for the City of Renton, be consulted for local regulation for storm water disposal systems. Incorporation of an oil/water separator into the storm water disposal system would significantly reduce the potential for clogging of the drainfield. We have included a copy of WDOE Bulletin 82-1 entitled "Design Criteria for Gravity Oil/Water Separators" dated January 1982, which may assist you in designing the system. One local source of manufactured passive oil/water separator systems is Mr. John Leonard of Northwest Power & Plant Equipment Company at (206)324-8880 in Seattle. If you have additional questions, please call Mr. Ted Vogelpohl or me at (206)632-8020. Sincerely, SHANNON & WILSON, INC. ILIn". UZ U� Steven R. Bruce Hydrogeologist Reviewed by: George manP.E. Vice Pr sid t SRB/000 Encls: Figure 1, Site Plan Table 1, Summary of Percolation Tests Percolation Test Data Plots Copy of WDOE Bulletin 82-1 cc: The Campanella Group FOR ADDfTIONAL DROVING LANE 20'SETBACK II 2 ! - •7 ..T—. \ ±•\, r+� — / �- -- EXISTB+2P-(81G— —- '� +• '- r_ T - N` —� �!� I ` f' �i'' " 4p ' .—J^ 92 . 'O RARKNO `-� �r�oa NEW _ O O i �•e — -! L'— !, 113 rt `- `- ENTRANCE \ _O - • . �- - o � e I ►_—._. ----"---.--•-ti• - , ' �__ �. a.o �w i„?1•/ / '_.c— Tom_ ° i rA- ;�'" ' i _--- - - o - - - -- ` _* _ FOODS i y - `• /�j - _ lot FLOOR ELEV a3f/.0 - �• COST -i d- �� j - ,TP-3 l P-s I 2nd FLOOR ELEV 35s.0 a / �_.. rd F >l70 `• _ - i -ma`s -- / IBM, TP-9 �\ ✓� ,mil • 7 _ yv fi AUTOMOTIVE L -.CARP ENTRY/ANEW �" v FLOOR I LEV 343.0 •,•� ••- FLOOR__ffiEVL345A TP-11 ILIL \ --tom - • -� -� /� ' . - - ; ' - - � / / � ' v NEW PARKBKi Ike' _ - . _ ELECTRONICS 1•t FLOOR ELEV 339.0 - , - +,off 1TP e f'T� 2nd FLOG LEY 355.0 NEW SIDEWALK, TP 19:1 a 8A0 �e y 3.d FLOALEV 370o TP-12\ CURB. a GLITTER - - - - - 6 _ T P-5 - _ 913 ALONG SEVENTH STREET - " l - - _ _ EMERGENCY FIRE ACCESS . '', . _•_ - — i — - - - Kirkland- - -e------- - --- - - - - - i _ EW CURB i GUTTER ALONG NEW FENCE I I A KR R KLAND AND JEFFERSON AVENUES ALONG KKLAND AND JEFFERSON AVENUES I L 0'SETBACK \ \ •I� EMERGENCY FIRE ACCESS \\ \ 20'SETBACK Z Nor NOTES B-1 INDIC/ LOCAL 1. THIS PLAN BASED ON AN UNDATED SITE DEVELOPMENT PLAN PROVIDED BY THE CAMPANELLA GROUP, INC. TP-1 INDICT 2. ELEVATION DATUM: CITY OF RENTON BENCHMARK NO. 514, LOCAI ELEV. 323.52, NATIONAL GEOCETIC VERTICAL DATUM. 5 INDIC1 0 0 100 200 300 TEST I SCALE IN FEET iI ! Monroe Avenue Northeast_ =z _ 'a �C)7_ FWST O MIIKM EXISTING PARKING .150 0 / ` 8� �.�,��^ B-2 TP-13 -- --� - �. _ 1 - I FOODS _ , ARKING 1 POWER LNE E_ASEMENT C _ *32 lot FLOOR ELEV 339.0- i �— — 2nd FLOOR ELEV 355.0 3rd FLOOR ELEV 270. > i �• — t t 1 ( — FUTORE I i i BUIL TNG EXISTING s f i I TP-11 EXISTING 'I L El .