Loading...
HomeMy WebLinkAboutSWP272164(1) 1 1 I 1 TALBOT ESTATES i 1 1 1 DRAINAGE REPORT 1 BALD FILE NO. S89PO146 1 1 1 h �.y •'1 v\_1 1 September 14, 1990 W.O. #S11081 � r Revised May 29, 1991 1 i 1 1 TABLE OF CONTENTS i I. PROJECT OVERVIEW...................................................................I iII. PRELIMINARY CONDITIONS SUMMARY.............................11 III. OFF-SITE ANALYSIS......................................................................III IV. RETENTION/DETENTION ANALYSIS AND DESIGN .......IV V. CONVEYANCE SYSTEMS ANALYSIS AND DESIGN ........V VI. SPECIAL REPORTS AND STUDIES .........................................NONE 1 VII. BASIN AND COMMUNITY PLANNING AREAS ...................NONE VIII. OTHER PERMITS............................................................................NONE ' IX. EROSION/SEDIMENTATION CONTROL DESIGN ............IX 1 X. BOND QUANTITIES WORKSHEET, RETENTION/ ............X DETENTION FACILITY SUMMARY SHEET AND SKETCH, AND DECLARATION OF COVENANT APPENDIX A DOCUMENTS DEMONSTRATING NO TYPE I WETLAND OR 1 TYPE I OR II STREAM i i rr� F�+I r W O r� r`T.,/ F� O/ W a I PROJECT OVERVIEW ' INTRODUCTION The project's drainage design is based on the King County method adopted in 1979. This application does not require a review under TIR Standards. The proposed plat of Talbot Estates is located on the east side of Talbot Road about 450 feet south of the intersection of Talbot Road and South 192nd Street. The site is bounded on the east by the Plat of Springbrook Terrace and on the south by the City of Renton watershed. IThe site is covered with dense grasses and blackberries with a few trees. EXISTING DRAINAGE The site drains to the west as sheet flow, no swales are present. Upstream flows are excluded from the site by existing storm drainage systems, except for the rear yards of four (4) single-family residences in the Plat of Springbrook Terrace. After the site drainage reaches the west roe line storm water flows are 9 property rtY 1 collected in a roadside ditch which flows south to a 12-inch culvert in the City of Renton Watershed. The downstream analysis discusses the off-site drainage to 1/4 mile downstream. There are no wetlands within the site and no classified wetlands within one mile downstream. r DEVELOPED DRAINAGE CONCEPT Storm water runoff will be collected in a pipe system and conveyed to a two-cell wetpond at the west edge of the site. The wetpond is sized to store the 25-year storm event and release at the lower 5-year storm rate. The attenuated flows exit the wetpond and pass through a biofiltration swale before entering the Talbot Road drainage system. TAL-oo T Ls TrrrE.S • l s.h n �, �dot-►�.s L-= 300 F-F ./ Sv ` , 115� r,S = U•y0 T )L Q•l{Q)(3o0) 08- 3Z•.S N,inv�Sj U!4nW WWW L= 3oO �'f Ip Vl 1/1 coo NOO «, �� 1� V = kJ so S ils �cva aa --1a.0 —F _ L _ 300 _ 24 n+cn rrr M N A bov - ( V TGex 3 z.s tz. =3s y ►�,,�, De-�Ioyi.e( C�9lc�t-.o�� .148, ya TC • �2,0) o-71 = 27 �Z s� m-A Tc 3 = 3Y Mr., L = l0o/ 0Y � k = Z- ( f q I-7- t fi •3(f -t- • 3 2,5 rl A rea s ex,s*-,a a g1c✓e.L fev-vi0vs �-SLf aL Cfti VI ( Pala -ro✓ 55VR Moow) • • o . I C ✓ a � J Cl • ' Page 1 of 2 King County Building and Land Development Division TECHNICAL INFORMATION REPORT (TIR) WORKSHEET PART I PROJECT OWNER AND PART 2 PROJECT LOCATION PROJECT ENGINEER AND . ProjectOwner PTZYDG= COKE. Project Name ' Address Location Phone �r 5 !=4-1 C Qv Township ZZ Range Project Engineer t,1r1'-' �t a`1 Pt=2 ct_ Section - - — Company Project Size 4-1 ZZ AC Address Phone Gw Upstream Drainage Basin Size 4 . AC PART3T P OF PERMIT APPLICATION PART 4 OTHER PERMITS 50'Subdivision DOF/G HPA Shoreline Management Short Subdivision COE 404 Rockery 0 Grading DOE Dam Safety 0 Structural Vaults l 0 Commercial _ 0 FEMA Floodpiain Other Other __ _- i COE Wetlands 0 HPA COMMUNITYPART 5 SITE D DRAINAGE 1 Community Drainage Basin 1PART 6 SITE CHARACTERISTICS River 0 Floodplain 0 Stream 0 Wetlands 0 Critical Stream Reach Seeps/Springs 0 Depressions/Swales 0 High Groundwater Table ' Lake 0 Groundwater Recharge 0 Steep Slopes 0 Other