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HomeMy WebLinkAbout03340 - Technical Information Report - Floodplain Analysis f���� � �f ��`�`�' � CONNER HOMES, INC. SITY CREEK DEVELOPMENT FLOODPLAIN ANALYSIS AUGUST 31, 2006 Prepared for: Triad Associates and Conner Homes, Inc. Prepared by.• Montgomery Water Group, Inc. 811 Kirkland Avenue, Suite 200 P.O. Box 2517 Kirkland, WA 98083-2517 www.mwater.com w MONI�OMERY WATER GROUP,IYC. •a�er R�s�ur[e�E��I�e�rin� CONNER HOMES, INC. SITY CREEK DEVELOPMENT FLOODPLAIN ANALYSIS AUGUST 31, 2006 Prepared for.• Triad Associates and Conner Homes, Inc. Prepared by.• Montgomery Water Group, Inc. 811 Kirkland Avenue, Suite 200 P.O. Box 2517 Kirkland, WA 98083-2517 www.mwater.com w MON'I�OMERY WATER GROUP,INC. wat�r�eseurtes Eaylneerin� '', August 31, 2006 TABLE OF CONTENTS 1.0 INTRODUCTION .............................................................................................................. 1 2.0 BACKGROUND ................................................................................................................ 1 3.0 FLOOD FLOWS................................................................................................................. 1 4.0 FLOODPLAIN ANALYSIS...............................................................................................2 4.1 Existing Conditions......................................................................................................... 2 4.2 Proposed Conditions....................................................................................................... 4 4.2.1 Flood Water Volumes for Compensatory Storage..................................................4 4.2.2 Proposed Bridge or Culvert Crossing Shy Creek ................................................... 5 4.3 Comparison of Existing and Proposed Conditions Floodplains..................................... 6 5.0 REGULATORY IMPLICATIONS.................................................................................... 9 TABLES Table 3-1 —Shy Creek Flood Flows—Existing Conditions Table 3-2— Shy Creek Flood Flows - Proposed Conditions Table 4-1 —Existing Conditions Water Surface Elevations Table 4-2—Compensatory Storage Volumes Table 4-3 —Comparison of Existing and Proposed Conditions Water Surface Elevations FIGURES Figure 1 —Shy Creek Floodplain Analysis Existing 100-yr Floodplain Figure 2—Shy Creek Floodplain Analysis Proposed 100-yr Floodplain APPENDICES Appendix A—Existing Conditions HEGRAS Output Appendix B—Proposed Conditions HEGRAS Output 1►/1 Shy Creek Development Floodplain Analysis Page i ��i w ; August 31, 2006 1.0 Introduction This report has been prepared to summarize the floodplain analysis completed for the proposed Shy Creek Development, which will be located on property north of SE 2°d Street(Formerly SE 136`h Street) and east of Hoquiam Avenue (Formerly 144`�'Avenue SE) in the City of Renton, WA. Shy Creek(also referred to as Maplewood Creek) conveys runoff from areas surrounding the proposed development. Because the creek flo«�s through the proposed development, a floodplain analysis was performed to delineate the 100-year floodplain and determine flood risks and potential flood mitigation for development of the property. 2.0 Background Conner Homes, Inc. is proposing to develop approximately 61 single-family residential lots on ap�roximately 16 acres. The property, currently occupied by two homes, is located north of SE 2° Street and east of Hoquiam Avenue in the City of Renton. The existing property is gently rolling, with the creek flowing west through the middle of the property and then south along the western edge of the property. The proposed layout of the development, provided by the development's engineer, Triad Associates, is shown in Figure 2. 3.0 Flood Flows Shy Creek is part of the Cedar River basin. The creek primarily conveys stormwater runoff from urban areas adjacent to the proposed property. A small portion of the flow is diverted from the creek through a storm drain pipe that currently passes under the Hoquiam Avenue along the west edge of the property where Shy Creek bends to the south. Peak flows for the creek were estimated using the King County Runoff Time Series (KCRTS) model. Table 3-1 outlines the peak flo��s resulting from the KCRTS model. These flows were used for the analysis of the floodplain under existing conditions. Table 3-1 Shy Creek Flood Flows—Existing Conditions Return Discharge (cfs) Period US of Storm Drain Pipe DS of Storm Drain Pipe Near Bend in Creek Vear Bend in Creek 2-Year 24.6 21.6 25-Year 49.3 43.2 100-Year 81.0 70.9 As part of the project, Conner Homes is proposing to modify local stormwater collection facilities along the east side of Hoquiam Avenue. These modifications will result in additional flow discharging into the stream channel upstream of SE 2°d Street. In addition, flow from a proposed detention pond and stormwater collection facilities in SE 2°d Street will be routed into the stream culvert at a proposed catch basin in SE 2"d Street. The resulting peak flows for Shy Creek are outlincd in Table 3-2. These flows were used for the analysis of the floodplain for the developed condition. A/� Shy Creek Development Floodplain Analysis Page 1 �i �r � August 31, 2006 'r• �� � '*; _ ` �„� 1 ���'! �`ar.� Table 3-2 Shy Creek Flood Flows—Proposed Conditions Discharge (cfs) Return US of Storm Drain DS of Storm Drain DS of Proposed Catch Period Discharge Discharge Basin in SE 2"d Street (XS 10, Sta 12+00) (XS 10, Sta 12+00) XS 6.4, Sta 12+61 2-Year 24.6 24.8 26.8 25-Year 49.3 49.7 53.2 100-Year 81.0 81.5 89.7 4.0 Floodplain Analysis The analysis of the Shy Creek floodplain was completed using the U.S. Army Corps of Engineers HEC-RAS modeling software (Version 3.1.3). HEGRAS is commonly used as a routing model to estimate the extents of inundation and water surface elevations for a stream channel under specified flow conditions. The software was used to analyze the stream channel under existing conditions and developed conditions for the flow conditions outlined in the previous section. 4.1 Existing Conditions A site visit was made to evaluate the hydraulic characteristics of the existing stream channel and floodplain. Manning's n-values estimated for the site range from 0.05 to 0.07 for the channel and from 0.03 to 0.09 for the overbank areas. The lower Manning's n-values for the channel and overbank areas represent locations of mowed grass and few trees or brush. The higher Manning's n-values for the channel and overbank areas represent locations where there is thick brush or trees. Where the overbank area was a mixture of land cover, multiple Manning's n- value were used. Surveyed stream cross-sections and additional data taken from topographic information provided by Triad Associates were input into the model, along with hydraulic characteristic information and peak flows. The location of cross-sections that were used to model the existing conditions are shown in Figure 1. The normal depths at the upstream and downstream cross-sections were used as boundary conditions for the analysis. Normal depths were estimated using a slope of 0.007 for the upstream cross section and 0.003 for the downstream cross section. The model of existing conditions was created assuming removal of the footbridge and other potential obstructions to flow within the Shy Creek Development site. The existing culvert at the downstream end of the property at SE 2°d Street was included. Figure 1 also illustrates the results of the floodplain analysis. The shaded area represents the extents of flooding that would occur under existing conditions as a result of the 100-yr flood. Table 4-1 shows the water surface elevations for each cross-section that would result from the 100-yr flood, as estimated by HEC-RAS. The output from the HEC-RAS model of existing conditions, including stream profile, table of hydraulic variables, and cross-sections, are attached in Appendix A. , �� Shy Creek Development Floodplain Analysis Page 2 .i�,`I� 'I August 31, 2006 I Table 4-1 Existing Conditions Water Surface Elevations Cross Section/ 100-Year Flood Cross Section/ 100-Year Flood Station WSE Station WSE (See Fi ure 1) (ft (See Fi ure 1) (ft 52/2+00 402.39 28 / 7+50 390.06 50/2+25 402.25 27 / 7+75 389.46 48 /2+50 402.14 26 / 8+00 388.83 47/2+'75 401.99 25 / 8+32 387.85 46/3+00 401.78 24/ 8+50 387.81 45 / 3+25 401.57 23 / 8+75 387.60 44/3+50 401.27 22 / 9+00 387.05 43 /3+75 400.92 21 /9+25 386.18 42 /4+00 400.49 20/9+50 386.11 41 /4+25 400.01 19/9+'75 386.07 40/4+50 399.54 18 / 10+00 385.74 39/4+75 399.15 16/ 10+50 384.43 38 /5+00 398.88 14 / 11+00 385.21 37/5+25 398.64 12 / 11+50 384.91 36 /5+50 397.98 10/ 12+00 384.83 35 / 5+75 396.84 8 / 12+37 384.15 34/ 6+00 395.48 7 / 12+61 383.90 33 /6+25 394.70 Culvert 32 /6+50 393.75 31 /6+75 392.76 5 / 13+14 381.51 30 / 7+00 391.43 4/ 13+50 381.41 29/ 7+25 390.66 3 / 13+62 381.38 R/� Shy Creek Development Floodplain Analysis Page 3 I w w August 31, 2006 4.2 Proposed Conditions The floodplain analysis discussed in this section is based on the proposed Shy Creek Development, as shown on the base map included in Figure 2. The proposed development includes modifications to the creek and floodplain. Channel modifications include the addition of culverts at two road crossings within the development, modification to the culvert at the south end of the property, and relocation and regrading of the channel along the westem edge of the property. The channel modifications are primarily intended to improve channel hydraulics and provide compensatory storage for existing areas of shallow flooding. A HEC-RAS model was developed to analyze the impact of these changes on the extents of flooding and flow through the creek channel. Stream cross-sections and hydraulic characteristic , information were generated from design data provided by Triad Associates. The proposed cross- i sections, hydraulic characteristic information and peak flows were used as input for the HEC- RAS model. The location of cross-sections that were used to model the proposed conditions are shown in Figure 2. The normal depths at the upstream and downstream cross-sections were used as boundary conditions for the analysis. Normal depths were estimated using a slope of 0.0075 for the upstream cross-section and 0.003 for the downstream cross-section. Figure 2 also illustrates the results of the floodplain analysis. The shaded area represents the � extents of flooding that would occur under the proposed developed conditions as a result of the 100-yr flood. The results indicate that the areas of shallow overbank flooding will be eliminated near the bend in the stream. The downstream portion of the channel was also realigned and graded to provide compensatory storage as will be discussed in the following section. 