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03402 - Technical Information Report - Drainage
� BAIMA & HOLMBERG INC. � � 0 m DRAINAGE REPORT � for Amanda Short Plat May 16,2007 �Gr�Y��p a�l ! i�`�-- , l�c��v � (r��a � _�r�.��'i� r ��� , �;. `;,F �^.,�;,�_ ..... .- , - �. ,�: _ �;, � _ _ _ � -; - - � �- _ 9 . , t , , - _. � �� _ . �'' f ��ti.��;E� ""�'�r�r,��a�_ ��`����� r:;:Ft�:�� t; _.o. ;,�� Baima & Holmberg, Inc. Job No. 1004-023 Prepared For Bill Hughes 15220 Cedar Grove Road Issaquah, VVA 98027 � ��02 100 FRONT STREET SOUTH • ISSAQUAH • WASHINGTON • 98027-3817 • (425} 392-0250 • (425)391-3055 • . iMAP NE4Tkl: 9fl5fL�nJ1J =_ °�l$%1G73� �/t�21 i io't r , �r p �iT6Y"�Ji1C� '� � $Q4$7�(1A$D �63P2n�t�0 rG372'�t32�J; �023J�42?� 14�-3L1i�91�! 9+f7�i0TRCT � :, .ta� �47570�J�f2�J`"" ; �'` 9�iPSf?S}�J4J '� 3ft8T1QiJ+-� � T?0?27r��JtO 5C•'172Y12d29; : ,�023�54i9?;r�ETitW. -' , S��f75�761GU `Y-`^=� # � � ' '��,,.r. _ 77D$2?�1�1�0 ��; v�fi372f17RCT :" } , , € � 4�� �_.Qdt571D�80�,'`'� ' S? _3�t�8Yi0D3Q ,�� = �' S637�I11149�. °�z� i 77�30.�'i47C�1� 9l1S7�0364 � � � � : � � = _ '�= a �,� .� �, .�F.,�..,.-. ._ ?�4Y57flb380 •9d?S97Dad0 34g8FbrJ220 t g�;S�i4�J24 T?08270�20 � ���64T20028b; � �i23054106 4%i75fi0fi31U �¢. �,. . . 3fd87t1�2i0 , �448T10J�0 � � ; -Y � ¢; - _...---- _� ..._� � �, _. > �_..�� . r...r.,�� �.,� 'Sfi372�270 � »23!'�STRCT � ��" -- .,.� -- - �E�'p-I�ST �� � _ _�_ _„z �� , � i � � ���nv��o�so sr�o��2�ra s�oz�o .�.�,, ..�,.T.�, _.� �a � �. _-__ � � �} �-'-'�" '�>' r=s i Q�i74d�Jf12�t�.� 56392G�210; 563T2ilDiiO�"� � �. �- , sroz�s� ��� � s�r,i�sa��. : � s � � � � � _ - z�s���os� t s �20 � , ��o2g��o ` ` �z�8��� �� s�s�2t�atso. � � � : ` 2�aisaaort� � € € € 3PQ2��SOiQ� ,. :48a7t��9Y�s .€ 7iQ00 s � }- � � � �;�#tf� �� aBR�t�4i3 f , ��; �', , +� �37¢�95�338 '" € ' OS�tfibD��6_ 4847i0A016 � S&39100F3t�: ; -,�4 . 37A�4.Fi�3�D 3T024SU36fl � D29�060� � : `a x� 5637�A9i2U i > _ . w �.. _ a �� �3fi02���0 � � '� `�' 3637�9220� : i i°� a ,,,M� .�a....�m r..�,: �(. 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TYPE—lA DISTRIBUTION ******************** ********* 100—YEAR 24—HOUR STORM **** 3.90" TOTAL PRECIP. ********* ---------------------------------------------------------------------- DATA PRINT—OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC (MINUTES} A CN A CN 1.2 .6 86.0 .6 98.0 6.3 PEAK—Q(CFS) T—PEAK(HRS) VOL(CU—FT) • 97 = Qdev 7 • 67 13330 OQ�ee = Qdev - Qex = 0.97 - 0.73 = 0.24 CFS nQl� < e.5 CFS => Detention is not Required Bioswale Design Flow ---------------------------------------------------------------------- ******************** S.C.S. TYPE-lA DISTRIBUTION ******************** ********* 640 2-YEAR 24-HOUR STORM **** 1.28" TOTAL PRECIP. ********* ---------------------------------------------------------------------- DATA PRINT-ODT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .2 .0 86.0 .2 98.0 2. 0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) Q� _ .06 7.67 656 Bioswale 100-year Flow ---------------------------------------------------------------------- ******************** S.C.S. TYPE-lA DISTRIBUTION ******************** ********* 100-YEAR 24-HOUR STORM **** 3.90" TOTAL PRECIP. ********* ---------------------------------------------------------------------- � DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .2 .0 86.0 .2 98.0 2.0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .20 7. 67 2262 JOB BAIMA & HOLMBERG, INC. SHEETNO. 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TYPE-lA DISTRIBUTION ******************** i ********* Z-YEAR 24-HOUR STORM **** 2.00" TOTAL PRECIP. ********* ---------------------------------------------------------------------- DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .2 .0 86.0 .2 98.0 2.0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .10 7.67 1095 Bioswale 100-year Flow ---------------------------------------------------------------------- ******************** S.C.S. TYPE-lA DISTRIBUTION ******************** ********* 100-YEAR 24-HOUR STORM **** 3.90" TOTAL PRECIP. ********* ---------------------------------------------------------------------- � DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .2 .0 86.0 .2 98.0 2.0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) ' .20 7.67 2262 �✓-,A �-Vr—� � �V v � r��r� �' �,� � , _ �c!!r r1 ..._ '.l r�n.. ,'.i:.; ^�.