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03442 - Technical Information Report
N � S4. D. R. STRONG D • CONSULTING ENGINEERS CON MIR ilk m NM EN • seam Engineers wean 'U.■ Surveyors at& Landscape Architects •• Full Service Engineering Since 1981 34.42, — Technical Information Report (TIR) for Brookefield North 1154 and 1160 Hoquiam Avenue NE Renton, Washington y,g A. A of `•�,t if tp 1 1 'i,i , , ,441, „..„, ttit Is232v. c. , , • AL PV c ,le. 2i DRS Project No. 11059 Renton File No. LUA07-012 Owner/Applicant PNW Holdings LLC 9725 SE 36th Street, Suite 214 Mercer Island, Washington 98040 Report Prepared by D ' S D. R. STRONG Consulting Engineers, Inc. 10604 N.E. 38th Place, Suite 101 Kirkland WA 98033 (425) 827-3063 Report Issue Date September 6, 2011 Report Revised Date January 4, 2012 ©2011 D. R. STRONG Consulting Engineers Inc. TECHNICAL INFORMATION REPORT Brookefield North TABLE OF CONTENTS SECTION I 1 PROJECT OVERVIEW' 1 PREDEVELOPED SITE CONDITIONS: 1 DEVELOPED SITE CONDITIONS 1 NATURAL DRAINAGE SYSTEM FUNCTIONS 2 FIGURE 1. TIR WORKSHEET 3 FIGURE 2. VICINITY MAP 6 FIGURE 3. DRAINAGE BASINS, SUBBASINS, AND SITE CHARACTERISTICS 7 FIGURE 4. SOILS 8 SECTION II 10 CONDITIONS AND REQUIREMENTS SUMMARY 10 SECTION III 12 OFF-SITE ANALYSIS 12 SECTION IV 13 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN 13 EXISTING SITE HYDROLOGY 13 FIGURE 5. PREDEVELOPMENT AREA MAP 14 DEVELOPED SITE HYDROLOGY 15 BYPASS AREA HYDROLOGY 16 FIGURE 6. POST DEVELOPMENT AREA MAP 17 PERFORMANCE STANDARDS 18 FLOW CONTROL SYSTEM 19 FIGURE 7. DETENTION FACILITY DETAILS 26 SECTION V 27 CONVEYANCE SYSTEM ANALYSIS AND DESIGN 27 BACKWATER ANALYSIS 28 BACKWATER TABLE 29 BACKWATER ANALYSIS MAP 31 BACKWATER COMPUTER PROGRAM FOR PIPES 32 SECTION VI 35 SPECIAL REPORTS AND STUDIES 35 SECTION VII 36 OTHER PERMITS,VARIANCES AND ADJUSTMENTS 36 SECTION VIII 37 ESC AND CSWPPP ANALYSIS AND DESIGN 37 SECTION IX 38 BOND QUANTITIES,FACILITY SUMMARIES,AND DECLARATION OF COVENANT 38 STORMWATER FACILITY SUMMARY SHEET 39 SECTION X 41 OPERATIONS AND MAINTENANCE MANUAL 41 APPENDICES 42 APPENDIX"A" BOND QUANTITY WORKSHEET 43 APPENDIX"B" CSWPPP 44 APPENDIX"C" ENERGY DISSIPATOR CALCULATIONS 45 ©2011 D.R.STRONG Consulting Engineers Inc. Brookefield North Technical Information Report Renton,Washington PROJECT OVERVIEW: SECTION I The applicant has gained approval to subdivide two existing parcels (Parcel Numbers 1023059218 and 1023059399) into 15 lots for single-family residences (Project). The Project is located at 1154 and 1160 Hoquiam Avenue NE in Renton, Washington. PREDEVELOPED SITE CONDITIONS: Total site area is approximately 94,706 s.f. (2.17 acres) (Site). The Parcels are currently developed with two single family residences and several out buildings. The Site is mostly forested with limited areas of pasture and residential lawn. The predeveloped Site is contained within one Threshold Discharge Area (TDA) and has one Natural Discharge Area (NDA). Runoff sheet flows to the east and exits the Site near the northeast corner as sheet flow. DEVELOPED SITE CONDITIONS: The applicant has obtained approval to subdivide 2.17 acres into 15 single-family residential lots, with lot sizes ranging from approximately 4,899 to 7,203 s.f. The Project area is approximately 2.29 acres (includes frontage improvements on Hoquiam Avenue NE and NE 11th Court). The 15 single-family residences and their driveways combined will create approximately 48,700 s.f. of impervious area (includes impervious area for 20-foot wide joint use driveway easements). Projects are required to mitigate for impervious surface equal to a minimum of 10% of each lot area by use of Flow Control Best Management Practices (BMP's). Projects are required to first analyze the feasibility of dispersal and infiltration before choosing another method. The Site's location and surrounding urban environment, coupled with the size of the proposed lots are not conducive to dispersal of stormwater. Per the geotechnical report dated February 2005, the site is not suitable for infiltration. Therefore, the Reduced Impervious Surface Credit option will be utilized for the Project. The maximum impervious surface allowed by City of Renton Zoning Code is 64,788 s.f. using the maximum allowable build-out rate of 75%. This results in an impervious surface reduction of approximately 22.2%, thus meeting the flow control BMP requirement to mitigate for a minimum of 10% of the lot impervious surfaces. Post-developed impervious areas including rights-of-way, roofs, driveways and site frontage total approximately 57,477 s.f. The remainder of the Site will be modeled as till grass and totals approximately 42,429 s.f. (includes bypass area) See Section III Runoff will be collected and conveyed to the detention facility located in Tract "A" and Lot 11, followed by a 72-inch Stormfilter Manhole (Stormfilter), and discharged through the existing offsite storm drainage easement to the ravine east of the Site. The facility will provide Level 2 Flow Control and the Stormfilter will provide Basic Water Quality. The required and provided storage volumes for the detention facility are 27,250 c.f. and 27,750 c.f., respectively. ©2011 D. R.STRONG Consulting Engineers Inc. 1 Brookefield North Technical Information Report Renton,Washington • • NATURAL DRAINAGE SYSTEM FUNCTIONS: A review of the SCS soils map for the area (see Figure 4, Soils) indicates Alderwood gravelly sandy loam with six to 15 percent slopes (AgC) and 15 to 30 percent slopes (AgD). Per the 2005 King County Surface Water Design Manual, this soil type is classified as "Till" material. The SCS Soil series descriptions follow Figure 4. In evaluating the upstream area, it appears that runoff from the south and southwest is intercepted by Hoquiam Avenue NE and NE 11th Court. There appears to be no • upstream tributary area for the Site. i • • I I• I• • • ©2011 D. R.STRONG Consulting Engineers Inc. 2 Brookefield North Technical Information Report Renton,Washington I FIGURE 1. TIR WORKSHEET King County Department of Development and Environmental Services TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND Part 2 PROJECT LOCATION AND PROJECT ENGINEER DESCRIPTION Project Owner: Project Name: PNW Holdings LLC Brookefield North Address/Phone: Location: 9725 SE 36th Street, Suite 214 Township: 23 North Mercer Island, WA 98040 Range: 05 East (206) 588-1147 Section: 10 Project Engineer: Maher A. Joudi, P.E. D. R. STRONG Consulting Engineers Inc. Address/Phone: 10604 NE 38th Place, Suite 101 Kirkland WA 98033 (425) 827-3063 Part 3 TYPE OF PERMIT Part 4 OTHER REVIEWS AND PERMITS APPLICATION N Subdivision DFW HPA I I Shoreline Short Subdivision Management ® Clearing and Grading COE 404 ® Rockery I I Commercial DOE Dam Safety ® Structural Vault n Other: FEMA Floodplain Other: I I COE Wetlands Part 5 SITE COMMUNITY AND DRAINAGE BASIN Community: Newcastle Drainage Basin May Creek 2011 D. R. STRONG Consulting Engineers Inc. 3 Brookefield North Technical Information Report Renton,Washington Part 6 SITE CHARACTERISTICS River: Floodplain Wetlands n Stream: n Seeps/Springs Critical Stream Reach F I High Groundwater Table Depressions/Swales I I Groundwater Recharge n Lake: I I Other: Steep Slopes Part 7 SOILS Soil Type: Slopes: Erosion Potential: Erosive Velocities: Alderwood 6-15% Moderate Slow to Medium (AgC) Alderwood 15-30% Moderate Medium (AgD) ki Additional Sheets Attached: SCS Map and Soil Description, Figure 4 Part 8 DEVELOPMENT LIMITATIONS REFERENCE LIMITATION/SITE CONSTRAINT ® Level 1 Downstream Analysis None Geotechnical Engineering Study ® Environmentally Sensitive Areas Level 2 Off-Site Stormwater Analysis n Level I Traffic Impact Analysis Structural Report Additional Sheets Attached Part 9 ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION AFTER CONSTRUCTION IA Sedimentation Facilities ® Stabilize Exposed Surface ® Stabilized Construction ® Remove and Restore Temporary ESC Entrance Facilities ® Perimeter Runoff Control ® Clean and Remove All Silt and Debris ® Clearing and Grading ® Ensure Operation of Permanent Facilities Restrictions ® Flag Limits of SAO and open space ® Cover Practices preservation areas ® Construction Sequence Other Other ©2011 D. R.STRONG Consulting Engineers Inc. 4 Brookefield North Technical Information Report Renton,Washington Part 10 SURFACE WATER SYSTEM Grass Lined Tank Infiltration Method of Analysis: Channel Li Vault n Depression KCRTS ® Pipe System ® Energy IA Flow Dispersal Compensation/Mitigatio Open Channel Dissipater Waiver n of Eliminated Site Dry Pond Wetland I I Regional Storage Wet Pond Li Stream Detention N/A Brief Description of System Operation: Runoff from impervious surfaces will be collected and conveyed to the detention facility. From there it will be discharged to the existing ravine to the east. Facility Related Site Limitations: Reference Facility Limitation Part 11 STRUCTURAL ANALYSIS Part 12 EASEMENTS/TRACTS ❑ Cast in Place Vault ❑ Drainage Easement n Retaining Wall ® Access Easement ® Rockery > 4' High I I Native Growth Protection Easement ❑ Structural on Steep Slope ❑ Tracts Other: I I Other: Part 13 SIGNATURE OF PROFESSIONAL ENGINEER I or a civil engin-er under my supervision have visited the site. Actual site conditions as observed eke incorporated into this worksheet and the attachments. To the best of my knowlzsga k e information provided here is accurate. `f• '2- Signed/Date 2011 D. R. STRONG Consulting Engineers Inc. 5 Brookefield North Technical Information Report Renton,Washington FIGURE 2. VICINITY MAP 51 4 l91i S'rk � N E 1 N E 18TH ST �. - __SE 105TH ST r Rt£igT'W cwt,i' �$' �r ti W Y €�fc? HE 17m pi_ I a zr To ( 1r H£17714Sr k LA.` { r' !rE 17TH ST ; j SE 247TH Sr p p E 19TH ST )4—\ w S a ? i.:j N6 iSrNPL¶ =-:: i Ve' May 1/alfeyPark 'zH£12TlfST ti1 m.. . .._ ij56i 17rW Srrz - 991SE 113TH ST; i II SE 113TH ST Hf 11TH ST g 1, a z HE 11TH ST \� - 114tH ST SE 114TH ST al' d 1 1 HE 10tH PE :a l 1 ui „� ., HE 10TH FL cn HE icrr ST = (r Ci +'itLiE :, NE 10TH ST ztai PL ...• "". rpT• ��', /J SE 117TH ST NE 9TH ST i 2 = N£9TH ST '' 7 u I d HE STN CT a r1 - , . la. HEATH PL HE 8144 ST Esi 1 rc,' 9 HE714PL © u 1 t:...�� ' z z I: L15r w m 0sS i z.,. NE 7TH PL :il.., z 0 z. ME 7TH PL y, d � 3 " ,..� i 1 NE 7TH ST ) IC)201U King.County ,.,..,« .k'i --W.4_,,Rfl o 1' !e 01 1928ft CC The information included on this map has been compiled by King County staff from a variety of sources and is subject to change without notice. King County makes no representations or warranties,express or implied,as to accuracy,completeness,timeliness, or rights to the use of such information. King County shall not be liable for any general,special,indirect, incidental,or consequential damages including,but not limited to, lost revenues or lost profits resulting from the use or misuse of the information contained on this map.Any sale of this map or information on this map is prohibited except by written permission of King County. ©2011 D. R.STRONG Consulting Engineers Inc. 6 Brookefield North Technical Information Report Renton,Washington FIGURE 3. DRAINAGE BASINS, SUBBASINS, AND SITE CHARACTERISTICS ©2011 D.R.STRONG Consulting Engineers Inc. 7 Brookefield North Technical Information Report Renton,Washington N �`g� � � � `j� I ;��..E L _ _ _ — II, THE SITE HAS 1 NATURAL I DISCHARGE AREA AND IS EXISTING, CONSTRUCTION, AND I ��r � � ENCOMPASSED WITHIN 1 FUTURE FLOWS DISCHARGE POINT �� � I _ _ THRESHOLD DISCHARGE AREA €� � — — _ _ PROJECT AREA: 2.35 ACRES _ ':I I I�.-,�� i — _ — � � �. �.) � i._' - - .. ��"�� �.�. .;���s-, ty a,i gI ,� i �.-:-i � � � �, 1 _ �i�--��_ �\ I ������ �-:�\ �` ; '_� ��,'_ _ "'~ „� �, . �:�� ��`` � , . � � , ,, , -, , . , , , ,, ;' ._-- � , �' �.:� 12 �s. � I I 13 , ' � _ � , - , � � , l -�; `; � . -� � ' � . � � � _---�'----14- �- � � � � � I 4 �.�,? � ��� � i I ` 7I . . � I ��� , `�6, ` WAIERI EAS i l _ �.'. ,�,� � i i i y} ' � • � � � ' 200E0 � ''I I _ _, '--- -- -----------' �J �5 - s _ _ \'� `'� I �' PRIVATE STORII w��rt No. , �? , , ,- , s . . � � ' - :�] � _ : ` EASEYENT REC.N0. I � - �--_; . ' � -----�-----� - � �� �'�.� I � Iq� � � � ,,-•� �c . , = .\ :�.� , zooeo>>wciseo ; �f �' � .lI � ' �' � � � fj 5 � I 'r, " �. c„� S.� 9 �10 L ����. s; < a_ - �-� � " � - �" �- �� � � , � � _ . ,; t I -- _ - ___ � . �, �-�-=` y '�� -� - : � , , . . , , . , t � '' j ' �' � � '' '� -- ------ ' �s �,` ,\ t;' � � I ; - - � �-- Z , I I � '�' - - -- -a - I- --- �`" ��� �� �- �� . � r-- — — — � F`; _ .3 4 �, 5 - 'I -�--- � ---- - . ...`* �' \\� . ��I � � _ � cl i I � I I 6 `-7� B I - � �� �.� �, I � 0 ,' , _ I I � � � ,% � I : . �-- _ � ,�' � J�, � W ' '� = - �j I i � � ": - _ - -- -- -�w�-- � p � o ��' ` ��---' I � , - I . { ' --- - - �_ `�I Z , . , . y � i _ . �. x � . �, I � --__I � � , � ---- ------- --- - - _ , ; r � , �, : — — — — a-.-� �--_ —— — - �----- - -- ' � ------_ = -— - - . , , _--- . .. _G.- - , _. , ,.- � ' .__" - ----- ---------- — — — ��� �-�- _ - - - -- - � � � p "' � _ � - � . .�� �� - - - -------- --- -, _ ---- ---------_ - ------ - --- '�- i— — — . „ _ �J .I � ,� - �-` �---- - - �j 1�• _ i _ _, �_p._ , � -------- __ - - '� ' W ._ - _ _ _ . ,,. r.,, � .- __ _ . �- - . . iF i - ,�,,.. a.z,. ,,. - �- - - � � - ,..,.„ - , _ _ _„ _ �\ , ._ -- _ _ _ _ -- �� „ _. _ 'm I c �-----=_ _= --r - - _ , _ , ,._ .., _..,, _ ,= `�_ C� �`'�- -� �`,` , � • - - '._, . .__ _ . _, _ __�_� .. . � --- - - _ ._,: � �- ----- -- _------_- - . �rw►c�r A y O � _ _ ;. �i �� �_��-�--��-----a� - _—_--_ - .�--- =- - _. _ - - - . � � i . _ : ., _�-_� ;,: . _ _ — , _. . �.�,-�x.:_ , , N.E'-t s,awi a�iw�ic 1 W Z � _----- -- - . - _-- -� _ -- 47H-CT-=--�r�' —. _ _.�.��--._, _. � a — � ir � � �� � — — i - �,.��.�� _.��z ^ l J Z �, � � �' � O i / \ ., � ' � � ° � �—.� — - ._-' ._ �—so m � , ,�j� " _ — Q Z i �•� � � �THE LENGTH�OF TRAVEL�ROM THE �FA �THEST� — \ __ - PROPOSED FL W CON OL FACILITY � U W ,f r� � UPSTREAM END OF PROPOSED STORM $YSTE�A TO � � � c � _ _ _ O z � i _ I PROPOSED F OW CONTROL FACILITY IS 690 LF � � � � U � � i � � � � � � � � m � � � � � � � � � � I \ � � � � I i � � i , I i N � ' D.R. STRONG CONSULi1NG ENGINEERS ENqNEERS PLANVERS SJR'J�"0�5 10604 NE 38:�PIACE,SJITE 101 KIRKLAN�7,WA SBC33 425.627.7(163 OFFICE 800.962.1402 TOLL FR=E 425.827.2423 FA% wxw.arsvong.c m GRAPHIC SCALE DRAFTED BY: YI.P 0 I 5 3� 6� DESIGNED BY:YAJ PROJECT ENGINEER:AIAJ 1 INCH =60 FT. DA'�: 09.�.�� PRO.�CT NO.:11059 SHEET ') OF'I R:\2011\0\11059\3\Drawings\Plots\Engineering\Fig\01-3FIG3_11059.dwg 1/4/201(�py�Q�9i1�2Qi1Q$TR. STRONG CONSULTING ENG:�EERS INC. FIGURE 4. SOILS l �. f'AT *: 11 :TAN; t 1 ~' 10 9 4r I �45 1� liii SITE f S '' � ate.