4.2.1 Flood Water Volumes for Compensatory Storage � The existing conditions HEC-RAS modeling indicated four areas beyond the 25-foot stream buffer that currently have thc potential for shallow ponding resulling from a 100-year flood event. The first two areas are located on the left and right overbanks between Cross Section 25 and Cross Section 30,just upstream of where the creek bends to the south along Hoquiam Avenue. The third area is located just upstream of the bend in the stream, near Cross Section 19, in low area along the left overbank. The fourth area is a low lying area along the left overbank, downstream of Cross Section 10, at the upstream end of the existing culvert that conveys the stream under SE 2"d Street. The shallow ponding is outside of the effective conveyance area for a 100-year flood. Therefore proposed development and grading in these areas will not block flow or reduce the conveyance capacity of the creek and its floodplain. The existing estimated combined volume of floodwater that would inundate these areas during a 100-yr flood is approximately 109 cubic yards. The proposed development will reduce the volume of floodwater that would inundate these areas during a 100-yr flood to approximately 30 cubic yards. The change in the volume of floodwater within the shallow ponding area was estimated for use in designing"compensatory storage"areas to be created along Shy Creek within the buffer area. Compensatory storage is required by the City of Renton when developing in the 100-year floodplain. Table 4-2 shows the volumes in the individual areas. The volume for each area was determined by multiplying the surface area of the shallow ponding within the floodplain boundary and p/� Shy Creek Development Floodplain Analysis Page 4 Jv�ti w August 31, 2006 outside the 25-foot stream buffer by the average depth of water estimated to cover the area. The average depth of water was conservatively estimated by averaging the water surface elevations for all cross-sections within the ponding area and subtracting the average ground elevation for the cross section with the most extensive overbank flooding. Table 4-2 Compensatory Storage Volumes Existin Pro osed Surface Ave Surface Ave 0 Area Depth Vol. Area Depth Vol. Vol Descri tion ft2 ft CY ftz ft CY (C� Right Overbank at Bend XS 27, 28 and 29 1173 0.2 9 778 0.5 14 5 Left Overbank at Bend XS 25, 26, 27, and 28 1164 0.3 13 704 0.6 16 3 Left Overbank DS of Bend XS 19 516 0.2 4 0 0 0 (4) Left Overbank at Culvert (XS 7,8 and 10 3737 0.6 83 0 0 0 (83 Total 109 30 (79 The grading plan and cross sections for the project have been prepared by Triad Associates and incorporated into the hydraulic modeling performed for this study. The design includes realignment of the portion of the channel downstream of the bend in Shy Creek. The channel realignment was designed to include compensatory storage. The grading plan includes excavation of portions of the downstream channel above the 2-year water surface elevation within the boundaries defined by the 25-foot stream buffer and lot layout. The volume of cut between the 2-year and 100-year water surface elevations was intended to provide compensatory storage as it is effective flood storage and would be used during a flood event. ' 4.2.2 Proposed Bridge or Culvert Crossing Shy Creek Two culverts are proposed for the road crossings with the Shy Creek Development. Modification of the culvert at the downstream end of the project under SE 2nd Street is also proposed as part of the project. The developer's biologist has indicated that the portion of Shy Creek above SE 2°d Street is not fish bearing and so the culvert design does not need to provide the dimensions for fish passage specified by the Washington Department of Fish and Wildlife. Pipe arch culverts have been proposed for the two road crossings within the development. The ' Washington State Department of Transportation Hydraulics Manual (WSDOT, 2004), which is commonly used as guide for culvert design, indicates that, "Circular culverts, box culverts and pipe arches should be designed such that the ration of headwater(HV�to the diameter(D) during the 25-year event is less than or equal to 1.25." In addition, the manual recommends that the culvert be designed so that no overtopping of the roadway occurs during the 100-year flood. �►/� Shy Creek Development Floodplain Analysis Page 5 �i w August 31, 2006 The existing 48-inch diameter culvert at SE 2"d Street will be modified. A 120-inch diameter catch basin will be installed near the corner of SE 2°d Street and Hoquiam Avenue over the existing 48-inch diameter cuhrert. A new segment of 48-inch diameter culvert will be installed upstream of the catch basin to convey stream flows to the catch basin. The catch basin will collect stream flows, as well as discharge from storm drain collection and detention facilities, and discharge those flows to the downstream portion of the stream through the existing 48-inch culvert. All of the culverts were evaluated as part of the hydraulic analysis of the Shy Creek floodplain. A pipe culvert with a 40-inch rise and a 53-inch span was used for analysis at both road crossings within the development. A 48-inch diameter circular culvert was used for analysis of the culvert at SE 2°d Street. Analysis of the culvert at SE 2"d Street assumed that the bottom of the 120-inch catch basin would be channeled to minimize flow disturbance and hydraulic losses through the catch basin. The new culverts were sized consen�atively to accommodate the 100-year flow with very little headwater. The results of the analysis indicate that the 25-year flow can be conveyed without any headwater. It should be noted that the culvert dimensions used for analysis are based on standard dimensions that are available for analysis in the HEC-RAS software. The culverts that are installed should have areas of flow conveyance that are equal to or exceed those that were used for analysis. The �, pipe arch that was used for analysis at the road crossings within the development had a 40-inch rise and a 53-inch span,with a flow conveyance area of approximately 12 ft2. The developer's engineer, Triad Associates, has indicated that a corrugated metal pipe arch culvert will be used for both road crossings within the development,with a 60-inch span and a 33-inch rise and a flow conveyance area of 12.6 ft`'. , 4.3 Comparison of Existing and Proposed Conditions Floodplains Table 4-3 summarizes flood levels under the existing and proposed conditions. A comparison between the results of the proposed and existing conditions hydraulic analyses indicates the following: • Water surface elevations during the 100-year flood condition would be higher along the I creek at locations that are immediately upstream of the culverts proposed for the two crossings within the development. The results indicate that during a 100-year flood, water surface elevations would be as much as 2.50 feet higher for the proposed condition upstream of the culvert at Road B than for the existing condition. At the culvert upstream of Road C the increase would be as much as 2.09 feet. Although 100-year flood elevations will be higher than would be expected under existing conditions, the culverts have been sized to pass the 100-year flood v��ith very little headwater. No impacts to infrastructure or property are anticipated as a result of the increase in water surface elevations upstrcam of the culverts during the 100-year flood. • Water surface elevations and flood extents under the 100-year flood would be the same for existing and proposed conditions at the first cross sections downstream of the culverts under Roads B and C. As noted in the previous paragraph, the difference in the existing and proposed 100-year water surface elevations will increase from the downstream end of the culvert under Road B to the upstream end of the Culvert under Road C. The 100-year flood pA Shy Creek Development Floodplain Analysis Page 6 w �ti August 31, 2006 water surface elevations and extents would be similar(within 0.01 feet)under both existing and proposed conditions from the culvert under Road C to Section 29, upstream of the bend in the Creek. • The extents of shallow overbank flooding will be reduced along the channel near the bend in Shy Creek as a result of grading outside the 25-foot stream buffer. Portions of the channel downstream of the bend have been designed to include compensatory storage, as outlined in the previous section. • The analysis of existing conditions indicates that shallow flooding would occur under existing conditions during a 100-year flood across Hoquiam Avenue along the west side of the property. Analysis of the extents of shallow flooding was not done as part of this study. Shallow flooding over Hoquiam Avenue would be eliminated under proposed conditions during a 100-year flood along the west side of the development. • The realignment of the portion of Shy Creek adjacent to 142°d Avenue SE will reduce 100- year flood water surface elevations along the downstream portion of the creek by as much as 1.42 feet. 11/1 Shy Creek Development Floodplain Analysis Page 7 .Va7[V w � August 31, 2006 I Table 4-3 Comparison of Existing and Proposed Conditions Water Surface Elevations Cross Existing Proposed Cross Existing Proposed Section/ 100-Year 100-Year Section/ 100-Year 100-Year Stallon Flood Flood �_ Station Flood Flood (See WSE WSE (See WSE WSE Fi ure 1) (ft ft Fi ure 1 ft ft) 52 / 2+00 402.39 404.49 � � 28 / 7+50 390.06 390.07 50/2+25 402.25 404.49 - � 27/ 7+75 389.46 389.65 