Lakeside/Erosion Hazard PART 7 SOILS 1 Soil Type BSI pes Erosion Potential Erosive Velocities O Additional Sheets Attatched I/90 Page 2 of 2 King County Building and Land Development Division TECHNICAL INFORMATION REPORT (TIR) WORKSHEET PART 8 DEVELOPMENT LIMITATIONS REFERENCE LIMITATION/SITE CONSTRAINT �J Ch.4-Downstream Analysis 1 ' o L� ' r-- Additional Sheets Attatched i REQUIREMENTSPART 9 ESC MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION FOLLOWING CONSTRUCTION Sedimentation Facilities Stabilize Exposed Surface Stabilized Construction Entrance [ Remove and Restore Temporary ESC Facilities ( Perimeter Runoff Control Clean and Remove All Silt and Debris Clearing and Grading Restrictions Ensure Operation of Permanent Facilities 1 Cover Practices Flag Limits of NGPES Construction Sequence 0 Other C Other PART 10 SURFACE WATER SYSTEM Grass Lined Channel Tank Infiltration Method of Analysis Pipe System Vault Depression U Open Channel 0 Energy Dissapator = Flow Dispersal Compensation/Mitigation Dry Pond Wetland = Waiver of Eliminated Site Storage Wet Pond?-==�'— : 0 Stream 0 Regional Detention Brief Description of System Operation `r'ly— �`'J V\1 �7 4--� T O 6�O r=I LT 2L l G Facility Related Site Limitations Additional Sheets Attatched Reference Facility Umftation PART 11 STRUCTURAL ANALYSIS PART 12 EASEMENTS/TRACTS (May require special structural review) � Drainage Easement Cast in Place Vault 0 Other Access Easement ' Retaining Wall Native rowth Protection Easement Rockery>4'High Tract 0 Structural on Steep Slope Oth i PART 14 SIGNATURE OF - • ' I or a civil engineer under my supervision have visited the site. Actual site conditions as observed were incorporated into this wo*sheet and the ��� 9 /�7 /� attatchments. To the best of my knowledge the information provided -T here is accurate. "'d�' ' 1/90 41 See Ma 3, �, rn �1Uti.wamV: ' 144TH N a a I T ,t a �._. Is c0u°,st yl' .1---- H y S nN T 1 .S T - 41 f{� 146*Hw $T IISTH ST rs I ras IF I S GR vs' 1 9IWIN ST S r 2m• FIIOPARK O I'll S r R 101N11� S RENTON VILLAGE Pl 1 AANOID fd ' G S I ,` t S 50TH ST ISOTH ST^ psTH ��w�^ } ^B,P y ,,,��� - 1 ` Z P,uR d O ! yt < ___ 1613T ST 'a ( .'.'.' ♦ ♦ ? C�N NORTHER 1 >1]t< > 0 I > �2 „i ♦ $v P O`l yw < I :„ �R I i S S w S 157ND$T I I D I 7 /.� < I •�' ♦` 22 i 2 D] t w �i I 23r�I s rc n �< q 0.+a F >' , < mSII ■" I. " . �I, o D I S is > I Y o __ ___ - __ —. fr oa i '$1561H ST'A unya es H�`F < PK 1.�• ':I a x: , I '< . . ITM . ' a 158TH ST * I �- m I I H ST SIVTH el ST F- arrsut' �R IL • -4 I Race II ': 7POSTH t 3'fcEr •• _ 2 s/�rWas;pA 'J, PKWY Q VAAN I> e ¢ raC rIis __ __ W I $T ,.5._?3Rp n w } I'�AR d f ru ffl. l r:r:� , l CY R W 'p rtllC NTENNIA< /�f�� I t R E N T N Iy 3.T f1 € J R //♦ }`.•- I , 1 FC: 'L•. 'E¢r 9w MN ST TRFC9 OR W IN P�`�FF N �` I 1 < II 3 3/,XQ" n7 d A ♦81H c <C al S\.��" .w w a S 168TH ST - 1 I < r�i = I w 1 w w bTN!r liC r ... y ptH n P W ID;TH Ta sf +mw� t ■ EN 51 L �d 16 1 25� > \ T s 71sr < i q Nws 3 s 170rN!ST s f{ cNRlsr- i ST fNSfN W ISTI Ll I O: 1• M < ST • T UI I < p I 9 L i OREf-(E7 q 1 3 315.?�r71 x C RP R if 1 < I I n $r g SE '701w]I I.1 Gt I 1 < 1 - 16 Fs Y d 1 D P I COMP RATE I TN 1 [: EMERGENCY ' S�? �f<I�liN}T- --6I—_..�_ I 17 S i $I1]NO$1 ! 1 ND i .. ST I HINRIER NLVDI N 5 17STN 5T-_ _ __ _-.I-.■EMERGE WIAND Dll.._ I___ _ _-1 -..__ _._I,_J___ .^ f < SE I1a10 57 S 176TM i 6 CENTER �4v? I j AJsrn 3f SIJ=rn sr I 1 Fs �+ 3 ST I r I I < / a Iroa IS 0... ..�_eCW;i�Ri I MQSdH2Q I �r -SWTH r I I s iN i 1 InTN ST 4 T ST I �-IPBGJIPJJP 1 i En > " I VEE07Gt tsSN SS �. PPa a N 90 Yi T o Q op I 1 A < I I I CENTf\. IT TH_sT 4 c Q a f I■fN T I 1 T I n In nI SW I i ni SE= DI I ♦`n Y I SE ?ST Pl RO ST I Y Tpry/1R en ..tl hTOOTH - 1 1 I I SEOAIEI�PANK; S 1 T bT '; I \' < I SE bl.T - _ -I .__. --.. .nill106_R.lr¢_Ar '�aSl'� 5<INN I Q� Y 49 A 3 5:611841H T e aT `1 ..-- Sc 1fk41f�� a '- 4-- -!