- '\ � , AgC—Alderwood gravelly sandy loam, 6 to 15 percent slopes Map Unit Setting Elevation: 50 to 800 feet Mean annual precipitation:25 to 60 inches Mean annual air temperature:48 to 52 degrees F Frost-free period: 180 to 220 days Map Unit Composition Alderwood and similar soils: 95 percent Minor components: 5 percent Description of Alderwood Setting Landform: Moraines, till plains Parent material: Basal till with some volcanic ash Properties and qualities Slope:6 to 15 percent Depth to restrictive feature:24 to 40 inches to dense material Drainage class: Moderately well drained Capacity of the most limiting layer to transmit water(Ksat):Very low to moderately low(0.00 to 0.06 in/hr) Depth to water table:About 18 to 37 inches Frequency of flooding: None Frequency of ponding: None Available water capacity:Very low(about 2.5 inches) Interpretive groups Land capability(nonirrigated):4s Typical profile 0 to 12 inches: Gravelly sandy loam 12 to 27 inches:Very gravelly sandy loam 27 to 60 inches:Very gravelly sandy loam Minor Components ©2011 D. R. STRONG Consulting Engineers Inc. 8 Brookefield North Technical Information Report Renton,Washington Norma Percent of map unit: 1 percent Landform: Depressions Bellingham Percent of map unit: 1 percent Landform: Depressions Seattle Percent of map unit: 1 percent Landform: Depressions Tukwila Percent of map unit: 1 percent Landform: Depressions Shalcar Percent of map unit: 1 percent Landform: Depressions AgD—Alderwood gravelly sandy loam, 15 to 30 percent slopes Map Unit Setting Elevation: 50 to 800 feet Mean annual precipitation:25 to 60 inches Mean annual air temperature:48 to 52 degrees F Frost-free period: 180 to 220 days Map Unit Composition Alderwood and similar soils: 100 percent Description of Alderwood Setting Landform: Moraines, till plains Parent material: Basal till with some volcanic ash Properties and qualities Slope: 15 to 30 percent Depth to restrictive feature:24 to 40 inches to dense material Drainage class: Moderately well drained Capacity of the most limiting layer to transmit water(Ksat):Very low to moderately low(0.00 to 0.06 in/hr) Depth to water table:About 18 to 37 inches Frequency of flooding: None Frequency of ponding: None Available water capacity: Low(about 3.6 inches) Interpretive groups Land capability(nonirrigated):4e Typical profile 0 to 12 inches: Gravelly sandy loam 12 to 40 inches:Very gravelly sandy loam 40 to 60 inches:Very gravelly sandy loam ©2011 D.R.STRONG Consulting Engineers Inc. 9 Brookefield North Technical Information Report Renton,Washington SECTION II CONDITIONS AND REQUIREMENTS SUMMARY The Project must comply with the following Core and Special Requirements: • C.R. #1 — Discharge at the Natural Location: Runoff from the Site will discharge at the natural location. • C.R. #2 — Offsite Analysis: An offsite analysis was conducted by Offe Engineers as part of the preliminary plat phase of this Project. It is included in Appendix B of the "Preliminary Drainage Report" dated January 15, 2007. A copy of the entire report is included in Section III. • C.R. #3 — Flow Control: The Project is located in a Conservation Flow Control Area and will therefore adhere to Level 2 Flow Control Standards, forested conditions. One detention vault will provide flow control as required. The Project is required to "match developed discharge durations to predeveloped durations for the range of predeveloped discharge rates from 50% of the two-year peak flow up to the full 50- year peak flow. Also match developed peak discharge rates to predeveloped peak discharge rates for the 2 and the 10 year return periods. Assum(ing) historic conditions as the predeveloped condition." (KCSWDM, Sec. 1.2) Furthermore, the Project must meet the Flow Control BMP requirement as specified in Section 1.2.3.3 of the Manual. The Project will utilize the reduced impervious surface credit to meet this requirement. • C.R. #4 — Conveyance System: New pipe systems and ditches/channels are required to be designed with sufficient capacity to convey and contain (at minimum) the 25-year peak flow, assuming developed conditions for onsite tributary areas and existing conditions for any offsite tributary areas. Pipe system structures and ditches/channels may overtop for runoff events that exceed the 25-year design capacity, provided the overflow from a 100-year runoff event does not create or aggravate a "severe flooding problem" or "severe erosion problem" as defined in C.R. #2. Any overflow occurring onsite for runoff events up to and including the 100-year event must discharge at the natural location for the project site. In residential subdivisions, such overflow must be contained within an onsite drainage • easement, tract, covenant or public right-of-way. The proposed conveyance system was analyzed using the KCBW program, and is capable of conveying the 100-year peak storm without overtopping any structures or channels (see Section V). • C.R. #5 — Erosion and Sediment Control: The Project provides the seven minimum ESC measures. A CSWPPP is included in Appendix B. • C.R. #6 — Maintenance and Operations: Maintenance of the proposed storm drainage facilities will be the responsibility of the County. An Operation and Maintenance Manual is included in Section X. • C.R. #7 — Financial Guarantees: Prior to commencing construction, the Applicant must post a drainage facilities restoration and site stabilization financial guarantee. For any constructed or modified drainage facilities to be maintained and operated by ©2011 D. R.STRONG Consulting Engineers Inc. 10 Brookefield North Technical Information Report Renton,Washington the City, the Applicant must: 1) Post a drainage defect and maintenance financial guarantee for a period of two years, and 2) Maintain the drainage facilities during the two-year period following posting of the drainage defect and maintenance financial guarantee. • C.R. #8 - The Project is located in the Basic Water Quality Treatment area. A Stormfilter manhole is proposed to meet this requirement. • S.R. #1 — Other Adopted Area-Specific Requirements: Not applicable for this Project. • S.R. #2 — Floodplain/Floodway Delineation: Not applicable for this Project. • S.R. #3 — Flood Protection Facilities: Not applicable for this Project. • S.R. #4 — Source Control: Not applicable for this Project. 2011 D. R. STRONG Consulting Engineers Inc. 11 Brookefield North Technical Information Report Renton,Washington SECTION III OFF-SITE ANALYSIS An offsite analysis was conducted by Offe Engineers as part of the preliminary plat phase of this Project. It is included in Appendix B of the "Preliminary Drainage Report" dated January 15, 2007. A copy of the analysis has been included for your review. ©2011 D.R.STRONG Consulting Engineers Inc. 12 Brookefield North Technical Information Report Renton,Washington JAN 6200 l 4-41 Brookefield North 15 Lot Preliminary Plat 1160 Hoquiam Avenue NE PRELIMINARY DRAINAGE REPORT January 15, 2007 Prepared for Cambridge Investments, LLC Attn: Dale Huffman 1800 NE 44th Street, Suite 200 Renton, WA 98056 Submitted by Offe Engineers, PLLC 13932 SE 159th Place Renton, WA 98058 and =, 1, L. Site Development Associates, LLC Q r L (I*. 10116 Main Street, Suite 106 �, ;lf '� Bothell, WA 98011 If ir Fri0 f OIGTEr' rc`• 1.111 This Preliminary Drainage Report was prepared for: Cambridge Investments, LLC 1800 NE 44th Street, Suite 200 Renton, WA 98056 Prepared by: Offe Engineers 13932 SE 159th Place Renton, WA 98058 and Site Development Associates, LLC 10116 Main Street, Suite 106 Bothell, WA 98011 January 15, 2007 Job number: 107-006-04 Page 2 c:\offe engineers\1 projects\dale huffman\brookefield north\coorespondence\tir\report\storm report.doc 1 1 Project Description . The purpose of this report is to present a preliminary drainage report and downstream analysis for the proposed Brookefleld North Subdivision in accordance with the City of Renton requirements. The project was recently annexed into the City of Renton. . The Brookefield North project is proposing a 15 lot single-family residential subdivision. The project is located at XXX and XXX Hoquiam Avenue NE in Renton. The site is compromised of two tax parcels, 1023059399 and 1023059218, with a total project area of 2.17 acres. See Figure 1 for a vicinity map of the project and Figure 2 in Appendix A • for an existing site survey of the project. Figure 3 shows the proposed siteplan for the development. The site is bound by the Brookefleld II residential development to the south, an undeveloped property with single-family homes to the north and Hoquiam Avenue NE to the west. Hazen High School is