48 /2+50 402.14 404.49 26/ 8+00 388.83 389.23 47 /2+75 401.99 404.49 ' ' 25 / 8+32 387.85 387.76 46 / 3+00 401.78 Culvert 24 / 8+50 387.81 388.20 45 /3+25 401.57 Culvert 23 /8+75 387.60 387.05 44/3+50 401.27 401.47 22 /9+00 387.05 386.06 43 / 3+75 400.92 401.22 21 / 9+25 386.19 385.23 42 /4+00 400.49 400.82 20/9+50 386.11 384.82 41 /4+25 400.01 400.76 19/9+75 386.07 384.65 40/4+50 399.54 400.74 18 / 10+00 385.75 384.55 39 /4+75 399.15 400.73 16 / 10+50 384.45 384.37 38 / 5+00 398.88 400.73 14/ 11+00 385.23 384.24 37/ 5+25 398.64 400.73 12 / 11+50 384.94 384.17 36/ 5+50 397.98 Culvert 10/ 12+00 384.87 384.13 35 / 5+75 396.84 8 I 12+37 384.15 384.12 34/6+00 395.48 395.48 7 / 12+61 383.90 33 /6+25 394.70 394.69 Culvert Culvert 32 /6+50 393.75 393.75 31 / 6+75 392.76 392.76 5 / 13+14 381.51 381.84 30/ 7+00 391.43 391.43 4/ 13+50 381.41 381.75 29/7+25 390.66 390.72 3 / 13+62 381.38 381.72 �►/� Shy Creek Development Floodplain Analysis Page 8 ��' w August 31, 2006 5.0 Regulatory Implications No regulatory floodway ���as modeled for this floodplain analysis since the flood«ay ���ould be within the 25-foot stream buffer and no houses will be constructed within that buffer. The regulatory floodway would likely be contained close to the creek banks, as the creek is relatively small and the floodplain is not very wide. The 25-foot stream buffer ensures the flood«�ay�vill not be encroached upon. It should also be noted that the property proposed for development is currently given a designation of Zone X(Shallow Flooding) on the approved FEMA Flood Insurance Ratc :�Iap (FIRM 53033C0982 F, May 16, 1995). The property is not located within zones A or V, which are the areas defined as special flood hazard zones by the City of Renton Municipal Code. Regulations that apply to construction within special flood hazard zones include the prohibition against increased flood levels due to construction within the flood hazard zone. Because the property is not in a special flood hazard zone, a rise in flood levels upstream of culverts at Roads B and C should be allo«able. Respectfully Submitted, MONTGOMERY WATER GROUP, INC. j�,��t,9 �'��'�� Robert A. Montgomery, P.E. Principal Engineer p/� Shy Creek Development Floodplain Analysis Page 9 ,v�i� w W � � � � , � EXTENT OF SHALLOW OVERFLOW '� E � AREA WAS NOT EST/MATED AS PART EX/ST/NG STORM DRA/N � � , pF TH/S STUDY. OVERFLOW OCCURS (FLOWS AWAY FROM CREEIC) � � ,�� AT SECT/ON 10 AND AT ' ,� q� I, ;g � � SECTIONS 23-25 ,�' " I � - I 11��� � � I g � � I I � .� — r.o—;�+ ;'� i ; 10 �12 14 �16_ _ ; � 22i � r�,�� 26a � I \ .` .¢�-j ^ _ (� '��f:' � 0 23_24 , _� ^' -- --- �C � � - �I ���.`— � � _"—'- _-�� � - - `� — °��� _ . . ..... � ,,,'t�� I - - .- - --- I l�y�l-?' '•c — — — — — — ""'-_ — _ _ � L-� �— —s`" � — — � � _ �t ^ . N / '�--I—� . - .. . _ '. t 2 `,; ' • .� [�� � 21 f � � '3 � i " + ��� � �-, � ra � — - ', . 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Shy Creek Developmenl Plan:Exlstirg FINAL&O6 8J3112006 Ri�er=MapkwooE Creek ReaM=Shy CreNc RS=48 StaEan t�50 �--.G3 .OS �+- .OJ �� lsy�cM .os- ws�•o-.� = aoa� n5 zss, = ws z-,+ _ �oa c�a��e • I - aoz Bank Sa ��. sci 4t]= .— ' _ T — — - AO -fiC �40 -20 0 20 s0 60 80 ��+MI Shy Creek Derelopment Plan:6cistirg FINAL 8-06 8�12006 R���=r.dob«ooa creak a�a,=sny a«k Rs=n s�aea,z-�s m cs � aa �m- - �:v«,e i oos� r.^�ioo.�'�. aos . wszs�y �!, — aCa w57��. 4C3 Grwt _ � Bank Sla su� <oi <a�� • - -- -- T -� . -�cc -'so o so ioa SfaGonifll Shy Creek Developmeat Plan:Exislirg FINAL&O6 813112006 River•1.4.apMwmC Creek Reatli=Sny Caek RS=46 S'a0m 3tp0 _. . .� _ 1 . �— 1 . . - —. _- _03 _ .- _.. . ��� T T LogenA I i06 W 5 100-v� 405 NfS 2Syr _ epq WS2-yr 603: Gra�m 4�: Bank S•a li aoia auo� , , , � _ , -�oo -so o so +oc 5r.ti�,In1 Shy Creek Devebpment Plan:Epsting FINAL 8-06 8l312006 4ne�=MapkwooE Creek Reatn=Stry C�eek RS=15 SU Wn 3-25 y —__— _ . __'.03 _ �+-- --. .OS . ___x - -- 03 - s .06- ��y�� I WS- K'S 1_0.yr 4�� WS�Syr I Y+'S 2-V� .. _ �03 G•ourtl a�2 earik sta 4a1 . � :a�- —. — . � _ __ __ , . . . _ . -1G0 .�G a 5G t:0 Svom iP� Shy Creek Development Plan:E�tisting FINAL&-06 8131;2006 ''� River=Mapewcoo Creak ReaU=$Iry Creek RS=H StaEm 3�50 � N 05 � 0.9 <01- �tl I a06 WS 100-yr I 40.5 W5 25-yr �Da WS 2-yr a 10.9. - �02� GrourN I BaNc Sra aoi aoo- 3�9• -ioo -so o so •a= se�uoo M1 Shy Creek�erebpment P�.an�.E�stirg FINAL&O6 8/3112006 �I Rne•-I.l���Geek Reecn•Slry Creek RS-a]Su4m 3�15 '�. {�_—_ ._ .-_.._. .. �� .. . . _ —s. .05 . . �a—_ . _ _._ .__ a3 _- _ ''., a0lj i ���d <Ofi- a05- WS 1M-yr _ i W57Syr 60a WS 1-yr 103- Cra1tl ���I� Bank Sta <Ot{ aoo{ iyg{ � � -100 -50 0 50 'OG Stalan�tt) Shy Creek Devebpment Pian:E�dsting FINAL 8-06 8/31!20Q6 Rive�=MaOrewooE Geak ReaC��Shy Crxk RS=a2 StaEm 4t4G _� r .i5 � .�� ' aoe �a <os' i ws ioa-n JJS 25-yr - �' WS 2-yr GouM 401 ea^k St �W- 398�� . � . . _- _ ' . -� �. " _ - _ -100 -50 0 50 '�00 Stalan Ih) Shy Creek Devebpmenl Plan:F�isting FINAL&O6 8l3V2006 Rner=Mapew�ootlCreek ReaC:yyCreeF RS=41 S1avmN}5 03 A5 � 03 40B �� 40E W$700-1I� WS]Syr 460 W$2-3T GrWrd °Ul� • Bd�k S�e 600- 398-. ' _ _ __. . . _� , -� T -T � ��- -'OG -50 0 50 '�Ov' s��in> Shy Creek Development Plan:Existing FINAL&O6 8l31/2006 RNer=Mapbv.00C Creek Reac�•$Iry Cratlt RS=40 SteGm 6�50 — -- .03—_ . . -�-_ _ _AS - _� _ _ ..� . ._ dcs �.s.�n f ws�oa-K 4A ws zsy. aoz w52-yr c.ouro _ � Bd�k SG w <0� . 3J8 -1p0 SO 0 50 '�: Sfalwn Ih) Shy Creek DevNopment Plan:Existirg FINAL&06 8l31!2006 Rrver=Atapk+.vaE CraeM ReaC�=Sny Creek RS=39 S•,aom a.75 _ _ _ . .07 - � �--- —.�5- . . .� .__ .___. __ .C?— —. ._- __ 106 '�. �ay�ntl aGe w5 1Do-yr `hS 25-yr ' acz ns ar 40C Gra�e - �Ban�Sta 398 396-.. _ ' . .—." . _ _ __ _ ..—. . _ .� -T . -'�.G 50 0 SG 100 Stalron�h; Shy Creek Development Plan:Existing FINAL 8-06 8�312006 Rn�n+1lLplewooCCreet Reetl�=S��C k R5=3F SIaEo^5-00 �� '.5 D3 ' J�6 �4 4.1. W$'OG-Y' WS 25-yr � 402�� WS 2-y� ' GrouM � d00 - ea^k Stn 398 :%. _ " - _ — _ _ " _ __ . . . .. _ -100 -50 0 SC tOG suoon M> Shy Creek Devebpment Plan:Existing FINAL&O6 B131;2006 4ire•-Mau�ewuo0 Greex Ream•Slry Lreek RS=3l Srotm 5•25 . - .__ .U3 _ . �- .- . -a5 _. � - 0� ._ __ ' _ e0fi Lp�nE - KS 100.yt 601' W S 25-yr � �02� KS]�Y' Graxk I S ,� BaM Sla ]�8 35f �1W -50 _ 50 1G0 SHOo';fl� Shy Creek Devebpment Plan:6cisUng FINAL B-O6 &312006 Rrvs=IMpbwooa Craek Read�=S�y Cieak RS=36 Slalon 5-50 - �ll � .�5 �— —� �oe� �.y.e �os ws i�-r � N5 2iyt - aG1 � ws i-yr - 4;2 Ga�nE - � Ba�M Sre 398- �" _ - ' ' � -" . _. . ._. . � � � . � -•ae -sa o sc � +oo s��ir.> Shy Craek Oevelopment Plan:Existirg FINAL 8-06 Bl31/2006 Rrver=Mapbw�oo0 C�eek PaaC�=Shy C�eelc R$=l5 Station 5�75 03 OS :3 6J6 �p�y s:� �'h5 1 J0.yr W515-yr a0] € K'S1-y ' � GrvuM - 3gg� HaNcSta 396 35i� . . __- .__ _ ._ — ' _ _ . "-_ T - ." .� � -100 -50 D 50 1D0 Sla�on C1I Shy Creek Devebprt�ent Plan:Existing FINAL&O6 8/31l2006 Rrvar:yapy.w�Cieek Aeatl��51ry Geek RS=3�SWm 6�00 p3 � 0] aob� - - -- - - " - .a_ .-. ..- -- l�p.na �: ,'I ws ioo�r eoz: ws ss-r – ws z-K �0° c�a,�e _ ;% � sa-:s� �� 341 f- .1pp -50 0 50 100 Sfeomik) Shy Creek Deveiopmen[ Plan:Existirg FINAL 8-06 Bf37/20Q6 River•MeplsWoaCCraek ReaM=SnyCnNc R5=3]Steaan6�25 . .- __ ._ ..� - - ___ � -. �- —N . . .- .- .03 ♦M� ��� I �oz ws�oor Y.5 3Syr - �00 W 5 P-N �` J9P G,Wro �- BarA Sa I 38a- 391 . . ' - �- _ ' . . , -'40 -50 0 � 50 . .. .._. �OC SIaEm;NI EMvetMn Inl Eie.xmm Inl tie�alwn(fll Elav�uan(HI EMvam+n IRI Elavafon Inl g� � � � :' � ,� � �° � � � �� � �s, � � � � � � � g� � .�. .� �.. �.. ��,. s � �_. .... . . g e � � � N „ v w o N m a v „ � _ - _ _ _ .... ,_ 8 _.. , ... Q. 8 ., I I I I ' � i ' ' I � � �. �I � I ' ' ': ' ., ' � �' o" � K � � ' � K � � CS I an � An �� A� m ta ' �'� m 'm . g� f� °� ' `� � � � �� I ;� "dl o I i m I o� I i �0 0 � �S i �o , �� �o � �� �3 3 t� 4m �m a �� $= �� �3 r Sa F� 6 0! �� � `" s� � 4� � a �; � �, s� � o �v y� �� 3 '1 �� y �I w� -� S�^� _� m I �,' � I H � � U �N� �3 I ^� � & ��3 s I �� , �`� � T T FZ NZy A,j yj tpnD �'� �'� ��I- � r �� '� W ' N� m� � �� _ �� �� �� I �� sm I �� �I �� �� °'�° i �� �� U� I §� �� �o � � g f5 � I � I i � o li .� �, 4� � � 8 �� �I y � �I� _I �I NI � � �,•�I�I yI� ;. ;•�I I�I � 8 q.�IN � 1 1 ,,,,�' 9 j j ` g1 J ` 1 3 6'�}� ,� � g � r _ ;I��,�1��8 � • `��1����rx�� 6 dI.�I,�IgI� � 81.�I,�I� d r `" aT,��s�$I� I � � fs � I I i J _ ° I I Shy Creek Oe.elopmenl P an_Ezisti�g FINAL&O6 B.'31;2D06 Rne�=Maob'xooE Cieea Reacn=Slry C�eek RS=76 Stacm B•00 pp w 01 i6 �� LpxM �1' �KS tpd�r _ �- WS 25-Y� . � N5I yr 389 �W,M 3gg Le'r Ban�Sta �� 386 _ . ._. . .- . . . _ .�J�, .y,7 0 50 tOp Salm IY.'� Shy Creek Develapmen[ Plan�.Existirg FINAL 8-06 8l31!2GG6 Povw•Nep4wooE CrNM Rea[n._$Iry Creek RS��S B�33 ._ .._ � _—__ . __ w 0"! "__ � _.. :� � ,ya ��a l52 WS 45-Y� WS 100-yr � 390 WS4-YT GrwM 'y ]BB Le.ae � Bd-k S[d � 'SBq� � .190 -&: E: <0 -I(1 C 70 a. 60 60 Slaaonifll Shy Creek Deve�opmwit Plan:Existirg FINAL 8-06 Bf312006 River=Mepbwox GraM Read�=Sny Cmex RS=ta SWlbn B-50 .p6 �+ OT N -- :6 393- 392 Lpme 39'� �YS tOG�y� _ 3�: N5]SS+ � �� WSI-yr 388� Grau�G J6] lnee ��� BaK S�a 365 3W . ._. . --, . T . . . ._ . -100 -BO EO d0 -]0 D 20 �� 60 90 �+�Inl Shy Creek Devebpment Plan:Edsting FINAL 8-06 &312006 Rrror=MaprxooE Creek Ream=Slry CreeM RS=23 SiMm 8��5 � '" 07�� �� ]52 l�y�n0 351 •.vs roar 34" WS 2-y� 3B9 ��x � �B Gfp110 _ 387 lavee 38fi� BaYi Sla 385� �. - . -. . . —� . . , . - _ . __ � .— -t:0 AO G] JO �20 0 2� 60 60 80 sw�,m� Shy Creek Development PWn:Existing FINAL 8-06 8131200fi Rwer=Mxplevootl Creek Reedi=Sny Greek RS=2]S�aDon 9.Otl --� -- a - - . . . .. -— o� —..� cs + ss•� �,v„a '�. A'S t�ly+ 389 WS 25-yr � ]gg W5]�y� ; lB/ ��� '� Levee lB6 � BiY[$la ]95 l6l �100 -BG {+G <0 .ifl 0 2G �-0 60 &i sr,�,mi Shy Creek DeveiopmeM Plan:�isting FINAL B-06 Bf31l2006 Ri.x•Mqlewooc Creek (ieaU�=Sny C k RS=21 SWYw�9-75 .. __ __D1 . _—. �yi Ol � _ .___ � _ _. � 391� .. L�W^4 390 'W5 100-yr. 389- W S YSYr � WS byr G ��_ � GroinE � '� Levee � eai�Sia �Ba I JE3i . � , .— . . —_ . . . . _ . . , . . . . . __ -+a: -so so +oo s��-ni Shy Creek Deve opment Plan:Exisfing RNAL 8-06 &'31(2006 Rrver=MepbwooC CmNc Re.li=Sny Croet RS=YO 51aem 9�SG 04 � OT O6 392' LeyenE 390-. V.5 100-ir. 51SYr 388' WS 2-ST � .aourtl 366- Leu 36a�� BanA Sta I� aes-. . . . _. . —. . . � . . . — .