- —�A o -— - - - - a s/ ; t 31 32f x Ip,/ ¢ ,'h-QQP�1 36 I '} �V x i.1R1r T�R,70afe k �cy F ? >� I I t> Ns1Yff ( J IIIRT H `• ST QIMT=w K sE ■ MAX :•T'tF \\� a4kR. ,s1w��t- $` : 1 ~ a I I I sE IlrrX ST C ! Ir 9 ISSTH S; A: S 1HTH STIS�7TH I I,BrTM ST .RT. AfE/AAKR 1 A I r^ s= I J I Onyf 1 rn1 o Q :7 t ��• �`rtir:'.:.,�;;i�.. S 190TN H ST Z --.9 HOTN ST O Q < g y I SE. $F I�JTH Iliw Si _�I>•u4171N < � SE'90T HaST SiT" 5E BOTH Pt S >: ( "ST< •7 ._. ._._. -9 C>CND ST -- - -r-- -- -- - - -- a` I<E T _ _ h IT 1 G��II,,,+++ (/�� IMTH SiJ 5 ? < rA _.>= S\131H ; Y Da L-.. ST I �r�'� & t sE IYI SE'Iv111._y I2: _ 6 N O 1!< I 2�> 3T W¢ I IE TH]T Q � nrL Its-nX,N<sT r,y �� _ ,r '6 ¢ > i 2 < 5 eoUNrr n[Nnsrncr cFNr[nN,« h — S N STI I By S 7NDJ ST I See Map 48 /. � II. PRELIMINARY CONDITIONS � SUMMARY T , Sf f �r ,� :: i,-•'Y�. aft";°• to �Z_— .�• � 'o• ti f�,. 30 I -�.R 7. 41 0 � u i � Q • ry col •• �, ° y I' � °• � ,. r BDY '. �Gr'ave ro ........ =_ 1 161 ` Snow o ITEM :i 1 •`��. • -� °o Substa i ? C• •G to °.° \ o ' ■ 51 10 \ 1 00 Drive�.n N• ' s �_ '� \ � ° .i °• Jam% c ok Qo • o :�a ch ° ° •° ° a° •1 • ° • '08 •O• t �I� �f�� >.� �� �\ •Ic• f.• _. •Pan QLakh' G RAP 1~(C SCAL E Ur Os so c „ n H n, t> = I I II I c �. WO Ma _I' • _ 'u - •l� II_ r.a r l T. 23 N. 1I . . 5B .3 • ; 4 1 +J I�ec -fir r "^,, � q r �) � - �. � `,;•_ fir.'It `�. ISM IV; AKI A N.0 Ur i nrnll iatel ' / D r Irl 9 Olt Bm 1� os Pk n /, J�rO '5.t1��" i 1• �t\• 7�� ' , d 0 aI 1 Ng pc , I 'Wo 1 " i ., nlC M�13 N.`, ,• \��� nn,C' ' { ri III p nmC, Anill • lir � '. •�• `'1 _./••AgD •'ts•t! _ AI;C I\ Tu \-��I; f OL p AmC . .. - — _• •° C NF xI1, 5 Ain c l.�,l_ \ ••' N„+`�, rt� y Al,o -- %nlllc r -- 1 (/� C (ncC Wo P; 1e !i v l 3 No Ih No l'Y os a 3� ( \`J tt , ;\ 12 Pk m _ a '2 31 u 1 Xn.t Q7 n�� � i' -�� ° lie R — VI _ _ -— ' --� t _ \ AkF Wo Or �I II II:IJ Traile• F 'InC Re (it 160000 -- —� yio 4 os :erAkk' �At;C• t _ �L_;';••7 .��.a.LSk -- 1 FEET --- -- I" ;� ;— ----z Li 60 AkF Os Re Al;C . OiAgr 1. Il:.c� I-- I'•...`... tt. _ a nfnl l ' Ir • 111 I •� ■ �.T �n(31� rr f - 1I II �_._—._. \. I low Ur 13 �� —- �Bmos 14 1 �� �- --- '. N i I Br o• 35 f ' — rove, 0 -/us 1 � Pit e, i •t t5. , �� .1 i Pe n C ram __ _ �-_ �' _ .-1. — -- _•'_ '��ri SS• .. �� ---- _..� •III• ''� � .+ I II •� =__ �) _ �:�lit I I•., n:yn .�" ,'� \J •• rie � \:II 'I \ ''' .. M I�•, � �, rr„ I{• �' •= t(�' •: I A At-, 11 -_�: •� � � '� • _-0s ' I OsI J••• ••�1= . ' I C� � (? •- ,;' --_ � `L , , i ,� i I rls 1 1 1 1 1 III. OFF-SITE ANALYSIS Talbot Estates May 15, 1991 S11081 DOWNSTREAM ANALYSIS The project biofiltration swale discharges through a 12-inch stormdrain connecting to the existing Talbot Road 12-inch cross culvert. The cross culvert is set close to the invert of a sag curve in the road. It serves approximately 30 areas of the hillside south of S. 192nd Street. This culvert is approximately 38 feet long with both ends heavily ' overgrown. The pipe is not silted up however. Nor is there evidence that the culvert ever backed up or caused flow to spill across Talbot Road. It appears adequate for the demand placed on it. ' Downstream of the culvert is a 150-foot broad, shallow spillway leading at a ±12% slope to the southwest down the north bank of the Springbrook Springs channel. The spillway is covered with a combination of exposed cobbles and well-established brush. ' The spillway width could not be determined due to the dense vegetation. I expect it varies depending upon storm intensity with flow depth rarely exceeding 3-4 inches. No conveyance or erosion problems were evident. ' The Springbrook Springs channel where the Talbot Road flow enters is a ravine with a boulder-covered bottom and densely vegetated banks. The ravine bottom slopes at approximately 14% here, producing flow velocities over 5 ft/sec even during dry ' periods. No overtopping of banks is evident. However during an extreme storm event. channel bottom scour may occur. The side slopes are steep, but appear stable with no evidence of slides. This ravine opens out as the flow proceeds downstream running to ' the northeast. ,The. pit-rcj ka e- rl 'J y,� n,MGw+ dvr I e•r %%5Z � , '' � � i�rf� r r re lro a .sc�l l�+.a�t1- 1 •• .FeiK a F S b••dc � ) P�tL `� va•r`,aY�nfa tit G��,� arld14�:�a,�C�ov� to 40-Sly" 01600� ItrgfYt o 10IYOI c fki The streaY6 slows to rion-drosive