located across Hoquiam Avenue NE from the site. Review of Resources • Critical Drainage Area Map • • May Creek Subbasin • • Cedar River/Lake Washington Watershed Flood plain/floodway (FEMA) Maps • There is no mapped floodplain in the immediate area per the available FEMA map. The site is located in Zone X per the Flood Insurance Rate Map (FIRM) map number 53033C0669 F. See Appendix B for a copy of the FIRM map. The map also indicates that the area is outside of the 500-year flood plain. Sensitive Areas • Wetlands—There are no apparent wetlands on the property. • Streams and 100 Year Flood Plains There are no apparent streams or floodplains that go through the property. Honey Creek is located northeasterly of the property by approximately 200 feet. • Erosion Hazard Areas—A small easterly portion of the property is in an erosion hazard area. Additional erosion and sediment control measures will be required in this area. • • Landslide Hazard Areas—There are no landslide hazard areas for the project. • Seismic Hazard Areas—The area is not mapped as a seismic hazard area. • Coal Mine Hazard Areas— None mapped in this area. Page 3 cloffe engineers\1 projects\dale huffman\brookefield north\coorespondenceltir\report\storm report.doc 1 1 • • U.S. Department of Agriculture, King County Soils Survey 1 • The soils on the site are classified as Aiderwood gravelly and loam, 6 to 15 percent slopes. These soils types are described in the Soil Survey of King County 1 Area, Washington (Soil Conservation Service [SCS], 1973). Figures 4 and 5 contain the portion of the SCS map in the vicinity of the project site and the ' index to soil units. Alderwood soils are characterized as gravelly sandy loam to a depth of 12 inches and gravelly, sand loam with organics between 12 and 27 inches. This gravelly, sand loam structure is underlain by weekly to strongly consolidated till to a depth of 60 inches. Permeability is moderately rapid in the ' surface layers and very slow in the till layer, runoff is slow to medium, and the potential for erosion is moderate. ' Flow Control Applications Map • The site is located in a Level 1 area according to the Flow Control Map, but it is our understanding that a Level 2 flow control standard must be used for ' detention design. Water Quality Applications Map ' • The site is located in a Basic Water Quality Treatment Area. Landslide Hazard Drainage Area Map • • The site is not located in a landslide hazard drainage area. Field Inspection Offe Engineers has visited the site on January 10, 2007. A representative of Site Development Associates, LLC (SDA) made a site visit to the property on December 2, 2004. The weather conditions were dry, 45 degrees and slightly overcast. The existing ' site is relatively flat towards Hoquiam Avenue NE, but has a gentle gradient eastward towards Honey Creek. At the eastern edge of the property, much steeper slopes develop down to the creek. The lots have two existing single-family houses on the ' property, and the back portion of the lots remain undeveloped. The undeveloped lot is covered with trees and dense undergrowth. The existing surface water runoff from the site primarily drains eastward towards Honey Creek as overland flow. No specific drainage swales were evident on the property until the steeper eastern portion of the site. There is an existing swaie and system of culverts located on the eastern side of Hoquiam Ave. NE, which collects and conveys storm water runoff from the roadway northward. • • 1 • Page 4 c:\offe engineers\1 projects\dale huffman\brookefield north\coorespondence\tir\report\storm report.doc Review of the 8 Core Requirements and 5 Special Requirements of the 2005 King County Surface Water Design Manual Offe Engineers has reviewed the Core and Special Requirements in Chapter 1 of the King County Surface Water Design Manual, and addresses each of the requirements as follows: Core Requirement No. 1 – Discharge at Natural Location Currently the site discharges storm water at the northeast corner of the property, which • makes its way down to Honey Creek. The proposed project will continue to discharge to at the same location as existing conditions. Core Requirement No. 2 – Offsite Analysis The site currently drains gradually eastward over pasture, and lightly forested areas, and then runs down a fairly steep embankment to Honey Creek. Honey Creek runs in a northwesterly direction through a series private properties,where it then runs underneath Hoquiam Avenue NE through a culvert. The exact location of the culvert could not be determined in the field because of the dense overgrowth throughout the area. Honey Creek then continues easterly through private property, until it reaches Duvall Avenue NE, where a large diameter Culvert collects the water, and conveys it beyond the shopping mall to the east. During the offsite analysis, no downstream issues where visible. See the attached off-site analysis drainage system map, and associated site photographs for a more detailed description of the drainage system downstream of the proposed project. This information is presented in Appendix B of this report. Core Requirement No. 3 – Flow Control — The proposed project is located in a Level 2 Flow Control Area. The Level 2 Flow Control requires the developed flow durations to the predeveloped flow durations ranging from 50% of the 2-year peak flow up to the full 50-year peak flow. This detention method is outlined in the 1998 King County Surface Water Design Manual. Preliminary detention calculations for the proposed project can be found in Appendix C. Core Requirement No. 4–Conveyance System The proposed on-site conveyance improvements will include curb, catch basins and a pipe network for collection of surface runoff from landscape, driveways, roadways, and sidewalks. Roof downspouts will be connected via tight line to the conveyance system. As part of the final engineering design for this project, it will be required to demonstrate that the storm drainage system can convey the peak flow from 25-year storm event, and that the 100-year storm event does not create or aggravate a "severe flooding problem". Page 5 c:\offe engineerstl projects\dale huffmanlbrookefield north\coorespondence\tir\reportlstorm report.doc Core Requirement No. 5— Erosion and Sediment Control A Temporary Erosion and Sediment Control Plan implementing the Best Management Practices will be designed as part of the final engineering plans for the project in accordance with City of Renton requirements. Core Requirement No. 6 — Maintenance and Operations The Maintenance and Operations Manual for the Brookefield North Subdivision will be included in the Final Storm Drainage Report as part of the final engineering design for the project. Core Requirement No. 7 — Financial Guarantees and Liability The Financial Guarantees and Liabilities will be required prior to the project being finalized by the City of Renton. Core Requirement No. 8—Water Quality The project will provide the required water quality facility as part of the final engineering design. The site is located in the basic water quality treatment area. Preliminary water quality calculations for the project are provided in Appendix C. Special Requirement No. 1 —Adopted Area-Specific Requirements The project is located within the May Creek drainage basin. Special Requirement No. 2— Floodplain/Floodway Delineation This requirement does not apply. Special Requirement No. 3 — Flood Protection Facilities This requirement does not apply. Special Requirement No. 4— Source Controls This requirement does not apply because the project is located in the basic water quality treatment area. Special Requirement No. 5 —Oil Control This requirement does not apply. Page 6 c:\offe engineers11 projects\dale huffman\brookefield north\coorespondence\tir\report\storm report.doc Appendix A Figures 1. Vicinity Map 2. Existing Site Survey 3. Proposed Siteplan 4. Existing Soils Map 5. 