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HomeMy WebLinkAboutSWP272330(7) 1D, I� 0 /V 6 FLANS Z yso �l 2 8 6 1�e r� 3 ,? 2` Ll i7e Etif a "o 1`7 J� -51 q LF 8 s z LF /ve;r,d sf -14 so��ti P ► Pt 3ToVA66 7.o s � 1 -, -7 7 o -S ^49 FbA, �ILE DRAINAGE INFILTRATION SYSTEM TEMPORARY EROSION CONTROL ror GREENWOOD CEMETERY Prepared By: cm of PZWON DE C E I Y ED BAIMA A HOLMBERG,INC (� Job No.785-001 SEP 2 9 1992 6UILDING DIVISICaN Feburary 14, 1992 May 28, 1992 (Revised Date) ,;Tcv1.vcd 7�Zfr�92 �iClJisc� ��2s�92 �J,�v PE .a" n 1JJC O 51(`NAk F�(i EXPIRES tl 100 FRONT STREET SOUTH ISSAOUAH WASHINGTON • 98027-3817 2 /39 0 (formerly Rittenhouse Zeman&Associates,lnc.) Suite 100 Kirkland,WA 98034-6918 Engineering&Environmental Services (206)820-4669 FAX (206)821-3914 25 May 1992 W-8298 Baima & Holmberg, Inc. 1505 Northwest Gilman Boulevard, Suite 7 Issaquah, Washington 98027 Attention: Ms. Sherrie McKinnon Subject: Summary of Infiltration Test Results Greenwood Memorial Funeral Home Renton, Washington Gentlemen/Madames: In accordance with the request of Sherrie McKinnon of Baima & Holmberg, Inc., we are pleased to present the results of infiltration tests conducted at the above referenced property. Four infiltration tests were performed in general accordance with the procedures listed in section 4.5.2 of the King County Surface Water Design Manual, at the approximate locations shown on the attached Site Plan. This infiltration test procedure consists of driving a 6-inch-inner-diameter section of pipe into the soil at test elevation a depth of 6 inches. The pipes were filled with water and allowed to presoak for a period of 4 hours before running the test. Following the saturation period, the pipes were filled to the top and the time required for the water to fall every inch, down to 6 inches below the top of the pipe, was recorded. The rates for each inch were the averaged over 6 inches to estimate the maximum infiltration rate for each test run. This process was repeated three times for each infiltration test and the average of the three tests were used to compute the maximum infiltration rates. Infiltration test INF-2 was terminated without refilling the pipe after the presoak period, due to the slow infiltration rate observed at the test location. The following table summarizes the subsurface infiltration test results at each test location. L^ AG RA Earth&Environmental Group FIGURE I 1 Baima & Holmberg, Inc. W-8298 OF 25 May 1992 Page 2 Infiltration Test Results Test No. Approximate Test Soil Texture Class Field Infiltration King County Max Elevation (ft) (U.S.D.A.) Rate (In/Min) Infiltration Rate (In/Min) INF-1 340 1. Coarse sands 0.758 0.333 = 3.CO3 M or cobbles INF-2 339 4. Sandy loam 0.016 0.017 INF-3 340 1. Coarse sands 6.50 0.333 or cobbles INF-4 340 1. Coarse