- I t ELECTRONICS d i lot FLOOR ELEV 339.0 ` Ej- Flo 2nd FLOO�LEV 355.0 `- �. �'� _ _ 3rd FLOG LEV 370.0 TP-12 --" '„ EXISTING � EWRGENCY FIRE ACCESS 3 a a 0 f � �_ -� `'4 10 - - - _ - - - �3T ! b LL 1 EXISTING PARKING _ r �---- \ \ 38 EXISTIN-14 G =t` TP AVEtNIES I I O'SETBACK � \ as 0 \� �{ e, HEALTH .I ALDDIMON 330 TP-15 �I LEGEND aaw�J�— ✓ +�Sr ! B-1 INDICATES APPROXIMATE TRUCK BORING LOCATION 1 2 \�\\\ Vl�d '•�`\ ! ?' RENTON VOCATIONAL TP-1 INDICATES APPROXIMATE TEST PIT a I�, e i TECHNICAL INSTITUTE LOCATION (1 c , TP-16 5 INDICATES APPROXIMATE PERCOLATION `,•�� , � � Q TEST LOCATION ; ; `' ;:.f 36- SITE & EXPLORATION PLAN DECEMBER 1984 W-4322-01 N FEET ' j ,• '` �� 0 SHANNON 81 WILSON, INC. `� ( `` • • .. . -� G•otechnical Consultants FIG. 2 .; rtr .r TABLE 1 W-4322-02 SUMMARY OF PERCOLATION TESTS Averaged Plotted Diameter of Depth Interval Tested Infiltration Rate Infiltration Rate Test l Test Hole ( inches) ( inches below ground surface) (minutes/inch)2 (minutes/inch)3 Soil Type4 5 8 20-26 0.7 0.7 Fine to medium SAND 6 8 24-30 2.0 2.4 Gravelly, slightly silty, fine to medium SAND 7 8 24-30 0.4 0.4 Gravelly, fine to medium SAND 8 10 23-29 2.1 2.7 Silty, fine to medium SAND 8A 8 24-30 1 .7 1.9 Slightly silty to silty, fine SAND 9 11 26-32 0.2 0.2 Sandy GRAVEL 10 8 23-29 1 .1 1.2 Slightly silty, gravelly, fine to medium SAND 11 8 20-26 3.4 3.9 Silty, gravelly, fine to medium SAND 12 8 25-31 1.8 2.2 Slightly silty to silty, fine SAND 13 8 24-30 0.3 0.4 Gravelly, fine to medium SAND 1 See Figure 1 , Site Plan, for test location. 2 The averaged infiltration rate (minutes required for water level to drop 1-inch) was measured for each inch of the 6-inch interval shown, and an average of the infiltration rates was determined. 3 The plotted infiltration rate (minutes required for water level to drop 1-inch) is based on a straight-line projection of the average rate of infiltration at the depth interval tested. The plots are included in this letter. 4 Description of soil within zone tested. } GARDNER ENGINE14 ;INC. LIFT M OF UMZZ zA DCTCTzZL CONSULTING ENGINEERS e SiiYCE 1883 SUITE 300•2124 FOURTH AVENUE Seattle, Washington 98121 DATE JOB NO. (206) 728-1883 ATTENTION RE TO — �P'ft'fw GENTLEMEN: WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via the following items: ❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ SpecificF ❑ Copy of letter ❑ Change order ❑ COPIES DATE NO. DESCRIPTION qff day r + m & VIti THESE ARE TRANSMITTED as checked below: ❑ for approval ❑ Approved as submitted ElResubmit copies for approval E For your use ❑ Approved as noted ❑ Submit copies for distribution R6 As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ FOR BIDS DUE 19 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS F . Engr.Division " rA COPY TO SIGNED: If enclosures are not as noted, kindly notify us it one Mortimer 1I.Thonim,P.E. �DNER ENGINEL__3,INC. LA"iar P.rA)Ae.r is,.E.P.E. CONSULTING ENGINEERS •SINCE 1883 L�ecuiard J.Lcx ke,P.E. SUITE 300.2124 FOURTH AVENUE 1 Apri 1 1985 Seattle, Washington 98121 (206)78-1883 