velocities 600 feet downstream of Talbot Road and flows through flatter, cleared fields. A portion of the flow is diverted through a 01 ' commercial trout pond. The stream banks through the field show evidence of 4,r undercutting and sloughing into the stream. At the time of the field investigation the s'ch �tv stream showed no evidence of having overtopped its banks. be co",4 _64C Flow crosses under S. 192nd Street through a 30-inch CMP culvert one-quarter mile downstream from Talbot Road. There is no evidence of scour at either the entrance or outlet for the culvert. At this point the basin tributary area is 433 acres and the proposed plat is 1%± of the total drainage basin. The only complaint of record downstream from the proposed plat was filed by the owner of the existing trout farm ' facility. Details of the complaint were requested, but DOWL Engineers was informed that the complaint was in litigation and that the report "was not available". From information available in public records, (Basin Reconnaissance) excessive silt entered the stream somewhere upstream from the proposed plat and as a result "thousands" of trout were killed as the water passed through the trout ponds. The information indicated that the silt-laden water was caused by a small slide entering the ' stream. The cause of the slide was not readily identifiable in the information source. DOWL ENGINEERS ALASKA TESTLAB COMPUTATIONS w.o.# Project Name Client Name P K Y 0 3 &0 F-1). Sheet j of Prepared by: Date Checked by: Date QC l l r -1 o Q) I— ,�/ 1 U) � E � c` IV. RETENTION/DETENTION ' ANALYSIS AND DESIGN ' TALBOT ESTATES S11081 ' RETENTION/DETENTION ANALYSIS AND DESIGN ' - detention and is designed using the Kin County, Division of 2" The two cell wet Bete o p g g 9 Hydraulics, Storm Drainage Control (May 19791. The Yrjanainen & Warren Method was Mod ' followed to determine the required detention volume. The existing condition 5-year rs ho+ storm runoff rate was calculated as 0.95 cfs, therefore the pond release rate for the 252 n`�q year storm cannot exceed 0.95 cfs. S,i3 vH/j The pond receives in-flow at the forebay (Cell 1) from the Talbot Estates storm sewer he system and also from a roof and footing drain line. A permanent pool of four feet is vs Cry designed from elevation 110 to 114 with the lower foot used for dead storage. A single ,OY/'M fvo� gravity drain is placed in the forebay to empty the entire pond as needed for ' maintenance. The sheer gate valve is easily accessed through the southern gate in the Skow pond fence. A 6-inch PVC pipe was added to the cell dividing wall to allow the second cell to also be completely drained as needed for maintenance. �'� Vy A standard FROP structure is not appropriate for use in the wet pond with 4 feet of -tv vt� ' standing water. A close variation is detailed on the plan. The outlet pipe is placed two j feet below the standing water surface to provide oil pollution control. The riser extends up to elevation 116.41which is the maximum stage for the 25-year storm. Storms of greater severity will overflow through the riser. An emergency overflow is provided at the south wall. t A DOWL ENGINEERS COMPUTATIONS W.O.# ALASKA TESTLAB J f 0 Project Name Client Name Sheet / of 3 Prepared by: Date Checked by: Date y , u-i 7C� ' sI\j-f ,,� �� .`eti ram, �� = 303 LF "7 C �ur j nter��^;�'j.� ���r S�a�GI CD)1� �f_ i I 9 7� fir;_L.,�. � �.✓ 3 P14-I it LL J QL(" . S _ — QC _ �a st) Fro.- L-0-f= Char-t Tor !6.`I A" , � l n ' d DOWL ENGINEERS COMPUTATIONS W.O.# ALASKA TESTLAB Project Name Client Name Sheet ? of .3 ' Prepared by: Date Checked by: i Date Ta E-- ral�, I,✓ Ile,r C Ss ' �, OS ►ti�� y. 5 GC C.(`�S �� 2 (/� s) y, S y Qc 1 a J's 5 ,fie �etenf�oh Po, (L Qy Y (�/ ��ettot Two QrJi« ' )2:D -Year Storms L,✓9 � v� _ O.9sc�.s _ - 5 �J 1 o 9,5� a-cy T = - S� + VRS goo _ fl-S7_5 0-C, C7 -� - -q q (O.-trs) 37. 7 1 �/'/ � IAR c T� L VS R 1 = ( 6'65 (c/. 5� ��� Oaf ► :eoL 5to Va1u1n,-- 1 � I ' DOWL ENGINEERS COMPUTATIONS W-0-# S( JC ?