sands 6.29 0.333 or cobbles Backhoe test pits were excavated immediately adjacent to the infiltration test locations, terminating at least 4 feet below the test elevation. Interpretive logs of the soils encountered in the test pits are enclosed with this letter. Approximate test pit and infiltration test elevations were obtained by interpolating between contours shown on a site plan provided to us prior to our exploration program, and sighting to test locations with a hand-held optical level. Test locations were obtained by pacing from existing site features shown on the above referenced plan. Test locations and elevations should be considered accurate to the degree implied by the methods used. CONCLUSIONS As can be seen in the table presented above, several of the infiltration rates as determined by the field tests significantly exceed the maximum rates presented in Table 4.5.1A of the King County Surface Water Design Manual for the nearest corresponding soil type. The manual recommends that infiltration rates should not be significantly faster than those shown in Table 4.5.1 A for the given soil texture class. Therefore, we recommend that an infiltration rate value no greater than 0.50 inches per minute be used for design of infiltration trenches in the area of our test locations INF-1, INF-3, and INF-4. The value of 0.017 inches per minute may be used for design of the infiltration trench in the area of our test location INF-2. `, AGRA Earth&Environmental Group ___ _ FIGURE 1 B 1 Or - Baima & Holmberg, Inc. W-8298 25 May 1992 Page 3 We appreciate the opportunity to be of service to you on this project, and would be pleased to conduct additional tests on this site if it becomes necessary at some future time. If you have any questions or require further information, please do not hesitate to call. Respectfully submitted, RZA AGRA, Inc. tJi1N 1R. Jerry E. Peterson �P WASIirI Geological Engineer `!ISTER4' �y1� SI0NAL S 64 Benjamin R. Weiss, P.E. EXPIRES 10/2/ q2 Senior Project Engineer y��`� E• ZI s tip-` WAS- F o John E. ZiNb pper, P.E. T =j•0 Associate -i;;EJ 1 /2h7 q� Enclosure: Figure 1 - Site Location Map Figure 1 a & 1 b - Site and Exploration Plan Test Pit Logs TP-1 through TP-5 Field Data Sheets cc: Evergreen Cemetery/David Combs L, AGRA Earth&Environmental Group cIrllIOC -40 1 1\� 0 80 160 SCALE M FEET / o � / 330 TP-3/INF-3 PROPOSED INFILTRATION TRENCH C�J� / 30 i i i 340 DTP-4/I7 a0/ I I I I I I I - �--360 I`\ PROJECT BOUNDARY -'-"370 DRAWING BASED ON PLAN BY BAIMA 8 HOLMBERG, INC. DATED 1-31-92. REVISED 4-21-92. oer' TEST PIT LOGS Depth (feet) Soil Classification W-8298 Test Pit TP-1 Approximate ground surface elevation: 344 feet 0.0 - 3.0 Loose, moist, tan grading to brown, moderately rooted, silty fine to medium SAND with trace to some gravel (Fill) 3.0 - 8.0 