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Z • ...• ; .v. f • ; •::. , , • . • . . i • ' ' . • ; . . . i • ' . . • • January 4, 2007 Brookefield North 11236 142nd Avenue SE Renton Existing Area Location Description(Existing) (sq. ft.) 11236 - 142nd Avenue SE existing residence 1350 (impervious-typ,) outbuildings/sheds 468 asphalt driveway(PGIS) 630 concrete walkways 128 lawn, pasture, landscaping 9,400 (pervious-typ.) Sparse trees -cleared understory 74929 11246- 142nd Avenue SE existing residence 1220 (impervious-typ,) outbuildings/sheds 0 asphalt driveway(P615) 1067 concrete walkways 148 lawn, pasture, landscaping 5365 (pervious-typ.) Total Area 94705 Acres 2.17 Existing Conditions square feet acres KCRTS input Trll Forest 74,929 1.72 Till Pasture 7,050 0.16 Till Grass 7,715 0.18 Impervious 5,011 0.12 TOTAL 94,705 2.17 Proposed Condition LOTS Proposed homes 1800 27000 (impervious-typ.) driveway(15x20)(PGIS) 300 4500 decks/patios/walks 120 1800 lawn/ landscaping 3150 47250 (pervious-typ.) Right-of way road/curb/gutter(PGIS) 3812 sidewalk 3045 lawn/landscaping 1067 Detention Tract lawn/ landscaping 6231 Total Area 94705 Acres 2.17 Proposed Conditions square feet acres KCRTS input Till Forest 0.00 • Till Pasture 0.00 Till Grass 54,548 1.25 Impervious 40,157 0.92 TOTAL 94,705 2.17 . WETVAULT DESIGN Project.Name: Brookefield North By: wph Project Number. 107-006-04 Date: 1/18/2005 DRAINAGE CRITERIA: City of Renton-King County Standards RAINFALL METHOD: King County Runoff lime Series(KCRTS) METHOD OF ANALYSIS: (Section 6.4.1.1 KCSWDM) Step 1)Determine volume factor f. f= 3 Basic:f=3, Large:f=4.5 Step 2) Determine rainfall R for mean annual storm • R= 0.039 ft See Figure 6.4.1.A • • Step 3)Calculate runoff from mean annual storm Vr=(0.9Ai+0.25Atg+0.10 Atf+0.01 Aog)*R Ai= Area of impervious surface 40,157 sf Atg= Area of till grass 54,548 sf Atf= Area of till forest • 0.sf Aog= Area of outwash grass 0 sf R= Rainfall from mean annual storm • 0.039 ft From Step 2 Vr= Vol.runoff from mean annual storm 1941 cf • Step 4)Calculate wetpool volume Vb= f Vr f= Volume factor 3 From Step I Vr= Vol.runoff from mean annual storm 1941 cf From Step 3 Vb= Volume of wetpool 5824 cf Step 5)Determine wetpool dimensions a) Determine geometry of first cell Volume in first cell 1747 cf 25-35%of total vol.,try 30% Depth h (1st cell,excl.sed.storage) 3.0 ft 3 to 6 feet Required surface area 582 sf Provided 1st cell dimensions: width 32 ft length 20 ft Provided 1st cell surface area 640 sf Aprov'd>Areq'd b) Determine geometry of second cell Volume in second cell 4077 cf 65-75%of total vol.,try 70% Depth h (2nd cell,excl. sed.storage) 3.0 ft 3 to 6 feet Required surface area 1359 sf Provided 2nd cell dimensions: width 32 ft length 76 ft Provided 2nd cell surface area 2432 sf Aprov'd>Areq'd c) Length to width ratio 3.00 :1 Must exceed 3:1 Appendix B Off-site Analysis 1. 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Modeling input Land cover Subbasin Till forest (ac) 2.29 Till Grass (ac) 0.00 Wetland (ac) 0.00 Impervious(ac) 0.00 Scale Factor: 0.85 Time Step: Hourly Data Type: Reduced Project location: Landsburg Total Area: 2.29 Table 1 Pre-Developed KCRTS Modeling Input Modeling results Flow Frequency Analysis Time Series File:predev.tsf Project Location:Landsburg ---Annual Peak Flow Rates--- Flow Frequency Analysis Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.179 2 2/09/01 18:00 0.212 1 100.00 0.990 0.029 7 1/05/02 16:00 0.179 2 25.00 0.960 0.114 4 2/28/03 16:00 0.146 3 10.00 0. 900 0.021 B 3/03/04 3:00 0.114 4 5.00 0.800 0.104 5 1/05/05 10:00 0.104 5 3.00 0.667 0.084 6 1/18/06 21:00 0.084 6 2.00 0.500 0.146 3 11/24/06 5:00 0.029 7 1.30 0.231 0.212 1 1/09/08 7:00 0.021 8 1.10 0.091 Computed Peaks 0.201 50.00 0. 980 02011D.R.STRONG Consulting Engineers Inc. 13 Brookefield North Technical Information Report Renton,Washington FIGURE 5. PREDEVELOPMENT AREA MAP ©2011 D.R.STRONG Consulting Engineers Inc. 14 Brookefield North Technical Information Report Renton,Washington ,. i q I I 'j f � � �� 'I �'_!-'!' � — — — — � � ,,;� - I �• j 1��:'' 2.29 ACRES FORESTED ;��� I 'i � 4 - - — i — — — — — — _ — — _ — — — .— — _ ' �- Y I � `" { . �. _ �' ` x� i � ' t ., � t.. . . •. - _ ____ ____ _'_ _.__ I � I ' � . ' tf . . . . _____ — � � _ . I . �' .V .li y. = J,� .!� .V J.'.� .!i ' .V .li - .. r_ `�.�' �e �.,, __ _• � , '. : :. _, . _ . . , � , _ � �� _ , � , �: s; __-- 12 t _' � ,<`�. '• �r \ `— ��� � ``'I `'. -'I 13 ` ',I `'•. �-s � ' .. . � SJ.'�: . �iY ,�j. ` � i`J � � � _. � W�' I��' W W V/ . � .'"_'_.�/_"�4' . �, r� V�\�t<+G V�_. . � I W �7 W �Y. J _ i 15 PRIiATE l . .� . . � NO�20JEC . ' .�� j ' ;, y '. . �� _ : ' �~ . . ' � � ;-,� I - . . " �---..._.._.., � . _._.. _� .., PRIE NSTORM WATER �'I ' t � `,' `,' -'I -1I _'I '1I ' `'I II �m�y - �� `'' ' EAS E T REC.NO. \ I „' � _ �:�I .J/ �y �y - -.. ' �y' �y �y � V�- - ! 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I - __� _ - -.. _.. � ._ - _ - - ._ ` �_ — — Q = • , � " 0 - _ � , � .., � _. II � O _ __ , i I _.. ; � - - - ------------ _ .. .__ :,. �� `,.� � ------------ - - - -------- �L1 �Y �Y . � W � _ ::� , �._,,.___._..�.__..._._.. ———— —— . , .��...._._._..�:_._..�.___.,:_.._...._..:.... ——— —— - — - — v...:_ .. _ _ . _ _.� � .. _ ,_,._...__�_ _ , -- --------=------- --- - - - = — w o � � � : _ ___�. _. � ���. >_ ----�- _ _---�.�......._ _ _ - - ; . . --_ ------ _ _�...__ __. > _ ` .. ._ � --- � I - }� -, ` -' _ —,'----- __. „ _ _.._ TRACT A � : , � a--�" r I --_----- � �" —— --- - ---�V:E.`T�Rf CL-----�� -- - -- — - —-- — - - —_�... _ W � _ � �� f�.�'' ! —`r-�----•- � - ---- -f - _ - _ --�—-�-- � _ - ____ � Z O - _ _ - . ' ,. — — — .�_ . • ; . — _ :_. _ ��•�- ,�,: __ 5 oRu�DRuwncE i � �/I . I � � _ — — __.�-_ _ . ._ —��—^—��_� — — I O � Q Z � ` � T � U •; I �- I � �� �I � C_T__ _ T _ _j �����-�,..�=-- - � _ _ _ o w z � � � _ �. � ��� � � ., ; :�=;� I � I I m � w � , I I � � � � I � I � � I I � � �, I � � ,, ! � I j i � � , I I I I � � � � , � , � i � � � , i I N � ' � .� - - I,GV�LI.'If�i�E�v�fJ_E�CS . E`1GNEERS PLNINERS 5'JRV_"CRS � 105J1 NE 38M P�A�. $UI'= 1C1 KIRKLAND. N'A 98'J}3 �25.A2J.3063 O�T�CE RCA.962 1�C2 Tp�L FF'E_ 425.827.2127 FAX x...Orslronq.cem �;,P,.4P!—'IC ��A�E 1� ,I✓ Z� ��' CF.AFTED 3Y: YLP DESGNED BY: MAJ �40JECT ENGINEER:MAJ � ir.cH =�o FT �a-E: oeos.n FF.OJECT N0.:71059 S1EET � O° � �:\"LGl"��'\.^,�1�059\3\G�a�H��gs'\P6�,s\Encineerin�'\Fi5\,Gl-��F GJ_.�OJC.�N� C%�7��LO�� 4:48:28 P1d �=ST _„�..q,i,HT cQ2�i1 , D-R. S'RO�vG CC•�SJL-d•:� =t:3'dE=F.S `iC. DEVELOPED SITE HYDROLOGY Soil type The soil types are unchanged from pre developed conditions. Land covers The portions of the Site within the proposed lot areas were modeled as till grass and impervious as appropriate. Portions of the site that are within the public right-of-way were modeled as impervious. Modeling input Land cover Subbasin Till forest (ac) 0.00 Till Grass (ac) 0.73 Wetland (ac) 0.00 Impervious (ac) 1.28 Scale Factor: 0.85 Time Step: Hourly Data Type: Reduced Project location: Landsburg Total Area: 2.01 Table 2 Developed KCRTS Modeling Input Modeling Results Flow Frequency Analysis Time Series File:rdin.tsf • Project Location:Landsburg ■ ---Annual Peak Flow Rates--- Flow Frequency Analysis Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob • (CFS) (CFS) Period = 0.443 6 2/09/01 2:00 0.797 1 100.00 0.990 mi 0.271 8 12/03/01 17:00 0.535 2 25.00 0. 960 0.461 4 9/10/03 15:00 0.526 3 10.00 0.900 0.526 3 8/26/04 1:00 0.461 4 5.00 0.800 0.435 7 10/28/04 18:00 0.452 5 3.00 0. 