— . . . . . -ioo so o s_ ioo sun�,mi Shy Creek Oevelopment Plan:Exisung FINAL 8-06 8131;2006 I R�rver=MapbNooO Geek ReaM�S�y C�eek RS=19 StaOon 9�]5 I'__ .. Qq . __ . _—x 0)—. .� Ci6 "_ — 39^� Leyentl W510Fyr 388- 'h'S]SyT . . �' W52-yr '�. � Gourtl I . Lewa � 3b: I�roR I • I Bank Sfa I J82 -f00 -50 0 50 100 Slalion;NI Shy Creek Devebpmenl Plan:6ds[irg FINAL&O6 6/3112006 Ri�ar=Mq�le�woaG Creek Rearl�=Sny Qcek RS=18 SlaYon 14.00 .0 � .0] sF .p5—% ., 3B9 ,,. ���d.. 386 Y!5 10�-yi , 381 'N$['Syr� j _ 38fi WS 2-Yr ,�. - 385�. - �_ (iraM 383- Levee �gank Sd 382 3g.," __.. . . , � . .�.00 -50 0 50 '�pC SdMn Ih) '�. Shy Creek Developmenl Plan:F�cisting FINAL B-O6 8l31/2006 Rrcer=Maple.vootl Qee4 Read�:S�y Craek RS=76 Stebon iD+50 ' p6 � 0] Ofi ]69 �Md 368 �WS 10Fy� 3e� ws ny. 3ati w5 2-yr �' 3B5 GraW �� Le�ee J83 I BankSG 38l 381 . _ _—- . . � � -T � -100 -SC 0 50 '�l� sra�,in� Shy Creek Development Plan�.Existing FINAL 8-06 8/31/2006 Rne•=MaDkwootlCreek Readi=SlryCxk R5=16 SI�m71M0 i—_. . . __ .- . ._ Db—. .. _ .. - �-- .07�—� � D6 � � r LaqanA 381. C W$1G0-yr 3B6� . Yu5 2Syr ]BS W 5 2-N 366 ��� 3B3 L aez sa�w sm aei .ioo -so o so +ao sram,�n> S�y Creek Deveiopment PWn:E<istirg FINAL 8-06 8l31l2006 Rrver=MapbwooCCreek ReaM=5lryCrcek R5=125tebm71�50 �— _. . .—. Uy___ ..__ —_ . . .—_ _�— .O]—� —O6 - - --� 381: �d �- �.ws+oo-r 3as; ws zsr = ws 2-yr ,aa� - � rxowia �e.ea 3B2 IMII ]B1 � BBnk Ste aeo . . __. .. _ . -� T � .--- . _. - ._ . _ .ioo �so a w �oa sm���re� • Shy Creek Deve;opment Plan:Existing fINAL 8-06 6.�31;2006 R�rver=MapbwooOCreek ReaU�=ShyCraek R5=10 SIaEo^.'2-0� a m oe � �,o,�e ass ws i,o-r� - 3BC- Y.5 2Syr, € �. WS I'yr '. � Graatl I '1 381; LTnee �I aei� i�n � aa,i s� seo=� - � - - -- --� - - - - - - -- -ioo sc o so .. smm,�n> Shy Creek Development PWn:Exis[irg FINAL&-06 &312006 Rrve.=Mapb.00aLieek Reah=SnyCreeK 15=e Slalion1P�97lUSo15E'�3fi1nS�1 . . _- _.M . . .__ - _ ..OT- �- _- _ � _ - .- __ ' , 386, � Legentl- . 385 WS 1 W-yr '!vS 15.y� J84 MJS 2-Yr � GrounC � 383 Levee 3g� Im11 � BaYt Sla � -'�]G -50 0 50 100 Sp1an�tt) Shy Creek Devebpment Plan:Existing FINAL 8-06 Bl31!2006 Ri�ar=MapkwooE C�eek Reacn=Shy Creek RS=7 Staum�2-81�US d SE 736M St) 04 01 ]6 3a6 L�� 3A5 'NS'G6yi � ws zsK ' �\i:\: .<� ws z-r – aaa- c.a.,e _ �_ � 381� InM Bank Sa • � . . . . . . " — _` � � � -_ _ __ - _ - -100 -50 50 1:0 Squon(fl� Shy Creek Developrt�ent Plan:Fxistlrg FINAL&-06 8/31/2006 River�Mapev.00E Gcek Reatl�•Sny Creek RS=8 CW 136F Streel Os � G7 w O6 � tl 385: Yl�� ✓JS]5-fT ' 384- — - T _ _ j WS 2-Yr '&� GouM 382 - '- T . � ]B1 � ; Ba�kSW '�. aeo — -ioo -sc a sa ioa smem in� Shy Creek Development Plan:F�cistirg FINAL B-06 8l312D06 iCver=M1�Ia.woE Geek ReaUi.ShY C�k RS•6 Culv 73fiN Street F _- - - _.:�E -_ . —r -.OS- _-�_._ - . _. _ . Ofi_ __. .� 385: ��y � ���� 3Be� ,--_—.__._—.—_..—.._ ._ .. __.. ._ __ _ .... WS 17fyyT 383' 1Y52Syr � _ 362 �� WS P-yr � GrouM 3ei i I 3BG BaM S�a 3]5 3�8 b0 -W -�0 -2� 0 20 4. 60 B] Sawn�nl Shy Creek Devebpment Plan:6cistifg FINAL 6-06 8/3112006 Rr�a=Maobwootl Crtee 2eacn=5hy Creelt RS=5 Statiw�.!7-16�DS W SE 136ifi 5:.� � ._ . . .� - . -_ . s� .-.�_. _—� - �- _- .- - � �65 Lq�entl -. 381 .WS 10G-Yr �3 � W525-y� yg� v5�yr 3 � GrwnC l �� � �_ �I Ban<Sta 3)9y . 3�g� _ ' -.� _— , . 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' Y!S]-Yr _ ?62� CyouM • 361� Bank Sta 360 3I9- . . - . - - . 10 _ 0 5 1�7 S�tnnl*i Shy Creek Devebpment Plan:Proposed FINAL 8-06 8/302006 Rrer=MapbwooOCreek Reach=SnyCree< RS='.5 CNr 136b�Shee: -- Ot]- � -i+--- C1i — - � .:1] �'`, '� Ley.ne �- YY510_�yr 383- `\ Wc 26yr . € _ /— \ '.Y52-1^ �I 381- G•�uM 3g�� Bank�la ��� � 3l5 '0 5 Q 5 1G Sla�on ifll Shy Creek Development Plan:Proposed FINAL 8-06 8l30l2006 ftiver=Maplewwc Creek Reacn=Shy Qeek RS=5.5 C�Iv 1361�Sceel ' O6 � DS G6 3B5 u��d �� 'NS�Obyr ]E3 WS 2Syr lE2 'h'S 2'y' 3E1 W� �r, 3B0 � "'. 6an<Sta 7I9 1 • ]]e . - ' "._ __ '._ —_ . . . . . li -BO -fiD <0 �]0 0 20 40 60 80 s��bn MI Shy Creek Development Plan:Proposed FINAL&O6 813W2006 �, Rlvx=Mapbwoo[Creek Reuh=S�y Creak RS=5 Statian 13-18�DS a'SE 136N St.; . .O6 OS � .O6 '� �. 385: Lp�rM �'. '�� K5 106y' ii 383. 'NS 25�+ �. �" N5 2-yr - �_ Gavtl BaM Sta �d: 3]9. 3TB� . _ . � .__ .._..._ _ __r T__. . . �.. 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I I 5.5 136th Stree... 7 136th Street 8 Station 12+37... - T 9 Station 12+25 � 10 Station 12+00 N O � 12 Station 11+50 14 Station 11+00 16 Station 10+50 18 Station 10+00 I 19 Station 9+75 ol � 20 Station 9+50 21 Station 9+25 � � � 22 Station 9+00 � m m � 23 Station 8+75 p m < 24 Station 8+50 m O 25 8+32 � 3 � � �� 26 Station 8+00 � n � � � m o � � v � I 18 Station 7+50 y � � d i � � 29 Station 7+z5 � 0 � � 30 Station 7+00 Q � Z ' D r 32 Station 6+50 oD 0 rn 33 Section 6+25 w I 34 Station 6+00 �''� 0 I 34.5 Station 5+89(DS Culvert Road C) _ rv �, o 0 � � 0 0 35.5 Culvert Under Road C ., I 37 Station 5+25 38 Station 5+00 40 Station 4+50 41 Station 4+25 42 Station 4+00 U , 0 44 Station 3+50 44.5 Station 3+34(DS Culvert Road B) �—_.. 45 48 Station 2+50 50 Station 2+25 r r I 52 Station 2+00 `y N O o O � N � I� C N N 0 1p � � O � n � � � a . ' Anchor Environmental,L.L.C. I �� ANCHOR Sl l Kirkland Ave,Suite 200 � ENVIRONMENTAI, l.l.C. P.O.BOXZS77 Kirkland,WA 98083-2517 , Phone 425.827.3243 I Fax 425.827.3509 I Memorandum To: Ron Straka,P.E., City of Renton From: Felix Kristanovich,P.E.,PhD Robert Montgomery,P.E. CC: Michael Moody,P.E.,Triad Associates Date: October 15,2006 Re: Conner Homes Shy Creek Development Floodplain Analysis—Revised Response This memo replaces our October 10,2006 memo by correcting the outlet invert of the 36-inch culvert under Jericho Street. In addition an analysis of existing flooding conditions at Jericho was performed and summarized.The October 10 memo described revisions to our August 2006 floodplain report(MWG,August 2006)which are repeated here. The new analyses were performed to address concerns raised in email correspondence with you and Allen Quynn. We performed the following analyses: • The pipe arch culvert at the Road B crossing with Shy Creek in the previous analysis was replaced with a bottomless arch culvert,with a 38-inch rise and a 72-inch span (culvert inverts were 400.40 feet—upstream,and 400.00 feet—downstream).That is the size of culvert planned to be installed and is larger than the culvert shown in our analyses. • The pipe arch culvert at the Road C crossing with Shy Creek in the previous analysis was replaced with a single arch culvert with a 38-inch rise and a 72-inch span(culvert inverts were at 397.0 feet—upstream and 394.90 feet—downstream). • The proposed conditions hydraulic analyses were modified to include an overbank area with a higher Manning's n roughness value. The"n" value was changed to 0.10 for the overbank areas. , • We performed a hydraulic analysis of the 36-inch culvert that is proposed at the upstream end of the creek under Jericho Avenue to review the sensitivity of upstream water levels at varying tailwater levels in the creek.An invert elevation of 401.5 was used in the analysis. Ron Straka October 15,2006 Page 2 • We erformed a h draulic anal sis of the existin 24-inch culvert under ericho that will P Y Y g 1 be replaced with the 36-inch culvert. The analysis was perfarmed to estimate existing flood levels caused by inadequate culvert capacity. The increased culvert size, especially at the Road B crossing,significantly reduces differences between the existing and proposed conditions water surface elevations,as shown in Table 1. More detailed output is attached to this memo.The new simulation results using the HEC-RAS model indicate that during a 100-year flood: • Water surface elevations upstream of the culvert at Road B would be at most 1.64 feet higher for the proposed conditions than for the existing conditions(This difference was reduced from 2.5 feet in the 2006 MWG Report). • Water surface elevations upstream of the culvert at Road C would be at most 1.50 feet higher for the proposed conditions than for the existing conditions(This difference was reduced from 2.0 feet in the 2006 MWG Report). �II TABLE 1: Comparison of Existing and Proposed Conditions—Water Surface Elevations Cross Section/ Existing Proposed Station 100-Year Flood 100-Year Flood (See Figure 1,MWG WSE WSE 2006) (ft) (ft) 52/2+00 402.39 403.67 50/2+25 402.25 403.66 II 48/2+5p 402.14 4Q3.66 46/3+00 401.99 Culvert C�Road B 45/3+ti 401.57 44/3+50 401.27 401.34 42/4+00 400.49 400.65 41/4+25 400,01 400.44 40/4+50 399.54 400.35 38/5+00 398.98 400.30 37/5+ti 398.64 400.28 36/5+50 397.98 Culvert @ Road C Ron Straka October 15,2006 , Page 3 Cross Section/ Eacisting Proposed Station 100-Year Flood 100-Year Flood (See Figure 1,MWG WSE WSE 2006) (ft) (ft) 35/5+75 396.84 34/6+00 395.48 395.85 32/6+50 393.75 393.76 30/7+00 391.43 391.45 A hydraulic analysis was conducted to evaluate whether the increase of 1.3 feet immediately downstream of Jericho Avenue(at the upstream end of the site)would affect headwater elevations upstream Jericho Avenue.The King County Backwater(KCBW)Analysis Model (King County 2001)was nzn for different tailwater conditions with the 100-year flow of 81 cfs through the proposed 36-inch storm drain culvert up to the 72-inch manhole at Jericho Avenue. The analysis showed that the headwater elevation upstream of the storm drain outlet was not sensitive to the changed tailwater conditions downstream:specifically for the range of tailwater conditions(402.39',403.67') at Station 52/2+00 the expected headwater elevation is 408.99 feet (see Figure 1). Figure 1 Backwater Analysis for 100-year flow—future conditions sz 81.5 - 81 ; HW�08.99' Flow[cis] 80.5 80 79.5 - 79— _ _ _ __ -- -- _ 402 402.5 403 403.5 404 404.5 405 Tailwater{ft] Ron Straka October 15,2006 Page 4 Existing Water Levels in Jericho Street A hydraulic analysis of existing flooding levels in Jericho created by the 24-inch diameter culvert was prepared. The KCBW Analysis Model was also used. The existing tailwater at the culvert calculated in the HEC-RAS program(402.39)was used in the analysis. An overflow elevation of 409.82 was used which is equal to the road surface at the manhole. It was found in the analysis that the manhole overflowed at less than 70 cfs and at 81 cfs(the 100-year flood) flow would be overtopping the roadway at an elevation about 410.1 feet. The water level at 81 cfs after the 24-inch culvert is replaced with a 36-inch culvert is 408.99 feet,more than one foot less than existing conditions. T'he KCBW output is attached to this memo. Summary and Conclusions li T'he hydraulic analyses show that existing water levels will decrease by more than one foot I when the 24-inch diameter pipe is replaced with 36-inch pipe,and downstream channel improvements are made. 