Medium dense, moist,tan-grey with rust mottling, medium to coarse sandy GRAVEL with trace cobbles and organics (roots) Test pit terminated at approximately 8 feet Moderate caving below 3 feet No seepage Adjacent to INF-1 Test Pit TP-2 Approximate ground surface elevation: 343 feet 0.0 - 8.0 Medium dense to dense, wet, light tan-grey top 1 foot, dark grey bottom 7 feet, silty fine to medium SAND with some gravel, trace coarse sand and organics, wood, plastic pipe (glacial till fill) Test pit terminated at approximately 8 feet No caving No seepage Adjacent to INF-2 Test Pit TP-3 Approximate ground surface elevation: 344 feet 0.0 - 5.0 Loose, damp top 1.5 feet grading to moist, light tan-grey, medium to coarse sandy GRAVEL 5.0 - 10.0 Loose, moist, grey, fine to coarse SAND with trace gravel Test pit terminated at approximately 10 feet Heavy caving throughout No seepage Adjacent to INF-3 W-8298 Test Pit Logs, Page 2 Depth (feet) Soil Classification Test Pit TP-4 Approximate ground surface elevation: 344 feet 0.0 - 3.0 Loose to medium dense, moist,grey, medium to coarse SAND with trace to some gravel 3.0 - 10.0 Loose, moist, grey, gravelly fine to coarse SAND, grading to sandy GRAVEL with depth Test pit terminated at approximately 10 feet Moderate caving throughout No seepage Adjacent to INF-4 Test Pit TP-5 Approximate ground surface elevation: 343 feet 0.0 - 8.0 Medium dense top 1 foot grading to loose, moist to wet, tan grading to grey, silty, gravelly fine to coarse SAND with trace cobbles, organics (branches and roots), asphalt chunks (Fill). Test pit terminated at approximately 8 feet Heavy caving below 1 foot No seepage Vicinity of INF-2 Date excavated: 20 May 1992 Logged by: JEP Appendix D 1997 Overflow System Nomograph for Inlet Control: 1997 Overflow System Notes to evaluate capacity of 1997 Overflow Drawing of 1997 Overflow System / 1 0 N � 0t AVI- - 0 v e e �/uA, e, .c -lam P('t / -25-0 7 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL D. C4rey FIGURE 4.3.5C HEADWATER DEPTH FOR SMOOTH INTERIOR PIPE CULVERTS WITH INLET CONTROL 180 1 0,000 168 8.000 EXAMPLE I ) (2)6. ENTRANCE TYPE 156 6,000 0•42 inches (3.5 feet) 6-- a•120 cfs - SQUARE EDGE WITH 144 5,000 6 5 5 HEADWALL 4,000 Hw' Hw 132 D feet ;- 4. 3,000 (1) 2.5 8.8 5. 4. I. 120 (2) 2.1 7.4 ( 1 � - 2.000 (3) 2.2 7.7 4 - 108 3. eD in feet 3. 96 1,000 3. PLAN 11� GROOVE END WITH 800 . HEADWALL 84 600 / _ 2. 2. - 500 / 72 400 \ 2 3 t = 300 P = 1.5 1.5 U / In Z / fr 7. z 60 200 UJ1.5 PLAN Z W GROOVEEND 0 54 a PROJECTING a F --- o ir �W 100 z > 48 / Ir 80 =- U / v 60 w 1.0 1.0 42 U_ 50 HW ENTRANCE 0 0 - 1.0 (r 40 p SCALE TYPE cc w W 36 9 l r 4 9 3 U.) 30 (I) Square edge rilh Q headwall 3 .9 33 Q 20 (2) Groove end■th Q 0 W 30 headwall = •8 .8 (3) Groove and '8 27 projecting U f 10 .T 7- 24 8 .7 6 To use scale (2)or (3)project 21 5 horizontally to scale (1),then 4 use stralght inclined line through D and 0 scales,or reverse as 6 3 illustrated. 