�t�i.��.�i-;�Ip . ❑ [� � � � i 0 � � New Open Sa•re �, Print ; Table Graph Se�tion Project Name Trapezoidal Channel �Marrning's Equation -Detaiis--- — ---� � J�� � Flov� 0.10 �S � � VelocitY 0.200 fps � � `t� � Depth 0.333 ft Velocity Head 0_000620 ft i � 2 , �j(,BP�Slope p 0z ftlft ; Flow Area 0.501 sf i �� �� � � Manning's n 0.35 � ; VJetted Perimeter 2.g� ft ' ! r Base Width 0_505 ft � Hydraulic Radius p_7gZ ft ( �� Side Slope Rt.[H:1J �� � Top Width 2 5p ft j ��� Side Slope Lt.(H:1J �r Froude No. 0.0787 � aw � Critical Depth 0.089 ft � ,�V" � � Critical Slope 4_5g it v� �� cD5 � � d ; , ''��t o��'� �� �o -`�(� l � C � � � G� G� � a� ��� 4 � y���'rv �, �� � -�� ����� ;r ��. __ �f 1 a [t�"�+ ��. �� � a €� ; . �: .� �� ���' � ,�� -.: ........ . . .: ... ......,. 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TYPE-lA DISTRIBUTION ******************** ********* 25-YEAR 24-HOUR STORM **** 3.40" TOTAL PRECIP. ********* ---------------------------------------------------------------------- DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 5.0 4. 1 83.7 . 9 98.0 120.0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) _ . 9�_ 8.50 36926 �u�O�� v�C f ---------------------------------------------------------------------- ******************** S.C.S. TYPE-lA DISTRIBUTION ******************** ********* 100-YEAR 24-HOUR STORM **** 3. 90" TOTAL PRECIP. ********* ' ---------------------------------------------------------------------- DATA PRINT-OUT: I AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 5.0 4.1 83.7 .9 98.0 120.0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 1. 15 8.50 44842 I ..�- �--�_ ��MO lC�= ✓O L, Upstream Drainage Basin - Developed Conditions SBUH Flows ******************** S.C.S. TYPE-lA DISTRIBUTION ******************** � ********* 25-YEAR 24-HOUR STORM **** 3.40" TOTAL PRECIP. ********* ---------------------------------------------------------------------- DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 5.0 3.7 83.7 1.4 98.0 120.0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 1.00 8.50 39102 .�----� ---------------------------------------------------------------------- ******************** S.C.S. TYPE-lA DISTRIBUTION **************x***** ********* 100-YEAR 24-HOUR STORM **** 3. 90" TOTAL PRECIP. ********* ---------------------------------------------------------------------- DATA PRINT-OUT: AREA(ACRES) PERVIOUS INIPERVIOUS TC(MINUTES; A CN A CN 5.0 3.7 83.7 1.4 98.0 120.0 PEAK-Q(CFS) T-PEAK(HRS} VOL(CU-FT) 1.23 8. 17 47066 � .�_ �MO �� �V O 1-� Downstream Drainage Project Overview Site Address: 102 Lyons Avenue NE King County Tax Parcel: 084710-0075 Site Area: 68,739 sq-ft The project involves the development of a 1.60-acre parcel into 4 single-family lots. The site is located between Lyons Avenue NE and Jericho Avenue NE at NE 1 S�Place. The site is very flat, generally sloping down to the north towards an onsite and offsite w�etland at 1%to 2%. An existing single-family house located on the east end of the site will remain. The site is underlain with Aldenvood Series gravelly sandy loam (glacial till). Upstream Tributary Drainage Other than offsite runoff into the onsite wetland(which will not be disturbed with this development), there is little upstream runoff onto the site. If there were any upstream runoff onto the site, it would be from the adjacent school parking lot to the south and would collected in the drainage system in proposed onsite private roadway to be located along the south property line. Proposed Drainage Controls SBUH analysis of the pre-existing 100-year stormwater runoff versus the developed conditions 100-year runoff show that the increase is less than 0.5 CFS—therefore a detention facility is not required. As proposed, a CB/pipe storm system will be ' constructed for the onsite private roadway, discharging to a bioswale for water quality, then to the wetland buffer. The runoff from new houses and yards would disperse into the wetland buffer in a manner that will mimic the existing conditions flow patterns. � Level 1 Downstream Drainage Analysis The following is a description of the flowpath of stormwater from the site to a minimum of'/4 mile downstream of the site. Downstream Component Description: Reach 1 — approx. 