/ d ' Project Name Client Name PI- d e, Ca . Sheet 3_of _ # Prepared by: Date ( Checked by: Date (a(ioT CS�A:eS / ? yr C( ( 1 Stor- cLY . Pro✓icQaj iw Poitd- Cell 2_- 1 , Lew �fL Sit 1 (�l►�t� = I y,s �� S c.e.5 � V-0- 51 aG % cC + GPI'G GC.. (�,5 i Jj 0 r-i -e-, e u-0�- 0 ti 3. 2Si afi,e r 0. 7 � or 2.76 1.(� �,.r Jr;�'; �� Zk✓ = (/2_3 f = 113 , 68 e-a �.4 Q 0. �� s�� 0.q7 6 J s = C�} 0. c�= 3 2.2 1 - ��111����■r■�■1111�//11I/ N%MM�%/11101f"A� ��111�1��■�■�■��■��/"11F/ OF/NN/%MINI■/.�/� , �Mmmmmm■m■m■1■1111�m WAM /MMI%1■111/.1//M ���������111111111//�/��I��/illl►,1111�� �������I�111111111//�//�//��%�111�111►,1�� � /1/111i111��11�� illlllililll���/ t • ��■tt�t�tt��t��t1t1�■I.1/■t■■�J/�/�t��ttl■tl��7�/■Itltl■I■tl■� ��ttt�t■tl�ttlt�����Y'd■1■t■■■■�!•���tI1■t■ittlt/�■tIR�%�■ltltl�■tl■�� . • ��tttt■■ttl■■■1�■t1��t1P:/.■1■1■■■■■■�►•/�■■■■t//�/��tt1l/��C��■1■1■l��■■1■�� �t■■�t■■Itt��aaaSlwn,A 1WE■■■■ttV�t��I����VMWIAAa"m"m"m■1■/'N■MINN MEN orr NINON �� MEMIRWA■N■1■%1c% IiIIIII 1WA1V!iMMM■■■■■IMI��� • ��111��'�i%■�■�■IFS%�/lC,���/1�/���■■■�■1■1�� • ��I���E�1•I���■I���i�ll•�/�J'/Il�i�ii�i����■■■111�1�� ��1��1.7,��■�Ilii;111�.�7/I VA Amoms■■■111■1�= 006/1111tilllll •'!�F/1M,� •/����111111111�� • �����%�1�1�11111l�� •• �!�/R�/���Iillllllll�� �' ''lll1►�I� �' .;%�1111111111111�� ��I/11�/I��■/.11■11/1�/■�/111�����■■�1�1■1�� ��I/���I�����1�1111�/�%1�1�����■■■11111�� �//��/���/111�11111//��■ ■���111111111�� E S _ POND STAGE STORAGE Avg. Increm. Total Elev. h Area Area Volume Volume (NGVD) (ft) l r ii 1 ' d D O W L ALASKA w.o.# ENGINEERS T E S T L A B COMPUTATIONS S I OR I ' Project Name Client Name P2. l=YD Cod iZ A 1 1 O�.I Sheet�_of 'TA,wzoT 47---�7rp T Fa Prepared by.. Date Checked by: Date 1 [31 OFI t_T2AT IO�J SwA�E ��siC-,tom ' O ' QpEs�Gt�;. - 2 YC/�Iz ' .ELL`-Asl.:r i2A"r�.�l�N��VELOPL.D� Q2 0. 'j�o CFS n = 0,35 F C z Slit !G n = O ,02-7 F Oil ' V = I I t,:- F'PS t"lgy, FOz Yr, =o.3 5 O F'P5 MAX = O I OZo 02 F SI�1`.iCa �. s = A(--TUA L SLOPS FOZ Cat(\/F-YAMC.S VEL-<Z�<--lTY TAt3l E 4,6.3�, C1s�"RUi2AL� ��EC�ETAT�ot�! _ '4- I�JCHES �LoW DG�E 1 � U.?-If5 t las IN1►�.l l M U M L.�-E N G-71-1 = Z O O Ate�--i l tom!G 5 acC (-A I O t\( Q U A 1 , 4$6 S 2 2i3 7�25 1 ,98 014g 0< so o ,zs S,l�; 7,79 2, )4 0,423 0.2G K 20c)-- SSB SF ' d D O W L ALASKA W.O.# ENGINEERS T E S T L A B COMPUTATIONS 1 I Oa Project Name Client Name ?ZY 5,z? 'T 1 O 14 Sheet Z of TP�I f34—T a-STP7T Prepared by: Date Checked by: Date i >W A -r �/ITT C� PE P I M �1Z '2 EQl D F02 L= ISO l t�;C,- 8 ` I = Vw F' 1 1 oF- -sw Ai- r r r r r r r r r r r r r J:�:)I O F I LT 29��T I Olv-4 SW ALE 'BACKWATER COMPUTER PROGRAM FOR OPEN CHANNELS 'ENTER 1d : ] Cpath ]filename[ . ext3 OF CHANNEL-DATA FILE 11O-01CH ,DISPLAY CHANNEL DATA ( Y or N ) ? Y ---- ------------ -- --------------------- OUTFLOW CONDITIONS AT STATION . 00 TAILWATER DATA : ' 1 ) SPECIFY TYPE OF TAILWATER DATA INPUT : S - SINGLE TW-ELEV. F - TW/HW DATA FILE IS , 2 ) ENTER TW-ELEV 109. 93 ------------- - -- - ------------- - ---- -- - -- - -------------------- - ------- ---- ----- - - - - ,ENTER : OMIN OMAX OINCRE PRINT-OPTION (STANDARD=1, CONDENSED=2, EXPANDED=3 ) . 4, 2, . 2, 1 'STATION . 00: INVERT= 109. 73 FT EC=1. 15 0-RATIO= . 00 ,CROSS-SECTION DATA : DIST/STAGE IS MEASURED FROM INVERT ; N-FAC IS MEASURED BETWEEN STALES LEFT(FT) STAGE( FT) N-FACTOR * RIGHT( FT) STAGE(FT ) N-FACTOR ' 3. 19 . 00 . 027 3. 19 . 00 . 027 6. 19 1. 3--1 . 027 * 6. 19 1. 33 . 027 O(CFS ) Y1 (FT) WS ELEV. +« YC-IN YN-IN 0-TW TW-HT N-Y1 A-Y1 WP-Y1 V-Y1 . 40 . 20 109. 93 * . 06 . 09 . 00 . 20 . 027 1. 37 7. 37 . 2 ' -U . :10 109. 93 * . 07 . 11 . 00 . 20 . 027 1. 37 7. 37 . 44 . 60 . 20 109. 93 * . 09 . 13 . 00 . 20 . 027 1. 37 7. 37 . 59 1. 00 . 20 109. 93 . 10 . 15 . 00 . 20 . 027 1. 37 7. 37 . 73 1. 20 . 20 109. 93 * . 11 . 17 . 00 . 20 . 027 1. 37 7. 37 . 88 1. 40 . 20 109. 93 * . 12 . 18 . 00 . 20 . 027 1. 37 7. 37 1. 02 1. 60 . 20 109. 93 . 13 . 20 . 00 . 20 . 027 1. 37 7. 37 1. 17 1. 80 . 21 109. 94 . 14 . 21 . 00 . 20 . 027 1. 44 7. 42 1. 25 ' 2. 00 . 22 109. 95 * . 15 . 22 . 00 . 20 . 027 1. 51 7. 47 1. 32 ,****REACH NO. 1 : LENGTH= 90, 00 FT AVG. GRADE= STATION 90. 00: INVERT= 110. 17 FT EC=1. 15 Q-RATIO= . 