6 .6 18 Ib�l 2 3y0.1 - 33q .13 _ 1.0 = 0.15 IS ��61�12) r 1.33 L .5 5 .5 Qy Sf�Fh MAX. Q = 3,D CJ 12 4.3.5-11 1/90 Q L t7 ICI�V D 197, Scat E o' N 0P 's N AV D l I 1 3yo ef rI C �on I tl f I Ly 3�o,i2 \ 3 36• sy t 3. 58 12 3ya� � � NOP (NGvD ( JJAv��J N I �`I IctZci 338 235(33-0 331. )3 �- 335 � I 1 1330 I I �I I I P e5;yl L. -_._ 1' 'CAIU�c Dawn 330 - 3 - / 3t 32,s 6.63 IDS N-�2 � S',-y��.1h ws. I/ jn fC/loll j 3 � '� Ze = 3� 2 . 35 i 1310 ,o of Q�r� 335.N j315 ot00 0t2-0 0t30 Ot4o 0 tSo 0. W 0 fi10 0+$0 w � r3 - c ddo1')L}Z E c L�'9�� gg 'lp tc - -q-fiW 1^11 � � f t t 1d 1- a� Ob 8/'Zvi Lo ' > »d L'3a Jal S.Srs,C.0 c^s(Ivd(t3 o t (XI 5 ' is V-A� x a •moo � ° - �,; -„�..-. Lv^ va ' Ti FII� pNL 9 Q6 s4 5!E � / � � � 0 S-�•b fib S� ,g w�� ZOS l os _O �6-0£ of yZ�1 d f�-m f Nod � lYN,91�0 ! v�y -u oN Z 31V Z) P v 3 oa'NoW I • MDvuRC, vC / NE y�4 Sf 17. Ca��Y 8ACkWATW AIV14� ysl x. 3 6 V li e a s p ot, Ao N c8 c6 MuDDru�J1 Dverll a c 8 WoitiMunrcr5• all t�onl • � � rr ` p J J�GB � I'P/J� 1•�l.L MDIJF J a 7- = 3'32.30 ACE uE s y 3 2 1 NE H+h St C f� #t 5 L( 3 2 (NGvA l (� IM \I °�29/ 336.0 IV 33�,$ 337.6 3 3s.q 342. 59 NA a 3y1, 6 341. 38 3LO. ) 8 339. 98 JW. l � On T� CN b v o 192q 330, O 32ys'v 329. IV/ 327. 18 329. 97 �Aja 119 333. 58 333,08 332 77 332. 76 332, 3S _! 1 . D C�1 2 - yr 3 y. 3 c�5 2/ C �C(, 0^ N Q t i-) ® v l e 1 t° t/ c"o;?f- i;! �j (')e JA 4 i(1C w/ rluw I �/ i� C)ver I o, ,3e New G 6 2 0 ' lV C05 1 �- 332, 33 3 3 .5 3 3 S r ,� r' C�����/ow 1 3 3 Go D ii 1 1' 1'{ {1 jl j f j� I(i l i; Iy! �i a-.. DATA FILE UTILITIES PROJECT: PAGE OF PIPE DATA FILE NAME BWP ROUND/ARCH PIPE INPUT CODING INFORMATION: PIPE TYPE CODING: 1 - CONC/SMOOTH BORE (n=.012) 5 - CMP ARCH (NEW GEOMETRY) 2 - CORRUGATED METAL (n=.024) 6 - CONC/SMOOTH ARCH (OLD) 3 - HELICAL CMP (n-fac varies) 7 - CONC/SMOOTH ARCH (NEW) 4 - CMP ARCH (OLD GEOMETRY) 8 - ROUND (user sets n-fac) ARCH PIPE CODING - EQUIVALENT ROUND SIZE MUST BE INPUTTED PER FOLLOWING TABLE: EQU IV-DIAM OLD-ARCH NEW-ARCH * EQUIV-DIAM. OLD-ARCH NEW-ARCH 15" 1811X 11" 17"X 13" * 42" 5011X 31" 49"X 33" 18" 22"X 13" 2111X 13" * 48" 5811X 36" 57"X 38" 21" 2511X 16" 24"X 18" 54" 65"X 40" 64"X 43" 24" 29"X 18" 28"X 20" * 60" 72"X 44" 71"X 47" 30" 3611X 22" 35"X 24" 66" 79"X 49" 7711X 52" 36" 43"X 27" 4211X 29" * 72" 8511X 54" 83"X 57" INLET TYPE CODING: 1 - CMP/PROD. 4 - CP SOCKET/PROJ 7 - CMAP/PROJ 10 - OTHER (SEE ;02 - CMP/HDWALL 5 - CP SQ.EDGE/HDWALL 8 - CMAP/HDWALL FHWA REPORT 3 - CMP/MITER 6 - CP SOCKET/HDWALL 9 - CMAP/MITER HDS NO.5) # LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE 1 20 3 6 332, 3 332, 35 V KE = K = M = C = Y = OVERFLOW-ELEV BEND-ANGLE(deg) STRUCT.DIA/WIDTH(ft) Q-RATIO 3y6. (_� 0 # LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE 2- 3� �. �> ( 1 3 32. 