150' Stormwater leaves the site draining west in a landscaped swale that drains the onsite westland. The swale is approximately 2' wide by .5'-1' deep. The side of the swale is built up with broken concrete and stones. Reach 2- approx 60' Stormwater flows to the south in a 24"concrete conveyance under Jerico Ave NE. Reach 3- approx 90' Stormwater flows in a broad channel within the Shy Creek project. The channel appears to be within a protected azea as there is a defined area that has been recently replanted. At the end of this reach stormwater enters a 72"bottomless culvert with a concrete curb with washed rock on the bottom. Reach 4 — approx 60' Stormwater flows under a recently constructed road in the 72" bottomless culvert. Reach 5- approx 200' `This reach is basically the same as Reach 3 —Native vegetation area with recent plantings. Reach 6 — approx 60' 72"bottomless culvert under road (Hoaquim Place NE)—same as Reach 4. Reach 7 — approx 170' This reach is basically the same as Reach 3 —Native vegetation area with recent plantings. Reach 8 - approx 420' Stormwater within this reach is conveyed in a constructed stream channel on the east side of Hoquiam Ave NE. The channel was constructed as a part of the Shy Creek plat improvements. The channel has been vegetated with native material. Reach 8 ends at a 48"CMP with a trash rack. I Reach 9 — approx 80' , • This reach consists of piped conveyance with a large Type II structure as an angle point to direct stormwater to the beginning of a broad forested swale. Reach 10 — approx 150' Stormwater flows within a broad forested swale that is 5-6' wide having side slopes of 3:1 or flatter and a mucky bottom with water flowing. The bottom becomes more rocky at the lower end. Reach 11 — approx 200' and beyond This Reach is basically the came as Reach 10 but mostly round rock bottom. The gradient is fairly flat. The downstream observations ended at the point where stormwater begins to flow in a more steep gradient at a location of approximately 1,640' from the point of natural discharge from the Amanda Short Plat site. Stormwater continues to flow downstream in a ravine and eventually discharges into the Cedar River. Observations: All of the observed reaches were is very good condition. There were no observations of � capacity issues, scouring, or erosion. The attached plan sheet shows the approximate location of the observed reaches. It should be noted that the City has on file copies of improvement plans for the Shy Creek Project as well as the TIR for the Shy Creek project that contains a Downstream Analysis that extends beyond that which is described in this report. Lt9 O " .�B — .�___ _-_---__._____ BAiMA & NOI.MBERG, INC, ��-r,,o. oF___ _ _. 1fl0 Front S#eet South �',�g� ISSAQUAH, WASHlNGTON 9$�27-3817 cu.cuu��osr .� „ nnre�'.��.���;.s,c—�-_- {425) 392-0250 FAX {425) 391-3055 CHE�DBY ._� _�.0 DATE _ SCRLE . : .. . �� � :_ `��.'� ��� _ : _ _ � . _ .._ _ , . ����- -�� _�vrs��r� ti _?�_ ���_�����:_� � _ a ; � _. .-----�- ----_ --, -- - s'� ���� -� �, ����, : . 3 _ ...:. }_.._._.. ...�-r• -��-f-}-4..- . ..J��i��'��/��.as_f- s ...�-�t f. . . .. �-- .. J�}�'1C- �:- . . . . � , � ... 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VO�:{CU—FTs .73 = Q�x 7.83 11069 t= �> ,'1 I � T;,� ,�% -r=}� .%i' Developed Conditions SBUH P�aks _______________—-------__--_____-----------------------------_�__-____ ***'"********«***�'*** S.C.S. ?'YFE—lA DIST�rBUTI4iV *+r,r*x�a�**W�*,r**t***x* ********* 100—YEAR 29—I-It?UR STflRt1 **** 3.90" TOTr'1I� �'RECIP. *",r****** DATA FRINT—UDT'. �I AftE�,{t'LCRESj PEEtVI0I7S �?`�l�'r:RVi0U5 'T�.;tiIt@JTy�I � A CN A CN 1.2 .6 8'0.0 .6 98.� 6.3 PEAK—�'t'CFS? T—PFAK{�RS� VOLtCU—PT) .97 = Qdev 7,67 13330 . 9� �Q�ee = QdeY - Qex = 0•97 - 0.73 = 0,2�t CFS n�l�, < e,5 ��s => Detention is not Required .���— _________--- BAiMA & N4LMBERG, INC. �7,,,n. ___ o�. _ 100 Front Steet South —" ISSAQtJAH,WASHINGTON 98027-3817 C�!-CVLATEDBY oA,� _ {425) 392-0250 FAX {425) 391-3a55 GNEC�CED BY _.._____ OATE "u�.AIE ... 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