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' _ _._ . :____--___-_.' _ Il6 -50 �10 -30 �-10 -t� o tC 1'0 30 Slatlm(fl� Shy Creek Development-revised Plan: Proposed FINAL 1ARCHESb(n2) 10/9/2006 ' Maplewood Creek Shy Creek 410 � � ' 1---� Legend _. ' --- --,-- _ ._ ; .---- .-- - - -- ---- � ----- _� ..__ ___ __ , ' , ! i � i ; � � � � WS 100-yr , i � � � � . i � � . � i , i i i i � WS 25-yr � _ ,..._ , _.._ i_...�._ _ _ _ ---i- ......,. ._i .. ,_ . . .._.. ', --r- i � i i i I i 405 i -, -._...__ . .�-- _---, __ —_._ --- r � ---,-- -----.�. . , .. . _ �.__ , WS 2-yr I � � i � : i i � • _ . _�... .,..__.._ ., __r __.. ...--�-- . ...-----. .... . �_...�---__ . _ _r----.... . .---- ----- . -- Ground � � � � � ; : _ -�-- -�. .. . ___, �--- -. . ,-- -.... ------ ,. .. -,---,- - .---�- .---- ,_ _ .. _,__. � i � � � � � � i , � ; ��.;,�,o , . � i i � � i i ; , : � � � I , i i , , 400 ,____..... �...._._., _..-- -r... ...---�----...._ ._�_... �___..-._ _._r--. .. � � i i 1... ,_,-._ ___r_ � _--�--..,..__.�---._.. .---- _, __-r____ ,----r_ __ � i � � i i ,. _.. _ ... . ,........ _ _ �_._..__..:. ...._r--.... ; i i 395 I � c 0 m � - _ _ . _ _ ----- , _ _ _ _. __ ._ ..,. __ W ,_ _ i � 390 .. __..__ _._.:1 ;. _..;_�_ .__..._ . _. . _ I _......_ _ -I _ i __ ____-�-.—__� _ __ , i , ( i i I i { � i � I i � i i i i i � i , i i _,...... .._..F_ � ---- r ---._. ._....__;. �.._..._ , _..., _,--�+--. _,-- i � � j i , � , ,. , _ .... .. : _ . ; _ -t---- .._----: . ,_._.. . _ ,.__... ,. .._ .:.... ..;__ i. i ' � i i � , i 385 , _ ;. � _ _ ___� ___ _..-----._; _-�—___. ._�.__�.__._...__._ ..._.,�...__{.... _ _ i ' � � � � �,. . �.._ _.._._... .... , .... ... ........._ .�._.._____. ....._.__�_._.. _._.��_+".'_y___._...__r_��f.___`�� __�___�_"'_.__- �;RSI'.T. . _ I '. 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I '' , ' i �. 375 0 200 400 600 800 1000 1200 Main Channel Distance(ft) � � � �x����� Cv�d'r�o��s � _ . BACK'uJATER PROGRAM FOR ROUND/ARCH CULVERTS �"`�J��'`r ��`'ls�V1l J Tailwater Elevation:402.39 feet �� ��� `,y �� Discharge Range:70. to 81 . Step of 1. [cfs] ��0� Overflow Elevation:409.82 feet Broad Crested Weir: Length:50. reet, Height:0.5 feet Upstream Velocity:2 .5 feet!sec CULV N0. 1: 50 LF - 29"C? � 0. ?2° OUTLET: 401.50 INLET: 401. 86 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI �********************+******�*+***+*�*****+�*************�*************�****�,.# **************** OVERFLOW ENCOUNTERED AT 70.00 CFS DISCHARGE ****************- ************** ACTUAL OVERFLOW MAY OCCUR AT LESS THAN 70.00 CFS ************** 70.00 7.96 909.82 * 0.012 2.00 2.00 0.89 2.0a 5.72 17.20 21 .00 TOTAL "n4d" VS. "Q" DATA PRINT-OUT Q(CFS) HW(FT) HW-ELEV(FT) *�*************+*****�*��.�**+�*****************************�****�****+* **************** OVERFLOW ENCOUNTERED AT 70.00 CFS DISCHARGE *************�*** ************** ACTUAL OVERFLOW MAY OCCUR AT LESS THAN 70.00 CFS ************** ********** THE FOLLOWING DATA INCLUDES CULVERT FLOW PLUS WEIR FLOW *********** 70.00 7.96 909.82 70.99 8.06 409.92 71. 99 8.09 409.95 72.98 8.12 409.98 74.02 8.19 410.00 75.00 8.15 410.01 75.94 8.17 910.03 77.01 8.18 410.04 78.01 8 .19 410.05 78.97 8.21 410.07 80.05 8.22 910.08 81.03 8.23 410.09 • j,�r� f2, �3� r� �. Cc.c lv�''� Gt����iv►� File:C:\kc_swdmlkcbw\ShyCreekbackwate2.txt 10/13/2006, 1:50:59PM ,/�, / /� " �/' i,����/' /C_l�/�� BACKWATER PROGRAM FOR ROUND/ARCH CULVERTS Taiiwater Elevation:402.3 feet Discharge Range:70.to 81.Step of 1. [cfs] Overflow Elevation:409.82 feet Weir:NONE Upstream Velocity:2.5 feeUsec CULV NO. 1: 50 LF-36"CP @ 0.72% OUTLET:401.50 INLET:401.86 INTYP:5 ��1 � - � ��ti� c:.� `�� L � Q(CFS) HW(FT) HW ELEV.'N-FAC DC DN TW DO DE HWO HWI ............................................................................. j 70.00 5.81 407.67 '0.012 2.66 3.00 0.80 2.66 2.88 5.13•5.81 C�� �1 � �� 71.00 5.92 407.78 '0.012 2.68 3.00 0.80 2.68 2.92 5.21 5.92 72.00 6.03 407.89 '0.012 2.69 3.00 0.80 2.69 2.95 5.29 6.03 73.00 6.15 408.01 '0.012 2_70 3.00 0.80 2.70 3.01 5.40 6.15 74.00 6.26 408.12 '0.012 2.71 3.00 0.80 2.71 3.03 5.49 6.26 q r 75.00 6.38 408.24 '0.012 2.72 3.00 0.80 2.72 3.05 5.58 6.38 1i C/ � � ( � �1� �/�� �Z 76.00 6.50 408.36 '0.012 2.74 3.00 0.80 2.74 3.06 5.66 6.50 �1 ! 77.00 6.62 408.48 '0.012 2.75 3.00 0.80 2.75 3.08 5.75 6.62 78.00 6.75 408.61 '0.012 2.76 3.00 0.80 2.76 3.10 5.84 6.75 79.00 6.87 408.73 '0.012 2.77 3.00 0.80 2.77 3.12 5.94 6.87 80.00 7.00 408.86 '0.012 2.78 3.00 0.80 2.78 3.13 6.02 7_00 81.00 7.13 408.99 '0.012 2.78 3.00 0.80 2.78 3.15 6.12 7.13 BACKWATER PROGRAM FOR ROUNDlARCH CULVERTS Tailwater Elevation:402.5 feet Discharge Range:70.to 81.Step of 1.[cfs] Overflow Eleva6on:409.82 feet Weir:NONE Upstream Velocity:2.5 feeUsec CULV NO. 1: 50 LF-36"CP @ 0.72% OUTLET:401.50 INLET:401.86 INTYP:5 Q(CFS) HW(FT) HW ELEV.'N-FAC DC DN TW DO DE HWO HWI ....................�......,.,...,,.,,..,.,,...,,...,,..,,,..,.......,..,....., , 70.00 5.81 407.67 '0.012 2.66 3.00 1.�0 2.66 2.88 5.13 5.81 71.00 5.92 407.78 '0.012 2.68 3.00 1.00 2.68 2.92 5.21 5.92 72.00 6.03 407.89 '0.012 2.69 3_00 1.00 2.69 2.95 5.29 6.03 73.00 6.15 408.01 '0.�12 2.70 3.00 1.00 2.70 3.01 5.40 6.15 74.00 6.26 408.12 '0.012 2.71 3.Q0 1.00 2.71 3.03 5.49 6.26 75.00 6.38 408.24 '0.012 2.72 3.00 1.00 2.72 3.05 5.58 6.38 76.00 6.50 408.36 '0.012 2.74 3.00 1.00 2.74 3.06 5.66 6.50 77.00 6.62 408.48 '0.012 2.75 3.00 1.00 2.75 3.08 5.75 6.62 78.00 6.75 408.61 '0.012 2.76 3.00 1.00 2.76 3.10 5.84 6.75 79.00 6.87 408.73 '0.012 2.77 3.00 1.00 2.77 3.12 5.94 6.B7 80.00 7.�0 408.86 '0.012 2.78 3.00 1.00 2.78 3.13 6.02 7.00 8�.00 7.13 408.99 '0.012 2.78 3.00 1.00 2.78 3.15 6.12 7.13 BACKWATER PROGRAM FOR ROUND/ARCH CULVERTS Tailwater Elevation:403.feet Discharge Range:70.to 81.Step of 1. [cfsJ Overflow Elevation:409.82 feet Weir:NONE Upstream Velocity:2.5 feeUsec CULV NO. 1: 50 LF-36"CP @ 0.72% OUTLET:401.50 INLET:401.86 INTYP:5 -- - -- -- Page. 1 File:C:Ucc swdm\kcbwlShyCreekbackwater2.Uct 10/13/2006, 1:50:59PM Q(CFS) HW(FT) HW ELEV.'N-FAC DC DN TW DO DE HWO HWI .,,...,..>..................................................................... 70.00 5.81 407.67 '0.012 2.66 3.00 1.50 2.66 2.88 5.13 5.81 71.00 5.92 407.78 '0.012 2.68 3.00 1.50 2.68 2.92 5.21 5.92 72.00 6.03 407.89 '0.012 2.69 3.00 1.50 2.69 2.95 5.29 6.03 73.00 6.15 408.01 '0.012 2.70 3.00 1.50 2.70 3.01 5.40 6.�5 74.00 6.26 408.12 '0.012 2.71 3.00 1.50 2.71 3.03 5.49 6.26 75.00 6.38 408.24 '0.012 2.72 3.00 1.50 2.72 3.05 5.58 6.38 76.00 6.50 408.36 'Q.012 2.74 3.00 1.50 2.74 3.06 5.66 6.50 77.00 6.62 408.48 '0.012 2.75 3.00 1.50 2.75 3.08 5.75 6.62 78.00 6.75 408.61 '0.012 2.76 3.00 1.50 2.76 3.10 5.84 6.75 79.00 6.87 408.73 '0.012 2.77 3.00 1.50 2.77 3.12 5.94 6.87 80.00 7.00 408.86 '0.012 2.78 3.00 1.50 2.78 3.13 6.02 7.00 81.00 7.13 408.99 '0.012 2.78 3.00 1.50 2.78 3.15 6.12 7.13 BACKWATER PROGRAM FOR ROUND/ARCH CULVERTS Tailwater Elevation:403.5 feet Discharge Range:70.to 81.Step of 1.[cfs] Overflow Elevation:409.82 feet Weir:NONE Upstream Velocity:2.5 feeUsec CULV NO. 1: 50 LF-36"CP @ 0.72% OUTLET:401.50 INLET:401.86 INTYP:5 Q(CFS} HW(FT) HWELEV.'N-FAC DC DN TW DO DE HWO HWI .........................>,...........,........,,..,,.......,,.........,....... 70.00 5.81 407.67 '0.012 2.66 3.00 2.00 2.66 2.88 5.13 5.81 71.00 5.92 407.78 'O.a12 2.68 3.00 2.00 2.68 2.92 5.21 5.92 72_00 6.03 407.89 '0.0'12 2.69 3.00 2.00 2.69 2.95 5.29 6.03 73.00 6.15 408.01 '0.012 2.70 3.00 2.00 2.70 3.01 5.40 6.15 74.00 6.26 408.12 '0.012 2.71 3.00 2.00 2.71 3.03 5.49 6.26 75.00 6.38 408.24 '0.012 2.72 3.00 2.00 2.72 3.05 5.58 6.38 76.00 6.50 408.36 '0.012 2.74 3.00 2.00 2.74 3.06 5.66 6.50 77.00 6.62 408.48 '0.012 2.75 3.00 2.00 2.75 3.08 5.75 6.62 78.00 6.75 408.61 '0.012 2J6 3.00 2.00 2.76 3.10 5.84 6J5 79.00 6.87 408.73 '0.012 2.77 3.00 2.00 2.77 3.12 5.94 6.87 80.00 7.00 408.86 '0.012 2.78 3.00 2.00 2.78 3.13 6.02 7.00 81.00 7.13 408.99 `0.012 2.78 3.00 2.00 2.78 3.15 6.12 7.13 BACKWATER PROGRAM FOR ROUNDlARCH CULVERTS Tailwater Elevation:404.feet Discharge Range:70.to 81.Step of 1.[cfs] OverFlow Elevation:409.82 feet Weir:NONE UpsVeam Velocity2.5 feeUsec CULV NO. 1: 50 LF-36"CP @ 0.72% OUTLET:401.50 INLET:401.86 INTYP:5 Q(CFS) HW(FT) HW ELEV.'N-FAC DC DN TW DO DE HW� HWI .��•ri»�w*t:*�R�i�s.s.�s,�is.f���w.f�:�.�•.�...•i�a��»�t».a��»���»*����»»��• 70.00 5.81 407.67 '0.012 2.66 3.00 2.50 2.66 2.88 5.13 5.81 71.00 5.92 407.78 '0.012 2.68 3.00 2.50 2.68 2.92 5.21 5.92 72.00 6.03 407.89 '0.012 2.69 3.00 2.50 2.69 2.95 5.29 6.03 ' 73.00 6.15 408.01 '0.012 2.70 3.00 2.50 2.70 3.01 5.40 6.15 74.00 6.26 408.12 '0.012 2.71 3.00 2.50 2.71 3.03 5.49 6.26 75.00 6.38 408.24 '0.012 2.72 3.00 2.50 2.72 3.05 5.58 6.38 76.00 6.50 408.36 '0.0?2 2.74 3.00 2.50 2.74 3.06 5.66 6.50 77.00 6.62 408.48 '0.012 2.75 3.00 2.50 2.75 3.08 5.75 6.62 78.00 6.75 408.61 '0.012 2.76 3.00 2.50 2.76 3.10 5.84 6.75 - -- --- - - Page: 2 File:C:1kc_swdmlkcbwlShyCreekbackwater2.txt 10/13/2006.1:50:59PM 79.00 6.87 408.73 '0.012 2.77 3.00 2.50 2.77 3.12 5.94 6.87 80.00 7.00 408.86 '0.012 2.78 3.00 2.50 2.78 3.13 6.02 7.00 81.00 7.13 408.99 '0.012 2.78 3.00 2.50 2.78 3.15 6.12 7.13 BACKWATER PROGRAM FOR ROUND/ARCH CULVERTS Tailwater Elevation:404.5 feet Discharge Range:70.to 81.Step of 1. [cfs) Overflow Elevation:409.82 feet Weir:NONE UpsVeam Velocity:2.5 feeUsec CULV NO. 1: 50 LF-36"CP @ 0.72% OUTLET:401.50 INLET:401.86 INTYP:5 Q(CFS) HW(FT) HW ELEV.'N-FAC DC DN TW DO DE HWO HWI ...........................«....,,..........,,,....,..,,,......,..,.,,..,.,.,, 70.00 5.81 407.67 '0.012 2.66 3.00 3.00 3.00 3.11 5.30 5.81 71.00 5.92 407.78 '0.012 2.68 3.00 3.