35 KE = K = M = C = Y = OVERFLOW-ELEV BEND-ANGLE(deg) STRUCT.DIA/WIDTH(ft) Q-RATIO 33'9. � s _ January 1, 1999 KCBW Documentation 6-1 J SECTION 6 PROJECT: PAGE OF PIPE DATA FILE NAME •BWP # LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE 332, E 332 , 9 I KE = K = M = C = Y = OVERFLOW-ELEV BEND-ANGLE(deg) STRUCT.DIA/WIDTH(ft) Q-RATIO 341 , 13 b O # LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE / 3 3 .332,ff 33 3, De Ll KE - K - M - C OVERFLOW-ELEV BEND-ANGLE(deg) STRUCT.DIA/WIDTH(ft) Q-RATIO _ t # LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE S Z�"— 3 ( 3 33 ,og 333,59 KE = K = M _ C OVERFLOW-ELEV BEND-ANGLE(deg) STRUCT.DIA/WIDTH(ft) Q-RATIO Ll # LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE KE = K = M = C = Y = OVERFLOW-ELEV BEND-ANGLE(deg) STRUCT.DIA/WIDTH(ft) Q-RATIO # LENGTH(ft) DIA(in) PIPE-TYPE OUTLET-IE INLET-IE INLET-TYPE KE = K = M = C OVERFLOW-ELEV BEND-ANGLE(deg) STRUCT.DIA/WIDTH(ft) Q-RATIO NX January 1, 1999 6-16 * KCBW Documentation KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL FIGURE 4.3.5C HEADWATER DEPTH FOR SMOOTH INTERIOR PIPE CULVERTS WITH INLET CONTROL 180 10,000 168 8,000 EXAMPLE I (2) (3)6. ENTRANCE TYPE 156 6,000 0-42 inches (3.5 feet) - 6_ SQUARE EDGE WITH 5,000 0.120 cfs -- 5. 144 HEADWALL - 4,000 ttw" ttw 6. 5. 132 D feet %- 4. 3,000 (1) 2.5 8.8 5' 4 120 1 ' (2) 2.1 7.4 - 2,000 ' (3) 2.2 7.7 I 108 4.- 3. t "0 in feet 3. 96 1,000 3 PLAN 11� eoo GROOVE END WITH _ HEADWALL 84 - 600 i 2.-- 2. 500 ' 72 400 0 2. i = 300 1.5 1.5 ' U / In Z to i C Z 60 v 200 / UJ 1.5 PLAN ``' GROOVE END 0 5a a PROJECTING a F o Cr /w 100 z J 48 60 = �. / a t- v 42 60 a -l-O 1.0 _1 �• 0 0 ENTRANCE CALE o 1.0 4 D TYP UJ LLJH .9 t 36 3 (1) core edge.0h a W headroll 3 .9 Q 33 2 Groove and ath W head■all = .8 30 .8 (3) Groove and 8 2 7 projecting 10 7 7_ - "-24 8 .7 6 To use scale (2)or (3)project 5 horizontally to scale(1),then 21 4 use straight inclined line through D and 0 scales,or reverse as .6 3 illustrated. 6 .6 18 2 15 5 5 .5 I.O --- - 12 `. 4.3.5-11 1/90 Brendan R. Fisher, PE, CEG Rock Engineering Manager K9 KLEINFELDER 2405 140th Avenue NE,Suite A101 Emphryce-„caned Bellevue,WA 98005 (425)562-4200 (425)283-9203 cellular (425)562-4201 fax bfishergkleinfelder.com www.kieinfelder.com \� 1� It 81 - wa-�s�S rn ai j im o t w cc �% z - L Z - dM S PLN/BLDG/PUBLIC WORKS DEPT REQUEST TO OPEN NEW FILE TO: TECHNICAL SERVICES DATE: ?^97 FROM: �6 --" DIVISION/SECTION: SH C.t,�i # ## ##### ### # ######## # ###### #### # # # # # # ## # # TITLE OR NAME OF FILE: 5�94/ ,ov; � C�:r�.n—� (70 Characters Maximum) OTHER/NAMES,KEYWORDS, OR ALIAS: �s�4 G! pI% . /�IG�n,7G/�1% 1�2✓/o.t /VC ,f77' L/ (70oCharacter Max. 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