667 0.452 5 10/22/05 17:00 0.443 6 2.00 0.500 0.535 2 11/21/06 9:00 0.435 7 1.30 0.231 0.797 1 1/09/08 7:00 0.271 8 1.10 0.091 ■ Computed Peaks 0.710 50.00 0.980 I ©2011 D. R.STRONG Consulting Engineers Inc. 15 Brookefield North ■ Technical Information Report Renton,Washington BYPASS AREA HYDROLOGY Modeling input Land cover Subbasin Till forest (ac) 0.00 Till Grass (ac) 0.24 Wetland (ac) 0.00 _ Impervious (ac) 0.04 Scale Factor: 0.85 Time Step: Hourly Data Type: Reduced Project location: Landsburg Total Area: 0.28 = Table 3 Developed KCRTS Modeling Input Modeling results Flow Frequency Analysis Time Series File:bypass.tsf • Project Location:Landsburg • • ---Annual Peak Flow Rates--- Flow Frequency Analysis Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period • 0.043 3 2/09/01 2:00 0.088 1 100.00 0. 990 0.017 8 12/03/01 17:00 0.052 2 25.00 0.960 ' 0.026 7 2/28/03 16:00 0.043 3 10.00 0.900 0.036 4 8/26/04 1:00 0.036 4 5.00 0.800 0.028 6 10/28/04 18:00 0.029 5 3.00 0.667 0.029 5 10/22/05 17:00 0.028 6 2.00 0.500 0.052 2 11/21/06 9:00 0.026 7 1.30 0.231 ' 0.088 1 1/09/08 7:00 0.017 8 1.10 0.091 Computed Peaks 0.076 50.00 0.980 The on-site bypass areas satisfy all the requirements set forth in the Manual, Section 1.2. Runoff from the bypass areas and the flow control facilities converge within a quarter-mile. The flow control facility is designed to compensate for uncontrolled bypass (See "Flow Control System") . The 100-year discharge from the bypass areas is 0.088 cfs, which is less than the 0.4 cfs threshold. There should be no adverse • downstream impacts to the downstream drainage system created by the runoff from the bypass. The grass area to be bypassed (shown in Figure 6) will sheet flow in a northeast direction. The majority of runoff generated by this area (lots 9 — 11) will be captured in the rockery drain shown on the engineering plans. The remainder of this runoff will sheet flow to the north and northeast and then head east to the ravine. This area will be lawn and residential landscaping and the anticipated runoff is considered negligible. ©2011 D.R.STRONG Consulting Engineers Inc. 16 Brookefield North Technical Information Report Renton,Washington • ■ FIGURE 6. POST DEVELOPMENT AREA MAP ©2011 D. R. STRONG Consulting Engineers Inc. 17 Brookefield North Technical Information Report Renton,Washington i i � E_�, E����. I I `i I �� !I ' � � '�' � � � '�� I _ `' i ' •� LOT AREA = I " I.� ; 0.71 ACRES TILL GRASS I ; � i `:;! 1.12 ACRES IMPERVIOUS BYPASS AREA �' — 0.21 ACRES TI L GRASS �� � '� _ __ � — - - - - — — � y ' -. .. __ '_ — — I t . t I ��_! ' .Y �r v� � , '.r .r � ` � ' r ' ' . . ' • 1 � � ti ? I �. , � _ � � ., _ :, ,. �' . i .. S � .r: ;� i�>�`r=� W __ _ _ c IZ ,.. .�. .. ; , - ,. , ,; _. W W � . . ; '� . _.. i �`-: w ri �,` 3 � W � �_ I , I ," _ _-----� - - -- - 4 , ' I . � I� _- _ _ __ r�g f/ .� F� � I • PPI.'P�=CTORM NAIER Z _ _ _ ^�y _ – I EPSEME��'REC RO ; , :CC6G313]itSEC ,� Q � -- - -t<<� = � = I _ _1 = Q � � � �� _ _ I _ - " � rI �. I �, � o . ' � - - I, i.•, � nr-. ., ^� I _I Q w z ' � I I — --- --2 I I _ , .- — — — `i W � p x � �I 3 _ ' 5� g ` + � _ s,:u� I Z Q O � ; . ; �, I . • - . - `-C.. r ;. -= � _--� ; �. :- — =- ' , .. �`.__ _ I I _ -- }J .I..'. '� � � a fn ; � . ` , ; , . ' � ' -- - �/ i " _�I _ `� —' _ �.� ^ �:.. / � . LL � �'.� � � - I �— .� -•� I �I . . . _". ... -'__... :: - �"�--�—��� O . _.. ��. _ Q . _� . . . . . � LL t . � . _ ,- �"'_ _' _ O � , _. . , _ - .. _ �; �.� � _ - - .. _ ,, _ _ _ - - ., /— -- z z I ' �` W , : _� . .: � _:.,�.___.:____ _ ,� . ,... ._.-,,..�...__.;..�_�_ — . I _ _ . ..�__. _... - � , : , _ _...:�..._ .„--------�_.�____--_=_ � � � � � -� > � - .._..�:..�._.__.. _� - �� - _ - � - ::..___._;,.;_. _ _ , .. -----_• - : .. ---.; ----- - , .i - _----�--- - - - - .._....._:._ . ..�.�„__ ._.;. `..._.;� .� . . —�------ _�, _ _ � . __.._.�____ _: , _ . ._� _ . _ ._.�. Y Uw , • i . , ,�_.. - -------------_ _ � _,'"" ---- --.- •—-ia:F. �n�r . - ----- _-- =z-- - �;� s�uR�Ac� :-- -•'� � Z , I .. � _ _ -_ .� � _� - �...��_.,,`' �-- �ORM--Bf2A#PdA�€-�RA��---- _ - _- ' � 2 -CT` -_'` Q � � I ' I - ' _ — — — — -- _ ---��–;�.o.�G TII IT.-�R�SS�-__�—.� — — � C� U �` i i j,• , BYPASS RIGH OF WAY � � — T — —' � '., -� � m � W I ' ' I �r 0.04 ACRES IMPERVIOUS RIGHT OF WAY I � � i : _�_=---" F- r ' � 0.16 ACRES IMPERVIOUS � — �` ; ,�_ 0.03 ACRES ILL GRASS � � I � �' ~ � , � � � � i i i 7 � � i i I , , � � , � �� i � � � � . N � ' D.R. i �'= CONSUL-�r.G Et.G'�vE=RS E�.GIvEERS PLAVNERS SUR�E"OitS '�504 nE 3BIn PLACE.SU11E '�1 K13KLANC, WA 99033 �25.827.3D63 OFFlCE . 80C.95Z.taC2 TOLI FREE a25827.1�23 FAX .....a.st.o�y.c GRA.P-1 C �CAL= � I 5 3�' Ei� DRAFT�D EY: YIp DES�wNED BY: MAJ PROJ�CT ENGINEER:A1AJ � ���';H = b� FT. Da7_� 09.06.11 ?�OJECT NC.-.77D59 SHEE7 1 G 1 c \�r�11`•,,�`,�1'G5�'\3\�raw�c=_`�-1ot=\Eng�eer-�c\F�g`•���-3FIG6_110`�9.dwc 9/o/�G11 4:<g:32 F'vt PST CG=,RiG�7�_,. , �.R. ST4CN" CGVSULi'�a�" E^1GI��ERS INC. � PERFORMANCE STANDARDS The Project is located in a Conservation Flow Control Area and will therefore adhere to Level 2 Flow Control Standards, forested conditions. One detention vault will provide flow control as required. The Project is required to "match developed discharge durations to predeveloped durations for the range of predeveloped discharge rates from 50% of the two-year peak flow up to the full 50-year peak flow. Also match developed peak discharge rates to predeveloped peak discharge rates for the 2 and the 10 year return periods. Assum(ing) historic conditions as the predeveloped condition." (KCSWDM, Sec. 1.2) ©2011 D.R.STRONG Consulting Engineers Inc. 18 Brookefield North Technical Information Report Renton,Washington FLOW CONTROL SYSTEM The Project will utilize one detention vault meeting the Level Two Flow Control criteria. The King County KCRTS software was used to size the detention facilities. Retention/Detention Facility • 1 Type of Facility: Detention Vault Facility Length: 27 .25 ft I Facility Width: 100.00 ft Facility Area: 2725 . sq. ft j Effective Storage Depth: 10. 00 ft Stage 0 Elevation: 450. 00 ft i Storage Volume: 27250. cu. ft • Riser Head: 10.00 ft Riser Diameter: 12 .00 inches Number of orifices: 3 Full Head Pipe Orifice # Height Diameter Discharge Diameter (ft) (in) (CFS) (in) 1 0.00 0. 75 0. 048 2 5.30 1. 00 0. 059 4.0 3 9.00 1.35 0.049 4 .0 Top Notch Weir: None Outflow Rating Curve: None • Stage Elevation Storage Discharge Percolation (ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) 0. 00 450.00 0. 0.000 0.000 0.00 0.01 450.01 27 . 0.001 0. 001 0. 00 _ 0.02 450. 02 55 . 0.001 0. 002 0.00 0. 03 450. 03 82 . 0.002 0. 003 0.00 _ 0. 04 450.04 109. 0.003 0. 003 0.00 0.05 450.05 136. 0.003 0.004 0.00 0.06 450. 06 164 . 0.004 0. 004 0.00 0.26 450.26 709. 0.016 0. 008 0.00 0. 45 450. 45 1226. 0.028 0. 010 0.00 0. 65 450. 65 1771. 0.041 0.012 0. 00 0. 85 450.85 2316. 0.053 0. 014 0.00 1.04 451. 04 2834 . 0.065 0. 016 0.00 1.24 451.24 3379. 0.078 0. 017 0.00 • 1. 44 451. 44 3924 . 0.090 0. 018 0.00 • 1. 63 451. 63 4442. 0.102 0.019 0. 00 1.83 451.83 4987 . 0. 114 0. 021 0.00 2. 02 452 . 02 5505 . 0. 126 0. 022 0.00 2 .22 452 .22 6050. 0.139 0. 023 0.00 "■ 2 . 42 452 . 42 6595. 0.151 0.024 0.00 2. 61 452. 61 7112 . 0.163 0. 025 0.00 2 .81 452.81 7657 . 0. 176 0. 026 0.00 3. 00 453. 00 8175 . 0. 188 0. 026 0.00 _ ©2011 D. R.STRONG Consulting Engineers Inc. 19 Brookefield North Technical Information Report Renton,Washington 3.20 453.20 8720. 0.200 0.027 0.00 3.40 453. 40 9265. 0.213 0. 028 0.00 3.59 453.59 9783. 0.225 0. 029 0. 00 3.79 453.79 10328. 0.237 0.030 0. 00 3. 98 453. 98 10846. 0.249 0.030 0.00 4. 18 454. 18 11391. 0.261 0.031 0.00 4.38 454 .38 11936. 0.274 0.032 0. 00 4. 57 454 .57 12453. 0.286 0. 033 0. 00 4.77 454 .77 12998. 0.298 0.033 0. 00 4. 96 454 . 96 13516. 