�0 3.00 3.12 5.38 5.92 72.00 6.03 407.89 '0.012 2.69 3.00 3.00 3.00 3.14 5.46 6.03 73.00 6.15 408.01 '0.012 2.70 3.00 3.00 3.00 3.15 5.54 6.15 74.00 6.26 408.12 '0.012 2.71 3.00 3.00 3.00 3.16 5.62 6.26 75.00 6.38 408.24 '0.012 2.72 3.00 3.00 3.00 3.18 5.71 6.38 76.00 6.50 408.36 '0.012 2.74 3.00 3.00 3.00 3.19 5.79 6.50 77.00 6.62 408.48 '0.012 2.75 3.00 3.00 3.00 3.21 5.88 6.62 78.00 6.75 408.61 "0.012 2.76 3.00 3.00 3.00 3.22 5.97 6.75 79.00 6.87 408.73 '0.012 2.77 3.00 3.00 3.00 3.24 6.05 6.87 80.00 7.00 408.86 '0.012 2.78 3.00 3.00 3.00 3.25 6.14 7.00 81.00 7.13 408.99 '0.012 2.78 3.00 3.00 3.00 3.27 6.23 7.13 '�I II I ( _ __ Page:3 � � , • . \ �� -� 2 -vv � T � ,1 S S O C I A T E S �( '`-�"' � I � 12 I 12 I I Sth Avenue NE ' Y,rF:L�nd,`.�/A 9°034-6929 October 12, 2006 _- � � ��`��J azs.az,.saas zss>zi= �i t,x :��.-��as�e';-�c,c�u°-�.c� Michael Dotson �.�ww r�dzssoc.mm City of Renton 1055 S. Grady Way ` Renton, WA 98055 RE: Shy Creek _ � ... Triad Job No. 03-185 Dear Mike: Pursuant to the City Comments received via email on October 3, 2006 and October 6, 2006 for the Shy Creek project, this letter will serve as the formal response from the applicant. The responses to the City's comments will appear in the same order as presented in the City's October 3, 2006 email. Surface Water 1. Based on the floodplain analysis, the 100-yr floodplain under the proposed project will rise by as much as 2.1 feet above the existing channel conditions 100-yr floodplain upstream of the proposed culverts. Basically, the 100-yr floodplain increases as a result of head loss created by the culvert/roadway crossing of stream. Although the compensatory storage analysis shows a net increase in storage of 527 CY, most of that is provided downstream of the two culvert crossings. This is not acceptable to the City. The applicant must increase the size of the culvert and/or increase the compensatory storage (increase cross sectional area of channel)upstream of the proposed arch culverts such that there is zero rise in the 100-yr floodplain elevation at these locations. Response: ADDRESSED- Follow up email from City of Renton, dated October 6, 2006 reads: "There will be an allowance for the on-site 100-year floodplain (upstream of the road crossings(s) being constructed within the plat) to increase. However, as discussed, please show by modeling that the increase will not overtop and cause any adverse impacts." Please refer to the technical memorandum, dated October 10,2006 by Anchor Environmental. AddiNonal analyses were conducted to demonstrate no flooding impacts onsite or offsite in the proposed 100-yr floodplain condition including overtapping of the 36" upstream conveyance system and the stream east of Jericho tributary to the existing 24" culvert crossing Jericho. � � � � � Page 2 Michael Dotson City of Renton October 12,2006 2. The proposed CMP arch culverts are not acceptable. The Hearing Examiner required that the culverts be bottomless box culverts. The Surface Water Utility would like to see the j three sided concrete box culverts on a suitable foundation designed by a licensed geotechnical engineer, as specified in the hearing examiner conditions. Response: ADDRESSED—Please refer to the email from John Skochdopole (Conner Homes), dated October 4, 2006 acknowledging the City's acceptance of the proposed bottomless arch culverts and providing manufacturer's input addressing maintenance concerns. 3. Based on the design of the proposed 36" storm pipe that discharges the off site, upstream basin runoff from the existing 36"pipe on Jericho Ave. SE into Shy Creek(Sheet 8), the calculated manning's capacity is 70 cfs. The upstream basin analysis shows the flows to the pipe from the upstream basin aze approximately 75 cfs which does not include the tributary runoff to the existing 24"culvert that also discharges to the 36" culvert via an existing Type II mahhole in Jericho Ave. The applicant must use a backwater model to size the culvert to pass the 25-yr storm for the combined tributary flow from both the 24" culvert crossing Jericho Ave. from the east and the 36"bypass pipe running down Jericho from the north with no over topping of rims of structures in Jericho Ave. The engineer can use the existing backwater model (developed by Triad)that was developed as part of the analysis of the 36"bypass pipe completed as part of the Sienna Development. That model may have already included the flow from the 24" culvert. The engineer will need to check the 100-yr storm and verify that any surcharging of the 36"bypass pipe stays within the ROW of Jericho Ave. SE and dows not flood downstream properties. The revised backwater model shall use the 25-and 100-yr tailwater elevation from the proposed condition floodplain analysis as downstream boundary conditions. The flows contributing to the 24" culvert shall be based on future condition hydrology assuming full build out, current zoning land use. Response: ADDRESSED—Please refer to the technical memorandum, dated October 10, 2006 by Anchor Environmental. A backwater analysis was performed on the upstream conveyance system to confirm that no change in the 100-yr elevation occurs as a result of the proposed project improvements (road crossings at Road B and Road C). 4. The channel roughness of 0.06 for overbank areas used in the HEC-RAS Model is too I low for proposed project. Fully vegetated cover including trees and dense brush in the buffer will have roughness values of 0.15 to 0.20. Engineer will need to show , justification for lower roughness values. Response: ADDRESSED—Please refer to the technical memorandum, dated October 10, 2006 by Anchor Environmental. The channel roughness for overbank areas was increased to 0.10. Page 3 Michael Dotson City of Renton October 12,2006 5. What starting tailwater elevation was used in the HEC-RAS Model and how was it I justified? Response: ADDRESSED—As noted in the meeting at the City of Renton on October 5, 2006,the revised floodplain analysis, dated August 31, 2006 by Montgomery Water Group discusses the tailwater elevation used and its jusdfication. Please refer to the revised floodplain analysis referred to above. Transportation 1. Two-way vehicular traffic operation on SE 2"d Place between Hoquiam Ave NE and Jericho Ave NE is required. A proposed roadway section where the 30-foot right-of-way is shown on the Plan Sheet 21. Response: ADDRESSED—Please refer to the revised plans included with this submittal. Per conversations with the City of Renton, the proposed roadway secNon provides a pavement width of 20' but is designed for a future 32' full pavement width condition. , A note has been added to the plans to read: I� "NOTE: Subject to appropriate right of way or easement acquisition south of exisiting right-of-way line. Absent said acquisition, City and applicant to work toward mutually agreeable improvement section within existing ROW." 2. See comments on Sheet L2 regarding impact of proposed trees and shrubs on vehicular and pedestrian sight distance at the intersection of Road A and Road B. Response: ADDRESSED—Please refer to the revised plans included with this submittal.The street trees have been relocated as indicated on the City red-line markups.The shru6s have been replaced with ground cover also as indicated on the City red-line markups. 3. See attached red-line markups. Response: ADDRESSED—All red-line comments have been addressed as noted or as required. Please note, however,that the curb ramps at the intersection of Hoquiam Ave& SE 2"d Place were not chan�ed in order to maintain consistency with the intersection of Jericho Ave & SE 2° Place and to accommodate the 120" catch basin 47. Please refer to the revised plans included with this submittal. �I Page 4 i Michael Dotson j City of Renton October 12,2006 i 4. NOTE - There has not been a street light plan submittal at this time. Street lighting is a requirement of this development, and a plan and permit for installation is required. Response: ACKNOWLEDGED—The street light plan is being completed by TraffEx Northwest and will be submitted under separate cover. Waste Water 1. See attached red-line mazkups. Response: ADDRESSED—All red-line comments have been addressed as noted. Please refer to the revised plans included with this submittal. Should you have any questions or require additional information to complete your review, please do not hesitate to contact me at(425) 821-8448 or mmoody�a,triadassoc.com. Sincerely, � TRIAD ASSOCIATES � Michael A. Moody, P.E. Project Engineer cc: John Skochdopole, Conner Homes Company . � I� y�� yJ � BACiCWATER PROGRAM FOR ROUND%i-�RCH CULVERTS Tailwater Elevation:402.39 feet Discharge Range:50. to 100. Step of 1. [cfs] Overflow Elevation:410. feet ' Broad Crested Weir: Length:50. feet, Height:0.5 feet Ups�ream Veloc:�y:� . 5 �eet/sec CULV N0. 1: 50 LF - 48"CP a 0.72� OUTLET: 401.50 INLET: 401.86 INTYF: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******�**��******�***************�*�****+**�*********************�***��******** 50.00 3.01 404 .87 * 0.012 2.13 1.71 0.89 1.71 2. 13 ***** 3.01 51.00 3.05 404 .91 * 0.012 2.15 1.73 0.89 1.73 2.15 ***** 3.05 52.00 3.09 404.95 * 0.012 2.17 1.75 0.89 1.75 2.17 ***** 3.09 53. 00 3.13 404.99 * 0.012 2.19 1.77 0.89 1.77 2.19 ***** 3.13 54 .00 3. 17 405.03 * 0.012 2.21 1.79 0.89 1.79 2.21 ***** 3. 17 55.00 3.21 405.07 * 0.012 2.24 1.81 0.89 1.81 2.24 ***** 3.21 56.00 3.25 405. 11 * 0.012 2.26 1.82 0.89 1.82 2.26 ***** 3.25 57 .00 3.29 405. 15 * 0.012 2.28 1.84 0.89 1.84 2.28 ***** 3.29 58.00 3.33 405.19 * 0.012 2.30 1.86 0.89 1.86 2.30 ***** 3.33 59.00 3.37 405.23 * 0.012 2.32 1.88 0.89 1.88 2.32 ***** 3.37 60.00 3.91 405.27 * 0.012 2.34 1.90 0.89 1.90 2.34 ***** 3.41 61.00 3.45 405.31 * 0.012 2.36 1. 91 0.89 1.91 2.36 ***** 3.45 62.00 3.49 405.35 * 0.012 2.38 1. 93 0.89 1.93 2.38 ***** 3.49 63.00 3.53 405.39 * 0.012 2.40 1.95 0.89 1.95 2.40 ***** 3.53 64 .00 3.57 405.43 * 0.012 2.42 1. 97 0.89 1.97 2.42 ***** 3.57 05.00 3.61 405.47 * 0.012 2. 44 1. 99 0.89 1 . 99 2.44 ***** 3. 61 66.00 3. 65 405.51 * 0.012 2.46 2.00 0.89 2.00 2.46 ***** 3. 65 67 .00 3. 69 405.55 * 0.012 2.48 2.02 0.89 2.02 2.48 ***** 3.69 68.00 3.73 405.59 * 0.012 2.50 2.04 0.89 2.04 2.50 ***** 3.73 69.00 3.77 905. 