00 ,CROSS-SECTION DATA: DIST/STAGE IS MEASURED FROM INVERT; N-FAC I� MEASURED BETWEEN STAGES LEFT(FT) STAGE( FT) N-FACTOR * RIGHT( FT) STAGE(FT) N-FACTOR 3. 19 . 00 . 027 3. 19 . 00 . 027 Q(CFS) Y1 (FT) WS ELEV. * YC-IN YN-IN YC-OT YN-OT N-Y1 A-Y1 WP-Y1 V-Y1 . 40 . 09 110. 26 . 06 . 09 . 06 . 09 . 027 . 59 6. 82 . 68 . 60 . 11 110. 28 * . 07 . 11 . 07 . 11 . 027 . 73 6. 92 . 82 ' . 80 . 13 110. 30 . 09 . 13 . 09 . 13 . 027 . 87 7. 02 . 92 1. 00 . 15 110. 32 * . 10 . 15 . 10 . 15 . 027 1. 01 7. 12 . 99 1. 20 . 17 110. 34 * . 11 . 17 . 11 . 17 . 027 1. 15 7. 22 1. 04 1. 40 . 18 110. 35 * . 12 18 . 12 . 18 . 027 1. 22 7. 27 1. 15 1. 60 . 20 110. 37 . 13 . 20 . 13 . 20 . 027 1. 37 7. 37 1. 17 1. 80 . 21 110. 38 * . 14 . 21 . 14 . 21 . 027 1. 44 7. 42 1. 25 2. 00 . 22 110. 39 * . 15 . 22 . 15 . 22 . 027 1. 51 7. 47 1. 32 ** **REACH NO. 2: LENGTH= 90. 00 FT AVG. GRADE= . 49% STATION 180. 00 : INVERT= 110. 61 FT EC=1. 15 Q-RATIO= . 00 ' CROSS-SECTION DATA : DIST/STAGE IS MEASURED FROM INVERT; N-FAC IS MEASURED BETWEEN STAGES ' LEFT(FT) STAGE(FT) N-FACTOR * RIGHT(FT) STAGE(FT ) N-FACTOR 3. 19 . 00 . 027 * 3. 19 . 00 . 027 6. 19 1. 33 . 027 * G. 19 1. 33 . 027 B(CFS) Y1 (FT) WS ELEV. * YC-IN YN-IN YC-OT YN-OT N-Y1 A-Y1 WP-Y1 V-Yl . 40 . 09 110. 70 * . 06 . 00 . 06 . 09 . 027 . 59 6. 82 . 6.8 ' . 60 . 11 110. 72 * . 07 . 00 . 07 . 11 . 027 . 73 6. 92 . 62 . 80 . 13 110. 74 . 09 . 00 . 09 . 13 . 027 . 87 7. 02 . 92 1. 00 . 15 110. 76 * . 10 . 00 . 10 . 15 . 027 1. 01 7. 12 . 99 1. 20 . 17 110. 78 * . 11 . 00 . 11 . 17 . 027 1. 15 7. 22 1. 04 1. 40 . 18 110. 79 * . 12 . 00 . 12 . 18 . 027 1. 22 7. 27 1. 1 1. 60 . 20 110. 81 * . 13 . 00 . 13 . 20 . 027 1. 37 7. 37 1. 17 ' 1. 80 . 21 110. 82 * . 14 . 00 . 14 . 21 . 027 1. 44 7. 42 1. 25 2. 00 . 22 110. 83 * . 15 . 00 . 15 . 22 . 027 1. 51 7. 47 1. --,2 NOTE: WATER DEPTH INFORMATION FOR THIS LAST CROSS-SECTION WAS COMPUTED ASSUMI`du ' APPROACH VELOCITIES GREATER THAN OR EQUAL TO CROSS-SECTIONAL VELOCITIES. IF NOT THE CASE, WATER DEPTHS CAN BE ADJUSTED BY SPECIFYING, A - ADJUST. SPECIFY : F - FILE, A - ADJUST, P - PRINT R/D, N - NEWJOB, S - STOP ' V. CONVEYANCE SYSTEMS � ANALYSIS AND DESIGN TALBOT ESTATES S11081 SIZING STORMSEWER ALONG TALBOT ROAD ' Talbot Road runs north to south along a hillside sloping to the west by the project site. S. 192nd Street acts as a east/west divide for the stormwater runoff from the hillside. ' The east drainage ditch of Talbot Road, south of S. 192nd Street receives and carries the hillside runoff, approximately 14.7 acres of hillside drain through the portion of roadside ditch this project will enclose with a storm sewer system. The land use of this 14.7 acre basin is a mix of pasture with single family residential. Santa Barbara Method will be used to estimate the peak flow rate for the 25-year 24- ' hour storm. The hydrograph peak will then be used to insure the designed system is adequate by the Manning's Equation, see the attached pipe system spread sheet. ' The project lies within the area draining to the Talbot Road ditch. The 4.5y acres will contribute 0.95 cfs for the 25-year storm via the detention pond. So this area is deducted from the Santa Barbara model. The 0.95 cfs will be added to the peak rate found with the hydrograph. The subdivision immediately uphill from Talbot Estates also has a detention pond, therefore its area will be modeled as open space to account for ' the pond storage. 1 el r?t o)1' =HdH2ID0a(IKH (ITi fidWOD O 43Jd?I0lS HO. L �xa- a ual r t_u��u_1 L =PJ 2I {:LNG! 8ZT�8 S8-L. (Jff-I)0)'IOA (SHH)XV)ld-d. l StI:J)o-xdxd NO v NO v (SH W)DI SIIOIAHHdWI SIIOIAH:3d (SXZIJd)d'MV 74 J Off =J&D-ININd dZdQ 0T '86'8T-Z 98`Z_8 ' T -ON NISHg Hod 01 '_(AHadRI)NJ (AaaclWI)d ` (AZIHd)N,) -(AHBd)d =HH;LNX - _-_- ---------------------------------------------------------------------- 'dIO$Hd 'INZO:L_ 5lv--�: - �foK�K�k_ WHOS.S_ HflOH--VZ_ HHAA-56 * ******* ********** NOIlnE[IHZSIQ d-[-gdAl S-J-s ******************** ------------------------------------- -------------------------- ------ _ y6 S'6Z'SZ (SHMNI)dIDSUd ' (HOOH)NOISNHW '.