0.310 0.034 0.00 5. 16 455. 16 14061. 0.323 0.035 0.00 5.30 455.30 14443. 0.332 0. 035 0.00 5.31 455.31 14470. 0.332 0. 035 0. 00 5.32 455.32 14497. 0.333 0.036 0.00 5.33 455 .33 14524. 0.333 0.037 0.00 5.34 455 . 34 14552. 0.334 0.039 0.00 5.35 455.35 14579. 0.335 0. 040 0. 00 5.36 455.36 14606. 0.335 0. 042 0. 00 5.37 455.37 14633. 0.336 0.043 0. 00 5.38 455.38 14661. 0.337 0.043 0.00 5.39 455.39 14688. 0. 337 0. 044 0.00 5.59 455.59 15233. 0.350 0. 051 0. 00 5.79 455.79 15778. 0.362 0. 056 0. 00 5. 98 455. 98 16296. 0.374 0.060 0. 00 6. 18 456. 18 16841. 0.387 0. 063 0. 00 6.37 456.37 17358. 0.398 0. 067 0. 00 6.57 456.57 17903. 0. 411 0. 070 0.00 6.77 456. 77 18448. 0.424 0.073 0.00 6. 96 456. 96 18966. 0.435 0. 075 0. 00 7. 16 457 . 16 19511. 0. 448 0. 078 0. 00 7.35 457 .35 20029. 0. 460 0. 080 0.00 7.55 457 .55 20574 . 0. 472 0.083 0.00 7.75 457.75 21119. 0. 485 0. 085 0. 00 7 . 94 457 . 94 21637. 0. 497 0. 087 0. 00 8. 14 458 . 14 22182 . 0.509 0. 089 0.00 8.33 458 .33 22699. 0.521 0.091 0.00 8.53 458. 53 23244. 0.534 0. 093 0. 00 8.73 458.73 23789. 0.546 0. 095 0. 00 8 . 92 458. 92 24307. 0.558 0.097 0. 00 9. 00 459.00 24525. 0.563 0.098 0.00 9. 01 459.01 24552. 0.564 0.098 0.00 9. 03 459. 03 24607. 0. 565 0. 100 0. 00 9.04 459.04 24634. 0. 566 0. 102 0. 00 9.06 459.06 24689. 0.567 0. 104 0. 00 9. 07 459.07 24716. 0.567 0. 108 0.00 9.08 459.08 24743. 0.568 0. 112 0.00 9. 10 459. 10 24798. 0.569 0. 114 0. 00 9.11 459. 11 24825. 0.570 0. 116 0. 00 9.31 459.31 25370. 0.582 0. 128 0.00 9.50 459. 50 25888. 0.594 0. 138 0.00 9.70 459.70 26433. 0. 607 0. 146 0.00 9. 90 459. 90 26977. 0 . 619 0. 153 0. 00 10.00 460.00 27250. 0. 626 0. 156 0. 00 10. 10 460. 10 27523. 0. 632 0. 468 0.00 ©2011 D. R.STRONG Consulting Engineers Inc. 20 Brookefield North Technical Information Report Renton,Washington 10.20 460.20 27795. 0. 638 1.030 0.00 10.30 460.30 28068. 0. 644 1.770 0.00 10.40 460.40 28340. 0.651 2.560 0.00 10.50 460.50 28613. 0. 657 2.850 0.00 10.60 460. 60 28885. 0. 663 3.100 0.00 10.70 460.70 29158. 0. 669 3.340 0.00 10.80 460.80 29430. 0. 676 3.560 0.00 10.90 460.90 29702. 0.682 3.770 0.00 11.00 461.00 29975. 0.688 3.970 0.00 11.10 461. 10 30248. 0. 694 4.150 0.00 11.20 461.20 30520. 0.701 4.330 0.00 11.30 461.30 30793. 0.707 4.500 0.00 11.40 461.40 31065. 0.713 4. 670 0.00 11.50 461.50 31338. 0.719 4.830 0.00 11.60 461.60 31610. 0.726 4.980 0.00 11.70 461.70 31883. 0.732 5.130 0.00 11.80 461.80 32155. 0.738 5.280 0.00 Hyd Inflow Outflow Peak Storage Stage Elev (Cu-Ft) (Ac-Ft) 1 0.80 0.74 10.15 460. 15 27652. 0.635 2 0.44 0.14 9. 63 459. 63 26251. 0. 603 3 0.53 0.15 9.79 459.79 26678. 0.612 4 0.27 0.07 6.59 456.59 17946. 0.412 5 0.31 0.07 6.55 456.55 17850. 0.410 6 0.26 0.03 4. 94 454. 94 13463. 0.309 7 0.53 0.03 3.84 453.84 10468. 0.240 8 0.22 0.02 2.61 452.61 7108. 0.163 Hyd R/D Facility Tributary Reservoir POC Outflow Outflow Inflow Inflow Target Calc 1 0.74 0.09 ******** ******* 0.81 2 0.14 0.04 ******** 0.18 0. 16 3 0. 15 0.05 ******** ******* 0.17 4 0.07 0.02 ******** ******* 0.08 5 0.07 0.03 ******** ******* 0.09 6 0.03 0.02 ******** ******* 0.05 7 0.03 0.04 ******** ******* 0.06 8 0.02 0.02 ******** ******* 0.04 Route Time Series through Facility Inflow Time Series File:rdin.tsf Outflow Time Series File:rdout POC Time Series File:dsout Inflow/Outflow Analysis Peak Inflow Discharge: 0.798 CFS at 7:00 on Jan 9 in Year 8 Peak Outflow Discharge: 0.736 CFS at 8:00 on Jan 9 in Year 8 Peak Reservoir Stage: 10.15 Ft Peak Reservoir Elev: 460.15 Ft Peak Reservoir Storage: 27652. Cu-Ft 0. 635 Ac-Ft ©2011 D. R.STRONG Consulting Engineers Inc. 21 Brookefield North Technical Information Report Renton,Washington Add Time Series:bypass.tsf Peak Summed Discharge: 0.807 CFS at 8:00 on Jan 9 in Year 8 Point of Compliance File:dsout.tsf Flow Duration from Time Series File:rdout.tsf Cutoff Count Frequency CDF Exceedence Probability CFS 0.002 26985 44.007 44.007 55.993 0.560E+00 0.006 7201 11.743 55.750 44.250 0.442E+00 0.011 8331 13.586 69.336 30.664 0.307E+00 0.015 6739 10.990 80.326 19.674 0.197E+00 0.019 5373 8.762 89.088 10.912 0. 109E+00 0.023 2459 4.010 93.099 6.902 0. 690E-01 0.027 1904 3.105 96.204 3.796 0.380E-01 0.031 1114 1.817 98.020 1.980 0.198E-01 0.036 722 1.177 99.198 0.802 0.802E-02 0.040 17 0.028 99.225 0.775 0.775E-02 0.044 22 0.036 99.261 0.739 0.739E-02 0.048 45 0.073 99.335 0.665 0. 665E-02 0.052 43 0.070 99.405 0.595 0.595E-02 0.056 64 0.104 99.509 0.491 0.491E-02 0.061 50 0.082 99.591 0.409 0. 409E-02 0.065 65 0.106 99.697 0.303 0.303E-02 0.069 45 0.073 99.770 0.230 0.230E-02 0.073 21 0.034 99.804 0.196 0.196E-02 0.077 14 0.023 99.827 0.173 0. 173E-02 0.081 12 0.020 99.847 0.153 0. 153E-02 0.086 14 0.023 99.870 0.130 0.130E-02 0.090 14 0.023 99.892 0.108 0.108E-02 0.094 21 0.034 99.927 0.073 0.734E-03 0.098 19 0.031 99. 958 0.042 0.424E-03 0.102 1 0.002 99. 959 0.041 0.408E-03 0.106 0 0.000 99.959 0.041 0.408E-03 0.111 0 0.000 99.959 0.041 0.408E-03 0.115 1 0.002 99.961 0.039 0.391E-03 0.119 3 0.005 99.966 0.034 0.342E-03 0.123 3 0.005 99.971 0.029 0.294E-03 0.127 2 0.003 99.974 0.026 0.261E-03 0. 131 2 0.003 99.977 0.023 0.228E-03 0. 136 3 0.005 99.982 0.018 0.179E-03 0.140 3 0.005 99.987 0.013 0.130E-03 0.144 3 0.005 99.992 0.008 0.815E-04 0.148 4 0.007 99.998 0.002 0. 163E-04 Flow Duration from Time Series File:dsout.tsf Cutoff Count Frequency CDF Exceedence_Probability CFS % % % 0.002 27105 44.203 44.203 55.797 0.558E+00 0.007 7590 12.378 56.580 43.420 0.434E+00 0.012 8765 14.294 70.874 29.126 0.291E+00 0.017 6342 10.342 81.217 18.783 0.188E+00 0.021 4899 7.989 89.206 10.794 0.108E+00 0.026 2548 4.155 93.361 6.639 0. 664E-01 0.031 1770 2.886 96.248 3.752 0.375E-01 ©2011 D.R.STRONG Consulting Engineers Inc. 22 Brookefield North Technical Information Report Renton,Washington 0.036 1051 1.714 97. 962 2. 038 0.204E-01 0.040 567 0. 925 98. 886 1. 114 0. 111E-01 0.045 150 0.245 99. 131 0. 869 0.869E-02 0.050 64 0. 104 99.235 0.765 0.765E-02 0.055 54 0.088 99.323 0. 677 0. 677E-02 0.059 44 0.072 99.395 0. 605 0. 605E-02 0.064 71 0.116 99. 511 0. 489 0. 489E-02 0.069 53 0.086 99. 597 0.403 0. 403E-02 0.074 50 0.082 99. 679 0. 321 0.321E-02 0.078 40 0.065 99. 744 0.256 0.256E-02 0.083 42 0.068 99. 812 0. 188 0. 188E-02 0.088 11 0.018 99. 830 0. 170 0. 170E-02 0.093 8 0. 013 99.843 0. 157 0. 157E-02 0. 097 13 0.021 99. 865 0. 135 0. 135E-02 0. 102 14 0.023 99. 887 0. 113 0. 113E-02 0. 107 15 0.024 99. 912 0. 088 0. 881E-03 0. 112 16 0.026 99. 938 0. 062 0. 620E-03 0. 116 8 0.013 99. 951 0. 049 0. 489E-03 0.121 3 0.005 99. 956 0. 044 0. 440E-03 0. 126 0 0.000 99. 956 0.044 0. 440E-03 0. 131 4 0.007 99. 962 0.038 0.375E-03 0. 135 1 0.002 99. 964 0. 036 0.359E-03 0. 140 2 0.003 99. 967 0. 033 0. 326E-03 0.145 3 0.005 99. 972 0. 028 0.277E-03 0. 150 3 0.005 99. 977 0.023 0.228E-03 0. 154 3 0.005 99. 982 0.018 0. 179E-03 0. 159 2 0.003 99. 985 0. 015 0. 147E-03 0. 164 3 0.005 99. 990 0.010 0. 978E-04 0. 169 5 0.008 99. 998 0.002 0. 163E-04 Duration Comparison Anaylsis Base File: predev.tsf New File: dsout.tsf Cutoff Units: Discharge in CFS Fraction of Time Check of Tolerance Cutoff Base New %Change Probability Base New %Change 0. 042 I 0. 10E-01 0. 10E-01 -3.5 I 0. 10E-01 0. 042 0.041 -1. 6 0. 052 I 0.70E-02 0.71E-02 1. 6 I 0.70E-02 0. 052 0.053 1. 4 0.063 I 0. 47E-02 0. 51E-02 7. 6 I 0. 47E-02 0.063 0.065 2. 6 0.074 I 0.31E-02 0.32E-02 3.7 I 0.31E-02 0.074 0.074 0. 8 0.084 I 0.20E-02 0. 19E-02 -8 .8 I 0.20E-02 0. 084 0.081 -3.5 0. 095 I 0. 15E-02 0. 15E-02 -1. 1 0. 15E-02 0. 095 0.094 -0.3 0. 105 I 0. 10E-02 0. 96E-03 -6.3 I 0. 10E-02 0. 105 0.104 -1.3 0. 116 I 0.78E-03 0.51E-03 -35. 4 I 0.78E-03 0. 116 0. 109 -6. 0 0. 126 I 0.57E-03 0.44E-03 -22. 9 I 0. 57E-03 0. 126 0. 113 -10.7 0. 137 I 0.33E-03 0.33E-03 0.0 I 0.33E-03 0. 137 0. 