63 * 0.012 2.52 2.06 0.89 2.06 2.52 ***** 3.77 70.00 3.81 405.67 * 0.012 2.53 2.08 0.89 2.08 2.53 ***** 3.81 71.00 3.85 405.71 * 0.012 2.55 2.09 0.89 2.09 2.55 ***** 3.85 i2.00 3.89 405.75 * 0.012 2.57 2. 11 0.89 2.11 2.57 ***** 3.89 �3.00 3.93 405.79 * 0.012 2.59 2.13 0.89 2. 13 2.59 ***** 3. 93 74 .00 3. 97 405.83 * 0.012 2.61 2.15 0.89 2.15 2. 61 ***** 3. 97 75.00 4 .01 405.8? * 0.012 2. 63 2.16 0.89 2.16 2.63 ***** 4 .01 76.00 4 .05 405.91 * 0.012 2.64 2.18 0.89 2.18 2. 64 ***** 4.05 77 .00 4 .09 405. 95 * 0.012 2.66 2.20 0.89 2.20 2.66 ***** 4.09 78 .00 4.13 405. 99 * 0.012 2.68 2.22 0.89 2.22 2 . 68 ***** 4 . 13 i9.00 4.17 406.03 * 0.012 2.70 2.23 0.89 2.23 2.70 ***** 4 .17 �0.00 9 .21 406.07 * 0.012 2.71 2.25 0.89 2.25 2.71 ***** 4 .21 �1 _�o a _25 nnh_ 1 � * (l_n�2 2_73 ?_27 o.s9 2 .27 2.73 ***** 4 .25 82.00 4.29 406. 15 * 0.012 2.75 2.29 0.89 2.29 2.75 ***** 4 .29 83.00 4 .33 406.19 * 0.012 2.77 2.30 0.89 2.30 2.77 ***** 4 .33 84 .00 4 .37 406.23 * 0.012 2.78 2.32 0.89 2.32 2.78 ***** 4 .37 85.00 4 .41 406.2? * 0.012 2.80 2.34 0.89 2.39 2.80 ***** 4.41 86.00 4 .45 406.31 * 0.012 2.82 2.36 0.89 2.36 2.82 ***** 4 .45 87 .00 4 .49 406.35 * 0.012 2.83 2.37 0.89 2.37 2.83 ***** 4 .49 88 .00 4 .53 406.39 * 0.012 2.85 2.39 0.89 2.39 2.85 ***** 4 .53 89.00 4 .57 406.43 * 0.012 2.87 2.41 0.89 2.41 2.87 ***** 4 .57 90.00 4. 61 406.97 * 0.012 2.88 2.43 0.89 2.43 2.88 ***** 4 . 61 91.00 4. 66 906.52 * 0.012 2. 90 2.45 0.89 2.45 2. 90 ***** 4 . 66 92.00 4 .70 406.56 '� 0.012 2. 91 2.46 0.89 2.46 2. 91 ***** 4 .70 93.00 4 .74 -!�� �,� - C .C12 2. 93 2. 4a �. R9 2. �8 2 . 93 **;** _ . ?4 ! 94.00 4 .79 906. 65 * 0.012 2. 94 2.50 0.89 2.50 2.94 ***** 4 .79 95.00 4 .83 406.69 * 0.012 2.96 2.52 0.89 2.52 2.96 ***** 4.83 96.00 4.88 406.74 * 0.012 2. 98 2.53 0.89 2.53 2.98 ***** 4 . 88 97.00 4 . 92 406.78 * 0.012 2.99 2.55 0.89 2.55 2.99 ***** 4.92 98.00 4 .97 406.83 * 0.012 3.01 2.57 0.89 2.57 3.01 ***** 4 . 97 , 99.00 5.01 406.87 * 0.012 3.02 2.59 0.89 2.59 3.02 ***** 5.01 I 100.00 5.06 406.92 * 0.012 3.04 2. 61 0.89 2.61 3.04 ***** 5.06 � TOTAL "HW" VS. "Q" DATA PRINT-OUT Q(CFS) HW(FT) HW-ELEV(FT) ******�****�*****************************+*****+*�******��*�*�*+*�*��*�* 50.00 3.01 404.87 51.00 3.05 404 . 91 52.00 3.09 404 .95 53.00 3. 13 404 . 99 54 .00 3.17 405.03 55.00 3.21 405.07 56.00 3.25 405.11 57.00 3.29 405.15 58.00 3.33 905.19 �9.00 3.37 405.23 60.00 3.41 405.27 61.00 3.45 405.31 62.00 3.99 405.35 63.00 3.53 405.39 64 .00 3.57 405.43 65.00 3. 61 405.47 66.00 3.65 405.51 67.00 3.69 405.55 68_00 3.73 405.59 09.00 3.77 405. 63 70.00 3.81 405. 67 71.00 3.85 405.71 72.00 3.89 405.75 i3.00 3. 93 405.79 ?4.00 3.97 405.83 ! ?5.00 4 .01 405.87 �6.00 4 .05 405.91 77.00 4 .09 405. 95 78.00 4 .13 405. 99 I 79.00 4.17 406.03 80.00 4.21 406.07 i 81.00 4 .25 406.11 82.00 4 .29 406.15 83.00 4.33 406. 19 84 .00 4 .37 406.23 � 85.00 4.41 406.27 � 86.00 9 .45 406.31 87.00 9 .49 406.35 88.00 4.53 406.39 �� 89.00 4 .57 406.43 90.00 4 .61 406.47 � 91 .00 4 .66 406.52 92.0^ 4 .70 �06.56 t 93.00 4 .74 406.60 94.00 4 .79 406.65 95.00 4.83 406.69 96.00 4.88 406.74 97.00 4 . 92 406.78 98.00 4 . 97 406.83 99.00 5.01 406.87 100.00 5.06 406.92 BACKWATER PROG�s F�R RO�JND/ARCH CULVER�S Tailwater Elevation:403.67 feet Discharge Range:50. to 100. Sten of l. [�fs] Overflow Elevation:410. feet Broad Crested Weir: Length:50. feet, Height: 0.5 feet UpstreGm �Jelc�ity:2. � =2et/sec CUL'J NO. l: �" �E - 48"C� � 0.72'� OliT�E�: �0�. 50 INL�T: ���1 . 86 Ir]�'YP: 5 Q(CFS) HW(�'�j �iP� ELEV. * '�-FAC DC DN TPd DO DE H�^]0 �WI ***�**********x�.*+************��x***�**+********x+*******�x*��*x�x�*+��******* 50.00 3.01 404.87 * 0.012 2.13 1.71 2.17 2.17 2.13 ***** 3.01 51.00 3.05 404. 91 * 0.012 2.15 1.73 2.17 2.17 2.15 ***** 3.05 ' 52.00 3.09 904.95 * 0.012 2.17 1.75 2.17 2.17 2.17 �**** 3.09 53.00 3.13 404.99 * 0.012 2. 19 1.77 2.17 2. 17 2.19 �**** 3. 13 54 .00 3.17 405.03 * 0.012 2.21 1.79 2. 17 2. 17 2.21 ***** 3.17 55.00 3.21 405.07 * 0.012 2.24 1.81 2.17 2.17 2.24 ***** 3.21 56.00 3.25 405.11 * 0.012 2.26 1.82 2.17 2.17 2.26 ***** 3.25 57.00 3.29 405.15 * 0.012 2.28 1.84 2.17 2. 17 2.28 ***** 3.29 58.00 3.33 405.19 * 0.012 2.30 1.86 2.17 2.17 2. 30 ***** 3.33 59.00 3.37 405.23 * 0.012 2.32 1.88 2.17 2.17 2.32 ***** 3.37 60.00 3. 41 405.27 * 0.012 2.34 1.90 2.17 2. 17 2.34 ***** 3.41 61.00 3. 45 405.31 * 0.012 2.36 1.91 2.17 2. 17 2.36 ***** 3.45 62.00 3.49 405.35 * 0.012 2.38 1.93 2.17 2. 17 2.38 ***** 3.49 63.00 3.53 405.39 * 0.012 2.40 1. 95 2.17 2. 17 2.40 ***** 3.53 64 .00 3.57 405.43 * 0.012 2.42 1. 97 2.17 2. 17 2.42 ***** 3.57 65.00 3. 61 405.47 * 0.012 2.44 1. 99 2.17 2. 17 2.44 ***** 3. 61 66.00 3. 65 405.51 * 0.012 2.96 2.00 2. 17 2.17 2. 46 ***** 3.65 67.00 3. 69 405.55 * 0.012 2.48 2.02 2. 17 2.17 2.4� ***** 3. 69 68.00 3.73 405.59 * 0.012 2.50 2.04 2. 17 2.17 2.50 ***** 3.73 69.00 3.77 405.63 * 0_012 2.52 2.06 2. 17 2.17 2_52 ***** 3.77 70.00 3.81 405.67 * 0.012 2.53 2.08 2. 17 2.17 2.53 ***** 3.81 71.00 3.85 405.71 * 0.012 2.55 2.09 2.17 2.17 2.55 ***** 3.85 72.00 3.89 405.75 * 0.012 2.57 2.11 2.17 2.17 2.57 ***** 3.89 73. 00 3. 93 405.79 * 0.012 2.59 2.13 2.17 2.17 2.59 ***** 3. 93 74 .00 3. 9? 405.83 * 0.012 2.61 2.15 2.17 2.17 2.61 ***** 3. 97 75. 00 4 .01 405.87 * 0.012 2.63 2.16 2.17 2.17 2.63 ***** 4 .01 76.00 4 .05 405.91 * 0.012 2.64 2.18 2.17 2.18 2.64 ***** 4 . 05 77.00 4 .09 405.95 * 0.012 2.66 2.20 2.17 2.20 2.66 ***** 4 . 09 78 .00 4 . 13 905.99 * 0.012 2. 68 2.22 2. 17 2.22 2. 68 ***** 4 . 13 79.00 4 . 1? 406.03 * 0.012 2.70 2.23 2.17 2.23 2.?0 ***** 4 . 17 80.00 4 .21 406.07 * 0.012 2.71 2.25 2.17 2.25 2.?1 ***** 4 .21 -- $�Q4 4 _25 406_l_1 * �_�12 2_73 �_77 �.17 �_27 2_�� ***** 4 ? 82.00 4 .29 406.15 * 0.012 2.75 2.29 2.17 2.29 2 .?5 ***** 4.29 83.00 4 .33 406.19 * 0.012 2.77 2.30 2. 17 2.30 2.77 ***** 4 .33 84 .00 4 .37 406.23 * 0.012 2.78 2.32 2. 17 2.32 2 .?� ***** 4 .37 85.00 4 .41 406.27 * 0.012 2.80 2.34 2. 17 2.34 2.8� ***** 4 .41 86.00 4.45 406.31 * 0.012 2.82 2.36 2. 17 2.36 2.82 ***** 4.45 87.00 4 .49 406.35 * 0.012 2.83 2.37 2. 17 2.37 2.83 ***** 4.49 88.00 4 .53 406.39 * 0.012 2.85 2.39 2. 17 2.39 2.85 ***** 4.53 89.00 4 . 57 406.43 * 0.012 2.87 2.41 2. 17 2.41 2.8? ***** 4.57 90.00 4 . 61 406.47 * 0.012 2. 88 2.43 2. 17 2.43 2.88 ***** 4. 61 91.00 4 . 66 406.52 * 0.012 2.90 2.45 2. 17 2.45 2. 90 ***** 4. 66 92.00 4 .7n 406.56 * 0.012 2. 91 2.46 2.17 2.46 2. 9"- ***** 4 .70 93.0� 4 .�� 406. 60 * C.012 2. 9� 2. 4a 2. 17 2. �3 _ . . -*��* � . ?4 94 .00 4 .79 406.65 * 0.012 2.94 2.50 2.17 2.50 2.94 ***** 4.79 95.00 4.83 406. 69 * 0.012 2.96 2.52 2.17 2.52 2. 96 ***** 4.83 96.00 4.88 406.74 * 0.012 2.98 2.53 2.17 2.53 2. 98 ***** 4 .88 97.00 4 . 92 406.78 * 0.012 2.99 2.55 2.17 2.55 2.99 ***** 4 . 92 98.00 4 .97 406.83 * 0.012 3.01 2.57 2.17 2.57 3.01 ***** 4 . 97 99.00 5.01 406.87 * 0.012 3.02 2.59 2.17 2.59 3.02 ***** 5.01 100.00 5.06 406.92 * 0.012 3.04 2. 61 2.17 2. 61 3.04 ***** 5.06 TOTAL "HW" VS. "Q" DATA PRINT-OUT Q(CFS) HW(FT) HW-ELEV(FT) ****************************+**************�****�***�******************* � 50.00 3.01 404.87 51.00 3.05 404.91 52.00 3.09 404.95 53.00 3.13 404.99 54.00 3.17 405.03 55.00 3.21 405.07 56.00 3.25 405.11 57.00 3.29 405. 15 58.00 3.33 405. 19 59.00 3.37 405.23 60.00 3.41 405.27 61.00 3.45 405.31 62.00 3.49 905.35 63.00 3.53 405.39 64.00 3.57 905.43 65.00 3.61 405.47 I� 66.00 3. 65 405.51 �� 67.00 3.69 405.55 I 68.00 3.73 405.59 69.00 3.77 405.63 I, 70.00 3.81 405.67 ' 71.40 3.85 405.71 72.00 3.89 405.75 73.00 3. 93 405.79 74.00 3. 97 405.83 75.00 4.01 405.87 76.00 4.05 405.91 77.00 4.09 405. 95 78.00 4.13 405. 99 79.00 4.17 406.03 80.00 4.21 406.07 81.00 4.25 406.11 82.00 4 .29 406.15 83.00 4 .33 406.19 ' 84.00 4 .37 406.23 85.00 4 .41 406.27 86.00 4 .45 406.31 87.00 4 .49 406.35 88.00 4 .53 406.39 89.00 4.57 406.43 90.00 4 .61 406.47 91.00 4 .66 406.52 92.00 4 .?0 4Co. 56 93.00 4.74 406. 60 94.00 4.79 406.65 95.00 4 .83 406.69 96.00 4 .88 406.74 97.00 4 . 92 406.78 98.00 4 . 97 406.83 99.00 5.01 406.87 100.00 5.06 406. 92 i �� I� �, � ! � ����On AnchorEnvironmental,L.L.C. �� 811 Kirkland Ave,Suite 200 'J ENVIRONMENTAI, I.L.C. P.O.BOXLSI�I Kirkland,WA 98083-2517 Phone 425.827.3243 Fax 425.8?i.3509 Memorandum �I To: Ron Straka,P.E., City of Renton � From: Felix Kristanovich, P.E.,PhD Robert Montgomery,P.E. CC: Michael Moody, P.E.,Triad Associates , Date: October 10,2006 Re: Conner Homes Shy Creek Development Floodplain Analysis—Response We have revised our previous floodplain analysis(MWG,August 2006)to address concerns raised in email correspondence with you and Allen Quynn. We performed the following analyses: • The pipe arch culvert at the Road B crossing with Shy Creek in the previous analysis was replaced with a bottomless arch culvert,with a 38-inch rise and a 72-inch span (culvert inverts were 400.40 feet—upstream, and 400.00 feet—downstream).That is the size of culvert planned to be installed and is larger than the culvert shown in our analyses. • The pipe arch culvert at the Road C crossing with Shy Creek in the previous analysis �vas replaced with a bottomless arch culvert with a 38-inch rise and a 72-inch span (culvert inverts were at 397.0 feet—upstream and 394.90 feet—downstream). • The proposed conditions hydraulic analyses were modified to include an overbank area with a higher Manning's n roughness value. The "n"value was changed to 0.10 for the overbank areas. • We performed a hydraulic analysis of the 36-inch culvert that is proposed at the upstream end of the creek under Jericho Avenue to review the sensitivity of upstream water levels at varying tailwater levels in the creek. T'he increased culvert size,especially at the Road B crossing,significantly reduces differences between the existing and proposed conditions water surface elevations,as shown in Table 1. More detailed output is attached to this memo.The new simulation results using the HEC-RAS model indicate that during a 100-year flood: , Ron Straka October 10,2006 Page 2 • Water surface elevations upstream of the culvert at Road B would be at most 1.64 feet higher for the proposed conditions than for the existing conditions(This difference was reduced from 2.5 feet in the August 2006 MWG Report). • Water surface elevations upstream of the culvert at Road C would be at most 1.50 feet higher for the