(HV-aX)8SAA =HHZNH NO1ddlHIHlS Q ` rlVANINH VI-HdAd. S O S ' — -- - -- - --- _.---------------- 4 NOUdO WIOIS' IAiDad: 'rAI-POT ESTATES PTPE SIZING TABLE. BOW[, ENGINEERS S11081 24 MAY 1991 (Runoff by Rational Methodl 15263 N.K. 90th Street TALB.WKI (Pine CaDacity by Manning"s Eon.) Redmond. WA 98052-3523 ff,ast nDdate: 2/20/90) 0/061 869-2670 (world Storm: 25 YEAR. 24 HOUR (206) 869-2679 (fax) TOTAL RAINFALL IN INCHES: 3.45 COEFFICIENTS FOR 1" EQUATION a: 2.66 b: 0.65 Time of. Rain PiDe 1, Veloc Flow tne. Runoff Sum Concen. Intens Runoff n Diam S1oDe Length CaDac CaDac Full Time Remarks FROM To Area Coef. 0C A*C (min.) fin/hr) (efsl Value (in.l M (ftl (cfe) Used (ft/sec) (min) ('B1 CB2 0.20 0.30 0.06 0.06 10.00 2.05 0.12 0.024 12 1.00 108.0 1.93 6 2.46 0.73 CB5 CR4 10.40 0.30 3.12 3.12 13.00 1.73 5.40 0.012 15 0.70 114.0 5.86 92 4.77 0.40 CB4 CR2 0.09 0.90 0.08 3.20 13.40 1.70 5.44 0.012 15 0.70 46.0 5.86 93 4.77 0.16 CR3 C92 1.00 0.46 0.46 0.46 10.00 2.05 0.95 0.024 12 1.00 40.0 0.00 0 0.00 0.00 M OUTFALL 0.16 0.90 4.38 4.84 10.00 2.05 6,68 0.012 18 0.50 42.0 8.05 83 4.55 0.15 1101.0 CM 0.37 0.60 0.22 0.22 5.00 2.77 0.61 M24 12 9.29 24.0 5.88 10 7.49 0.05 r99 CB7 0.14 0.85 0.12 0.34 5.05 2.77 0.94 0.024 12 13.58 205.0 7.11 13 9.06 0.38 CR8 CR7 0.13 0.85 0.11 0.1.1 6.00 M7 n.31 0.024 12 1.00 ?4.0 1.93 16 2.46 0.16 CR7 POND 0.?9 0.85 0.25 0.70 6.16 2.77 1.94 0.024 12 1.00 100.0 1.93 101 2.46 0.68 dDOWL ENGINEERS COMPUTATIONS W.O.# ALASKA TESTLAB Project Name Client Name ' Sheet of Prepared by: Date Checked by: Date pe-,1,� FLOW Along -TOADT P 004 d- 3 Z O. I axOL V s t 50 2,' S 1r le., 2�a in��e�-vaQ l f cL s tv-r E- o o zA, sL a �e, SQ 7, N 8 5 per.,/ i 0,,_ 5 10.2s i,e o <( �" k.r CIA vP 0o Il rkwe s r c�rOSSJCx-Lk Gu-& F f `S c G 3. ! i42 1 r!7 OD t ~=� 1 n Sloe 13 '), . 1 ;5 f(�w a(�"er naT�s l�fwee " Grates . S k = /D 1 _ r J 3. Cifs I ;,r�- 3 - 11 t SC c J f 3, ►"1 %� ids • ` 'sec ' A DOWL ENGINEERS COMPUTATIONS W.O.# ALASKA TESTLAB Project Name Client Name Sheet of Prepared by: Date Checked by: Date GL�J�Lj- TaAo!' R00-0t � i`�1�� rr'- fiI�SC'Gl1l�✓L. L. ? n CL 5 j U I s w0( o� P rroPase0t, St�n"�sew cf S STeA,., • /.en qA 4F 00 -F+ G r--"s red,U a+errw aAY 's/00 - = 0. 03Sf"`r 1 ILI S 4-to �! / V 2 !`/i. 52c" O� �• Y ivlt%L � // a IAT -Dt " q�7 CLS� M;rti►num 10 wiih e ronL M a,itV-a-/ 5.-�3 �S cis P���� -` � r tF to L-1 f.i oo-�I To-1 Lot kowl 1 1 1 1 � VI. SPECIAL REPORTS AND STUDIES N/A 1 � VII. BASIN AND COMMUNITY � PLANNING AREAS � N/A � VIII. OTHER PERMITS � N/A � IX. EROSION/SEDIMENTATION � CONTROL DESIGN i d D O W L ALASKA W.O.# ENGINEERS T E S T L A BF COMPUTATIONS s I l g i Project Name Client Name 01" Sheet of �A!�CT� `STATES Prepared by: Date Checked by: Date T�t�/n©7ZA�Y cPL�S1�1.� �C S��1NICt�rTAT101�1 CAN-T'2.c)�— i S��.r= SED�M�t�t�' i�ON� VOL_UM iP2 = 2,0 Pio =2.9 As, D - 2x {,xLSxCVxPR - = 7 27- Z)2 z i ZZ x X = o,�s(ALo� LS= 3, 1� Set> i o i L ,, iLsei:,, = i \VsEtl - Lsr=b/0�4C�- i l) i y�//aTE}Z Sul F/�GE 44� F>OND cs�i S=3; i M ACTUAL SE�IM��LT �1. (.lM� = �Co� CF S4Z = 1 4 ' e D O W L ALASKA W.O.# ENGINEERS T E S T L A B COMPUTATIONS S t Project Name Client Name Sheet 2 of 7AL?,07 `ST97'�i5 Prepared by: pate, Checked by: Date H3�ZJJ _CZ,4 H2J ; ,�Iu , MuI C3,ZIx0,2�Z -C2,4 T1zY = 01 :s 1 - .00 'FP E7 (� C> � X. BOND QUANTITIES ' WORKSHEET, RETENTION/ ' DETENTION FACILITY � SUMMARY SHEET AND SKETCH, � AND DECLARATION OF � COVENANT ' King County Building and Land Development Division BOND QUANTITIES WORRSHEET ' SUBDIVISION PRODUCTS SECTION Page 1 of 2 Date: r /�p� � BALD File No. 1 Project: Site Address: i �—� GT —7—�I F50 I (��✓ ' INSTRUCTIONS TO DESIGN ENGINEER: Using this form and the unit prices provided, fill in those items which pertain to road, drainage and erosion control for the above project. You must submit this form with the plan submittal for approval. Compute the subtotals and complete the signature block. ' *** EXISTING RIGHT-OF-WAY *** *** FUTURE RIGHT-OF-WAY **' IMPROVEMENTS/SITE STABILIZATION AND ON-SITE IMPROVEMENTS Unit ------------------------------- --------------------------- ROAD & ROAD DRAINAGE: Price Units Quantity Price Quantity Price Clearing & Grubbing I°C� LS $ $ I mo Excavation & Embankment $5.00 CY ���� $ �" -,-)' A.C. Pavement & Rock Base 10.00 SY 4 Z 2�Q 2T"JX)o ' Cement Conc. Curb & Gutter. 