File: 5172 `-' R.V.T. 1 . STORM DRAINAGE INFILTRATION SYSTEM ANALYSIS AREAS I & II Area = 20.4 Acres TIC = 10 + 2400 = 20 mm. 4x60 I10 = 1.1 in/hr C = 0.70 Q = 20.4 x 0.70 x 1.1 = 15.7 CFS Q uffsite = 3.3 CFS Q Total 19.0 CFS Infiltration Trench L = 2500' W = [ 5' + (2x1.5' )] = 8' I = 2 min/inch Infiltration Rate = 2500 x 8 = 13.9 CFS 2 x 12 x 60 f Engr.Division City of Renton,WA Use 13.9 CFS as "release rate" - compute storage r'[`- or Qo = 13.9 = 0.973 CFS/Acre C 20.4 x 0.70 T = -25 + 1762 = 17.55 In 8 1986 0.973 Vs = 2820 T - 40 (0.973) T = 480 Ft 3 T + 25 VT = 480 x 20.4 x 0.70 = 6,855 Ft 3 Storage in Rock = 0.3 x 2500 x 5 x 1.5 = 3600 Ft 3 Storage in 18" pipe = 2500 x 0.75 x 0.7577=4400 Ft 3 TOTAL STORAGE 8000 Ft 3 t 1 AREA 1 I AREA Cl 11 AREA J w.rrw wuwr►�crwcr rsmw+ I i � f r r 4 3 IN �I s rv�s1CIbW t i Gardner Encineerc Inc, ;DINT 13EARIN6 DISTRNCE NDkTN1N6 EASTINS 170 Inverse bearings} Figure i is •ade up of these following points... 995 EV BOB 807 R1000 810 Ell 9" 99E 99E: 10,867.5669 9,464.2728 ' N 0-29-24.03 W 1,055.901B F07 11,943.4301 9,45`.2425 N 3-10-50.15 W 302.3787 BOB 1A. 245.3430 5,43E.4655 N 56-49-16.77 E 64.96BB ED9 12,278.9779 9,494.05C'i� S 31-10-43,34 E 819.5200 Delta = 30- 59- 55 Radius = 819.520 Curve length = 443.383 Tangent = 227.262 Chord = 437,9S5 1000 11,577.B320 9,918.3229 N 0-10-40-34 W 619.5200 Ell 12,397,3480 9,915.7470 N'' B9-49-11,41 E 46.7170 Ell 12,397,4949 9,962.463B 5 0-10-46.52 E 1,529,048E 999 10786E.4536 9,967.2713 N B7-49-25.98 N 503.3615 ' 996 10,667,5669 9,464.2728 Ar#a_; '750764;1167>xq.-.4mi Aria = -.17.2352 arms Erro- cf closure :. 1 in I000G000.00GU -------------------------------------------------------------------------------- qJanuary 6, 1986 THE Engr.Division CAMPANELLA � City of Renton,WAGROUP INC. ARCHITECTS CONSULTANTS PLANNERS City of Renton Public Works 200 Mill Ave. South Renton, WA 98055 'JAN T 1M Attn: Mr. Bob Bray Subj : RENTON VOCATIONAL TECHNICAL INSTITUTE RENTON, WASHINGTON Re: Street Construction along Northeast 7th Street Dear Mr. Bray: Please be advised that Merlino Construction has installed curb cut and drive entry to the Construction Technology Building in a inconsistent location. This inconsistency is in regards to our contract documents and the location indicated therein. We are formerly requesting that Merlino Construction relocate the existing entry to the correct location. This correction must be made to accommodate the grading and parking areas involved in the Construction Technology Building parking lot and entry. If you have any questions, please contact our firm. Respectfully, Dennis C. Kabba, AIA Construction Administrator DCK/krp cc: Neal Rudd, MAM Brian Swanson, MAM Mike Curran, MAN William 0. Belmondo, RSD Peg Staehley, Gardner Engineers Jim Hanson, Renton Building Department Suite 400, Maritime Building 911 Western Avenue Seattle, WA 98104 (206) 467-7666