proposed conditions than for the existing conditions(This difference cvas reduced from 2.0 feet in the August 2006 MWG Report). TABLE 1: Comparison of Existing and Proposed Conditions-Water Surface Elevations Cross Section/ Existing Proposed Station 100-Year Flood 100-Year Flood (See Figure 1,MWG WSE WSE 2006) (ft) (ft) 52/2+00 402.39 403.67 50/2+25 402.25 403.66 48/2+,5p 402.14 403.66 46/3+00 401.99 Culvert @ Road B 45/3+25 401.57 44/3+50 401.27 401.34 42/4+00 400.49 400.6� 41/4+�,5 400.01 400.44 40/4+�0 399.54 400.35 38/5+00 398.98 400.30 37/5+ti 398.64 400.28 36/5+50 397.98 3�/5+75 396.84 Culvert @ Road C 34/6+00 395.48 395.85 32/6+50 393.75 393.76 30/7+00 391.43 391.45 A hydraulic analysis was conducted to evaluate�vhether the increase of 1.3 feet immediately downstream of Jericho Avenue(at the upstream end of the site)would affect headwater Ron Straka II October 10,2006 Page 3 elevations upstream Jericho Avenue.The King County Backwater(KCBW)Analysis Model (King County 2001)was run for different tailwater conditions with the 100-year flow of 81 cfs �� . I through the proposed 36-inch storm drain culvert up to the 72-inch manhole at Jericho Avenue. � T`he analysis showed that the headwater elevation upstream of the storm drain outlet was not sensitive to the changed tailwater conditions downstream:specifically for the range of tailwater '� � '"P� � conditions(402.39',403.67')at Station 52/2+00 the expected headwater elevation is 408.96 feet '� �� (see Figure 1). Figure 1 Backwater Analysis for 100-year flow-future conditions 82 I 81.5 � 81 - HW=408.96' � � ,U. 3 80.5 0 � 80 �i 79.5 - 79 — - —_ —- ----� 402 402.5 403 403.5 404 404.5 405 Tailwater{ftJ Summary and Conclusions T'he hydraulic analysis shows that no increase in water levels will result upstream from the site as the 36-inch culvert is inlet controlled and the upstream water level that is needed to drive the 100-year flow through the culvert is not sensitive to the change in tailwater levels in the creek that would occur with the creek and cuh�ert improvements proposed. 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E.G-Elev E.G.Sbpe Vd ChN Flow Area Top WId1A Froude#CH (ds) (ft) (8) (R) (R) (+tM) (ws) (san) (fl) Shy Crcek 5 2-yr 26.78 378.13 380.58 380.62 0.002<69 1.56 1721 72.63 023 ShyCredc 4 100-yr 79.00 378.20 381.92 3Bt.96 0.00C3720 t.S5 50.% 25.17 0.79 S1ry Creek 4 2Syr 532p 378.20 381.32 381 35 0.003786 1.44 37.07 2129 0.19 Shy Creek 4 2-yr 26.78 3782D 380.a9 J80.51 0.003932 125 21.35 1&47 0.19 Sliy Creek 3 10o-yr 79.00 378.76 387.88 379.86 387.92 0.003003 1.47 53.SB 252A 0.18 Shy Creek 3 25-yr 53.20 378J 8 38128 379.59 381.31 0.003002 1.35 39.42 21.91 0.18 SFry Crcek 3 2-yr 2678 378.16 380.<5 37913 380.47 O.D03002 1.16 23.08 17.30 0.18 I Shy Cteek Developrtier`L-revised Plan:ProposeC FINAL 1ARCHESb�n2) 1019V200G fa.•w�q..�od cr«k a..en=sny u.r� as,sz sranm zwo i r t os i �oe . . . . . .,. . ._.. , .. ��,a w� -.__ ___... ;._. ______ ._... ---' _. . . . . �.�. � . ._.:_ . :... . -_ � - .. : _ .. . . �._- -_-:_� ---- - ws�oax �os - __ -- ---... �� _ .. __-__ _—_._ ',.-.- - - � - ��----._ ..:..------- - wszs� _' . ,- ---` � - -- -- �- - - • - - - -- - o �� _._ . _.._ _..__ ___. .__. _--� --.. _�. ... .. . i . ..' -- wsx-f* ��, ' 1 =_ - _ _�- .. ou.d I ; .o, _ � _ . . -- - ` --- --=-------- • w � .. .. ...... .; .. .. . . ._. 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I � ' i . 375 0 200 400 600 800 1000 1200 Main Channel Distance(ft) File:E:\ShyCreeklShyCreekbackwater.txt 10/7/2006, 1:57:20PM BACKWATER PROGRAM FOR ROUND/ARCH CULVERTS Tailwater ElevaGon:402.3 feet Discharge Range:70.to 81.Step of 1.[cfs] Overflow Elevation:409_82 feet Weir.NONE Upstream Velocity:2.5 feeUsec CU�V NO. 1: 50 LF-36"CP @ 2.92% OUTLET:400.40 INLET:401.86 INTYP:5 Q(CFS) HW(FT) HW ELEV.'N-FAC DC DN TW DO DE HWO HWI .........................................:.............,...,.,...,,,..,.,.,.... 70.00 5.77 407.63 '0.012 2.66 1.62 1.90 1.90 2.66 ""' S.77 71.00 5.88 407.74 '0.012 2.68 1.64 1.90 1.90 2.68 ""' S.88 72.00 6.00 407.86 '0.012 2.69 1.65 1.90 1.90 2.69 ""' 6.00 73.00 6.11 407.97 '0.012 2.70 1.66 1.90 1.90 2.70 ""' 6.11 74.00 6.23 408.09 '0.012 2.71 1.68 1.90 1.90 2.71 ""• 6 23 •,j��� S ' ��r.-v ti- /(,c�,'r.1 75.00 6.35 408.21 '0.012 2.72 1.69 1.90 1.90 2.72 ""' 6.35 � 76.00 6.47 408.33 '0.012 2.74 1.71 1.90 1.90 2.74 ""' 6.47 I - ' 77.00 6.59 408.45 '0.012 2J5 1.72 1.90 1.90 2.75 ""' 6.59 � � 78.00 6.72 408.58 '0.012 2.76 1.74 1.90 1.90 2.76 ""' 6.72 79.00 6.84 408.70 '0.012 2.77 1.75 1.90 1.90 2.77 ""` 6.84 80.00 6.97 408.83 '0.012 2.78 1.76 1.90 1.90 2.78 ""' 6.97 81.00 7.10 408.96 '0.012 2.78 1.78 1.90 1.90 2.78 •'•" 7.10 BACKWATER PROGRAM FOR ROUNDlARCH CULVERTS Tailwater Elevation:402.5 feet Discharge Range:70.to 81.Step of 1. [cfs] Overflow Elevation:409.82 feet Weir.NONE Upstream Velocity:2.5 feet/sec CULV NO. 1: 50 LF-36"CP @ 2.92% OUTLET:400.40 INLET:401.86 INTYP:5 Q(CFS) HW(FT) HW ELEV.'N-FAC DC DN TW DO DE HWO HWI ............................................................................... 70.00 5.77 407.63 '0.012 2.66 1.62 2.10 2.10 2.66 ""' S.77 71.00 5.88 407.74 '0.012 2.68 1.64 2.10 2.10 2.68 ""' 5.88 72.00 6.00 407.86 '0.012 2.69 1.65 2.10 2.10 2.69 ""' 6.00 ' 73.00 6.11 407.97 '0.012 2.70 1.66 2.10 2.10 2.70 ""' 6.11 74.00 6.23 408.09 `0.012 2.71 1.68 2.10 2.10 2.71 "'*' 6.23 75.00 6.35 408.21 '0.012 2.72 1.69 2.10 2.10 2.72 ""' 6.35 76.00 6.47 408.33 '0.012 2.74 1.71 2.10 2.10 2.74 ""' 6.47 77.00 6.59 408.45 '0.012 2.75 1.72 2.10 2.10 2.75 ""' 6.59 78.00 6.72 408.58 '0.012 2.76 1.74 2.10 2.10 2.76 ""' 6.72 79.00 6.84 408.70 '0.012 2.77 1.75 2.10 2.10 2.77 ""' 6.84 80.00 6.97 408.83 '0.�12 2.78 1.76 2.10 2.10 2.78 ""' 6.97 81.00 7.10 408.96 '0.012 2.78 1.78 2.10 2.10 2.78 ,•,•• 7.10 BACKWATER PROGRAM FOR ROUND/ARCH CULVERTS Tailwater Elevation:403.feet Discharge Range:70.to 81.Step of 1.[cfs] Overflow Elevation:409.82 feet Weir:NONE Upstream Velocity2.5 feeVsec CULV NO. 1: 50 LF-36"CP @ 2.92% OUTLET:400.40 INLET:401.86 INTYP:5 Page: 1 J File: E:\ShyCreeklShyCreekbackwater.Uct 10/7/2006, 1:57:20PM Q(CFS) HW(FT) HW ELEV.'N-FAC DC DN TW DO DE HWO HWI ............................................................................... 70.00 5.77 407.63 '0.012 2.66 1.62 2.60 2.60 2.66 ""' S.77 71.00 5.88 407.74 '0.012 2.68 1.64 2.60 2.60 2.68 ""' S.88 72.00 6.00 407.86 '0.012 2.69 1.65 2.60 2.60 2.69 ""' 6.00 73.00 6.11 407.97 '0.012 2.70 1.66 2.60 2.60 2.70 ""' 6.11 74.00 6.23 408.09 '0.012 2.71 1.68 2.60 2.60 2.71 ""' 6.23 75.00 6.35 408.21 '0.012 2.72 1.69 2.60 2.60 2.72 ""' 6.35 76.00 6.47 408.33 '0.012 2.74 1.71 2.60 2.60 2.74 ""' 6.47 77.00 6.59 408.45 '0.012 2.75 1.72 2.60 2.60 2.75 ""' 6.59 78.00 6.72 408.58 '0.012 2.76 1.74 2.60 2.60 2.76 ""' 6.72 79.00 6.84 408.70 '0.012 2.77 1_75 2.60 2.60 2.77 ,•'•' 6.84 80.00 6.97 408.83 '0.012 2.78 1.76 2.60 2.60 2.78 ""' 6.97 81.00 7.10 408.96 '0.012 2.78 1.78 2.60 2.60 2.78 ""' 7.10 BACKWATER PROGRAM FOR ROUND/ARCH CULVERTS Tailwater Elevation:403.5 feet Discharge Range:70.to 81.Step of 1.[cfs] Overflow Elevation:409.82 feet Weir.NONE Upstream Velocity:2.5 feeUsec CULV NO. 1: 50 LF-36"CP @ 2.92% OUTLET:400.40 INLET:401.86 INTYP:5 Q(CFS) HW(FT) HW ELEV.'N-FAC DC DN TW DO DE HWO HWI ............................................................................... 70.00 5.77 407.63 '0.012 2.66 1.62 3.10 3.10 2.66 ""' 5.77 71.00 5.88 407.74 '0.012 2.68 1.64 3.10 3.10 2.68 ""' 5.88 72.00 6.00 407.86 '0.012 2.69 1.65 3.10 3.10 2.69 ""' 6.00 73.00 6.11 407.97 '0.012 2J0 1.66 3.10 3.10 2J0 ""' 6.11 74.00 6.23 408.09 '0.012 2.71 1.68 3.10 3.10 2.71 ""' 6.23 75.00 6.35 408.21 '0.012 2.72 1.69 3.10 3.10 2.72 ""' 6.35 ' 76.00 6.47 408.33 '0.012 2.74 1.71 3.10 3.10 2.74 ""' 6.47 77.00 6.59 408.45 '0.012 2.75 1.72 3.10 3.10 2.75 ""' 6.59 78.00 6.72 408.58 '0.012 2.76 1.74 3.10 3.10 2.76 """ 6.72 79.00 6.84 408.70 '0.012 2.77 1.75 3.10 3.10 2.77 ""' 6.84 80.00 6.97 408.83 '0.012 2.78 1.76 3.10 3.10 2.78 ""' 6.97 81.00 7.10 408.96 '0.012 2.78 1.78 3.10 3.10 2J8 ""' 7.10 BACKWATER PROGRAM FOR ROUND/ARCH CULVERTS Tailwater Elevation:404.feet Discharge Range:70.to 81.Step of 1.[cfs] Overflow Elevation:409.82 feet Weir:NONE UpsUeam Velocity:2.5 feeUsec CULV NO. 1: 50 LF-36"CP @ 2.92% OUTLET:400.40 INLET:401.86 INTYP:5 Q(CFS) HW(FT) HW ELEV.'N-FAC DC DN TW DO DE HWO HWI ............................................................................... 70.00 5.77 407.63 '0.012 2.66 1.62 3.60 3.60 2.66 ""' 5.77 71.00 5.88 407.74 '0.012 2.68 1.64 3.60 3.60 2.68 ""' S.88 72.00 6.0a 407.86 '0.012 2.69 1.65 3.60 3.60 2.69 ""' 6.00 I 73.00 6.11 407.97 '0.012 2.70 1.66 3.60 3.60 2.70 "�" 6.11 74.00 6.23 408.09 '0.012 2.71 1.68 3.60 3.60 2.71 " " 6.23 75.00 6.35 408.21 '0.012 2.72 1.69 3.60 3.60 2.72 ""' 6.35 76.00 6.47 408.33 '0.012 2.74 1.71 3.60 3.60 2.74 ""' 6.47 77.00 6.59 408.45 '0.012 2.75 1.72 3.60 3.60 2.75 ""' 6.59 78.00 6.72 408.58 '0.012 2.76 1.74 3.60 3.60 2.76 ""` 6.72 Page:2 Y File:E:1ShyCreek\ShyCreekbackwater.bct 10/7/2006,1:57:20PM 79.00 6.84 408.70 '0.012 2.77 1.75 3.60 3.60 2.77 ""' 6.84 80.00 6.97 408.83 '0.012 2.78 1.76 3.60 3.60 2.78 ""' 6.97 81.00 7.10 408.96 '0.012 2.78 1.78 3.60 3.60 2.78 ""' 7.10 BACKWATER PROGRAM FOR ROUNDlARCH CULVERTS Tailwater Elevation:404.5 feet Discharge Range:70.to 81.Step of 1.[cFs] Overflow Elevation:409.82 feet Weir:NONE Upstream Velocity:2.5 feeUsec • ,'71`�� ,��1, SU CULV NO. 1: 50 LF-36"CP @ 2.92% OUTLET:400.40 INLET:401.86 INTYP:5 Q(CFS) HW(FT) HW ELEV.'N-FAC DC DN TW DO DE HWO HWI 70.00 5.77 407.63 '0.012 2.66 1.62 4.10 4.10 3.11 5.30 5.77 71.00 5.88 407.74 '0.012 2.68 1.64 4.10 4.10 3.12 5.38 5.88 72.00 6.00 407.86 '0.012 2.69 1.65 4.10 4.10 3.14 5.46 6.00 73.00 6.11 407.97 '0.012 2.70 1.66 4.10 4.10 3.15 5.54 6.11 74.00 6.23 408.09 '0.012 2.71 1.68 4.10 4.10 3.16 5.62 6.23 75.00 6.35 408.21 '0.012 2.72 1.69 4.10 4.10 3.18 5.71 6.35 76.00 6_47 408.33 '0.012 2.74 1.71 4.10 4.10 3.19 5.79 6.47 77.00 6.59 408.45 '0.012 2.75 1.72 4.10 4.10 3.21 5.88 6.59 78.00 6.72 408.58 '0.012 2.76 1.74 4.10 4.10 3.22 5.97 6.72 79.00 6.84 408.70 '0.012 2.77 1.75 4.10 4.10 3.24 6.05 6.84 80.00 6.97 408.83 '0.012 2.78 1.76 4.10 4.10 3.25 6.14 6.97 81.00 7.10 408.96 '0.012 2.78 1.78 4.10 4.10 3.27 6.23 7.10 � � I i II i � i Page:3