6.00 LF 200 ��'� 12c!)O J_( D Extruded Asphalt Curb . . . 4.00 LF Concrete Sidewalk . . . . . 9.00 LF ' 1211 Culvert . . . . . . . . 15.00 LF 18" Culvert ! .F' 20.00 LF �— 4 2411 Culvert . . . . . . . . 26.00 LF ' 36" Culvert . . . . . . . . 40.00 LF INLET & Grate . . . . . . . 500.00 ea. ' CS TYPE I & Grate . . . . . 750.00 ea. CB TYPE 11 48" & Grate. . . 1400.00 ea. L CS TYPE 11 541, & Grate. . . 1600.00 ea. Riprap (quarry spans). . . 17.00 CY ' RETAINING WALLS & STRUCTURES: 25,000 LS 2 51 0�7 Rockery Facia Watts . . . . 5.00 SF TRAFFIC CHANNELIZATION: Signatization . . . . . . . LS tChannelization. . . . . . . LS tSITE STABLIZATION/EROSION CONTROL: Rock Construction Entrance. 300.00 ea. Seeding/Mulch . . . . . . . 3000.00 ACRE Silt Fence. 4.00 LF 01!5 S 4�;�!>40 Netting/Jute Mesh . . . . . 5.00 SY Sediment Pond Standpipe . . 200.00 ea. J 200 Temporary Pipe ( l2 " dia) 00 SUBTOTAL THIS PAGE SUBTOTAL: S '--: SUBTOTAL ' 1/90 BOND QUANTITIES WORRSHEET King County Building and Land Development Division Page 2 of 2 SUDIVISION PRODUCTS SECTION RETENTION/DETENTION FACILITIES ----AND CONVEYANCE SYSTEMS -------------------- Unit Price Units Quantity Price RETENTION/DETENTION & CONVEYANCE: Pond Excavation & Spillway. 5.00 CY 4 8ko2 � Tank - 48" Culvert. . . . . 50.00 LF ' Tank - 60" Culvert: . : : : 65,00 LF CB TYPE 1 & Lid 750.00 ea. CB TYPE II 48" & Lid. . . . 1400.00 ea. CB TYPE II 541, & Lid. . . . 1600.00 ea. Restrictor/Separator 12". 450.00 ea. 12" Culvert(Outfall & Convey) 15.00 LF ' 18" Culvert . . . . . . . . 20.00 LF Rip Rap OutfalL Protection. 17.00 CY Access Road/Bollards. . _ . 500.00 LS Fencing (around pond) 9.00 LF �� 2 Infiltration Trench . . . . 15.00 LF Flow Spreader . . . . . . . 15.00 LF ' Trash Racks . . . . . . . . 200.00 LF �.� SUBTOTAL : S r Signature: Registration Number: Firm Name: Telephone Number: ' The following information will be completed by the Engineering Review Unit. c- EXISTING ROADWAY IMPROVEMENTS: $ 2 Ib I & SITE RESTORATION FUTURE ON-SITE IMPROVEMENTS: S 6 73 ' RETENTION/DETENTION & CONVEYANCE S b SUBTOTAL: S I I3 20 % CONTINGENCY: S 2 G 1 7/3 f= ! v TOTAL BOND AMOUNT: '- 1 l lBONDOUAN.WS2:880127 1/g0 ' KING COUNTY, WASH INGTON, SURFACE WATER DESIGN MANUAL RETENTION/DETENTION SUMMARY SHEET Development '-77',� r ST4-7` Date C i � Location `_ G_ /y �J� `'r- T- ENGINEER DEVELOPER _ Name 1-� ��G t �a Y fir~2 , Name Firm Firm AddresssT�1 _r Address �O - sG Phone -� ' O Phone 4 ' ' 47 C • Developed Site 4,3 acres Number of Lots 1 ' • Number of Detention Facilities On Site i • Detention provided in regional facility 0 Regional Facility location ' • No detention required F7 Acceptable receiving waters ' • Downstream Drainage Basins Immediate Major Basin Basin A Basin B Basin C ' Basin D - - - - - - - - TOTAL INDIVIDUAL BASIN A B C D Drainage Basin(s) Onsite Area r; Offsite Area ' Type of Storage Facility Live Storage Volume Predeveloped Runoff Rate year C. ' ?c i{Oyear Postdeveloped Runoff Rate 100 year ' � '`year Z�teyear Developed Q 100 year Type of Restriction CR 1 F1 C Size of Orifice/Restriction Orifice/Restriction No.1 t No.2 No.3 No.4 t No.5 1/90 RD-1 dD O W L ALASKA COMPUTATIONS w.o.# ENGINEERS T E S T L A B S G Q 81 ' Project Name _ CHent Name Sheet I of Q '�� CO,zPoTz�,i tic,t,� ALSOT SST�T�S Prepared by: Date Checked by: Date 17/ ' PLAT N atj TALi3oT sTi�T�S F L'E 565 PC>140 To s SD C 13 TO alcoF I LTZM-i 0s,4 I C,S� I i Q �a#7 _i '' I o�-Tom- C is Ir0 LF IZ" SD C6-1C� 24L�F 24 L,F. 12"sb 12`� sn CBS CL3�V I � APPENDIX A � DOCUMENTS DEMONSTRATING NO TYPE I WETLANDS � OR TYPE I OR II STREAM .yq5 :b all true°rimr�+a .r•..u�i�F r" - -_ me ®■`;` IMF , OAI _�� • � � b •.?fix .*� ,�� � �� � ;�, F rr 1 I 1 f I - _ - r tN Ilk- ol t ( t { r x r .fl7 - ,: 1� 11_:.� �i (• •�{�:k< j ,\ is - i r �� �,� .•i. i - �`CL T f`� ,� -vt -�, Ll��� � , �� } ���'t3� _ ..... - .. " .� r —t•-— , —r-*t- " r .'t���� ! ` ,i �, , _ 1 yt