140 2.7 0. 147 i 0.20E-03 0.24E-03 25. 0 I 0.20E-03 0. 147 0. 154 4 .5 0. 158 I 0. 15E-03 0. 16E-03 11. 1 I 0. 15E-03 0. 158 0. 161 2 . 1 0. 169 I 0. 98E-04 0. 16E-04 -83.3 I 0. 98E-04 0. 169 0. 164 -2.7 0. 179 I 0. 16E-04 0. 00E+00 -100.0 I 0. 16E-04 0. 179 0. 170 -5.3 Maximum positive excursion = 0. 003 cfs ( 6. 1%) occurring at 0. 057 cfs on the Base Data:predev.tsf ©2011 D. R.STRONG Consulting Engineers Inc. 23 Brookefield North Technical Information Report Renton,Washington 111 and at 0. 061 cfs on the New Data:dsout.tsf Maximum negative excursion = 0.015 cfs (-11.3%) occurring at 0.129 cfs on the Base Data:predev.tsf and at 0.114 cfs on the New Data:dsout.tsf Duration Curve sma ra + , rr,� €= ter_. aa., .. d .... . _ -- . Pause nalysis-KCR7S - <* rdout.dur o ti dsout.dur • target.dur 0 NthR O U1 000 p1 as O • . �• N • 1 • •\ O O • rh oo O O • O O O'o I I 11 1 1 1 1 1 111111111 I I I 11 1 1 1 1 1 1 1 1 1 1 1 1 1 111111 1 11 10-5 10 ° 10 3 10 z 10A 100 Probability Exceedence ©2011 D.R.STRONG Consulting Engineers Inc. 24 Brookefield North Technical Information Report Renton,Washington FLOW CONTROL PRIMARY OVERFLOW Using standard orifice equation to determine stand pipe diameter in control structure Ref. KCSWDM 2005 Figure 5.3.4.H Q1oo = 100-Year, 24-Hour Peak Storm calculated using KCRTS Q1oo= 0.797 cfs HMAx= Maximum available head in feet measured from crest of weir HMAx= 0.5 ft. D= Riser Diameter D= (Q100/(3.782*HMAX0.5))°5))05 D= 0.55 ft. (min. diameter) round up to nearest standard pipe diameter use D= 12 in. or 1 ft. Calculate actual height above the weir expected during the 100-year, 24-hour peak storm H = Actual head above weir achieved with Q100 H = (Q1oo/(9.739*D))"0.67 H = 0.19 ft. Water Quality Treatment The Project is located in the Basic Water Quality Treatment area. The treatment goal is 80% removal of total suspend solids for a typical rainfall year, assuming typical pollutant concentrations in urban runoff. A 5x5 Bayfilter Vault will be used to accommodate this requirement. See details, Sizing Calculations and Internal Bypass Calculations Letter, Figure 7. ©2011 D. R. STRONG Consulting Engineers Inc. 25 Brookefield North Technical Information Report Renton,Washington I • FIGURE 7. DETENTION & WATER QUALITY FACILITY DETAILS ••. ■ • • _ ©2011 D.R.STRONG Consulting Engineers Inc. 26 Brookefield North Technical Information Report Renton,Washington itaggIDS Mass Loading Calculation Sheet ADS Representative: Kelly Kokesh Date: 10/20/2011 Site Information Project Name Brookfield North Location WA Drainage Area 2.2 acres Impervious Area 1.1 acres Pervious Area 1.1 Impervious 50% Runoff Coefficient 0.50 Upstream Detention System Peak release rate from detention 0.89 cfs Treatment release rate from detention 0.04 cfs Detention pretreatment credit 60% Mass Loading Calculations Mean Annual Rainfall 37.19 in Agency required%removal 80% Percent Runoff Capture 90% Mean Annual Runoff 133650 cf Event Mean Concentration of Pollutant 60 mg/L Annual Mass Load 500.30 lbs Filter System Filtration Brand BayFilter Cartridge Height 28" Specific Flow Rate 30 gpm Number of cartridges-mass loading Mass removed by pretreatment system 300.18 lbs Mass load to filters after pretreatment 200.12 lbs Allowable Cartridge Flow Rate 30 gpm Mass load per Cartridge 150 at 30 gpm Number of Cartridges Required 2 Treatment Capacity 0.04 cfs Determine Critical Sizing Value Number of Cartridges Using Flow Rate I 1 Method to Use IMASS LOADING SUMMARY Treatment Flow Rate 0.04 cfs Cartridge Flow Rate 30 gpm Number of Cartridges 2 THE MOST ADVANCED NAME IN DRAINAGE SYSTEMS 1LLls I 1 4t ■ 1 Maher A. Joudi, P.E. Project Engineer D.R. Strong Consulting Engineers, Inc. 10604 N. E. 38th Place Suite#101 Kirkland, WA 98033 December 22, 2011 Subject: Brookfield North Project, WA To Mr. Joudi: The Brookfield North BayFilter system was sized to handle a 0.04 cfs treatment flow rate. From D. R. Strong Consulting Engineers' plans dated 9/6/2011 the peak bypass flow rate is 0.89 cfs. The BayFilter structure has an internal bypass weir that is set 28" above the bottom of the vault. The height of the weir is set to 28" to provide the head required to activate the BayFilter cartridges. A minimum of 28" is required for this purpose. The filter will have flow control disks in the draindown manifolds going to the outlet. These flow control disks will be sized to ensure that the filters flow at the treatment flow rate of 0.04 cfs. Any flows higher than 0.04 cfs will backup in the inlet bay and crest the bypass weir. The length of the weir will be at least 18". The length was obtained from the AutoCAD drawing of the Brookfield North BayFilter dated 10/21/2011. Using a standard weir equationsill below the 0.89 cfs peak flow will pass over the weir with the height of water over the weir of 0.32 ft. Q = C V25 LH3/2 C = 0.40 + 0.05P Iterations in a excel spreadsheet were used to determine the value H based on the flow rate Q and are summarized as follows: Assume H = 0.35 L = 1.5 ft P = 28" = 2.33ft C = 0.4 + 0.05 x (0.35/2.33) = 0.407 Q = 0.407 x SQRT(2 x 32.2) x 1.5 x 0.35^(3/2) = 1.01 cfs ADVANCED DRAINAGE SYSTEMS,INC.,70 Inwood Rd Suite 3 Rocky Hill,CT 06067 PHONE: (860)529-8188 E-mail:cmarseilles@stormtech.corn Web site: www.ads-pipe.corn THE MOST ADVANCED NAME IN DRAINAGE SYSTEMS EMS • Assume H = 0.32 L = 1.5ft P = 28" = 2.33ft C = 0.4 + 0.05 x (0.32/2.33) = 0.407 Q = 0.407 x SQRT(2 x 32.2) x 1.5 x 0.32^(312) = 0.89 cfs Should there be any further questions please contact me at (888) 892-2694. Regards, Kenneth Sanok, P.E. Senior Engineer Technical Services Department Advanced Drainage Systems, Inc. ksanok@stormtech.com [1] Cassidy, J.J., Chaudhry, M.H., and Roberson, J.A., Hydraulic Engineering, 1st ed., Houghton Mifflin, Boston, 1998 ADVANCED DRAINAGE SYSTEMS, INC.,70 Inwood Rd Suite 3 Rocky Hill,CT 06067 PHONE: (860)529-8188 E-mail:cmarseilles@storm tech.com Web site:www.ads-pipe.com NI I11 ■ MAX.DESIGN W.S.n 460.00 BBBB� 'PORT NOTE PROVIDE AT 24'FRAYS,GRATE AND ST ONE 3'X 0.090 GAGE LOCKING COVER `BRACKET ANCHORED TO ` IE a 459.00 MARKED'DRAIN'(TIP.) E WALL(MAXIMUM}'-0' ORIFICE 0=1.35' RIM 463.35 VERTICAL SPACING) FINISHED GRADE 464.01iii• - -, IE-455.30 ORIFICE 0=1.00' H I.I TOP OF VAULT EL 461.: O __� DETENTION W.S.460.00 1.5 x DIA. inirriNg Z L 0.79'FREEBOARD �I' _I� Q • ,12'4 OUTLET PIPE 3HEAR GATE W/CONTROL ROD FOR INVERT•450.00 -J 4 CLEANOUT DRAIN(ROD SENT AS PER PLANS LU 10.00'EFFiEO'D FOR VERTICAL AUGNMENT W/ (.L OINLET IE 455.31 SCORN COVER)SEE KCRS DWG.53 2'IYIN 12'�CLIP RISER LU • 27.75 1'SECTION OF PIPE ATTACHED BY '• GASKETED BAND TO ALLOW REMOVAL 0 RESTIBCTOR PLATE W/0.75'0 ORIFICE • CC TCP OF SEDIMENT STORAGE 450.00 SMOOTH EDGE CO 5.0 0% • . • PIPE SUPPORT NOTE: PROVIDE AT LEAST ONE 3 x 0.090 GAGE SUPPORT BRACKET ANCHORED TO CONCRETE WALL(MAXIMUM 3'-0'VERTICAL SPACING) IBOV 0 PERIMETER EL 449.50(TVP.) DETENTION VAULT: SECTION A-A 'ROP DETAIL NTS ',GRATE AND OVER FINISHED GRADE 464.11—\ DRAIN'(TVP.) • INLET IE 455.31 a. • • • '45000 GRATE WITH 2'x2' •ACCESS DOOR :ALVANIZED METAL BARS) 00 DETENTION VAULT: SECTION B-B ■ -_--3 5. r M'II.T Rs STdtUWATER MANAGEMENT ���j L���j IS A STORYWATER SEDIME TS DEVICE Y M��I� � 0 TO REMOVE TINE SEDIMENTS,HEAW •�r. .� OUTLET ANO PHOSPHORUS. THE BAYFILTER 5, -lI. RELIES ON A SPIRAL WOUND MEDIA .74 ,ARTRIDGE PATH APPROXIMATELY 43 d �����i7 FEET OF FILTRATION AREA. THE 12'OUTLET IARTRIDGES ARE HOUSED IN A �'� ��I L 1E STRUCTURE THAT EVENLY ETHEHE FLOW BETWEEN CARTRIDGES rw„vvLI iIEU IS OFFLINE WITH AN EXTERNAL THAT ROUTES HIGH INTENSITY STORMS 11111.ITHE SYSTEM. THE p) FTER 4. RUBBER GES REMOVE POLLUTANTS FROM BOOT —.BY FILTRATION Fi LET {'INLET ORIFICE ir INLET ON ATT•MEN AND ADSORPTION. NEIR WALL Al • PLANVEW ADS BAYFILTER DETAILS, PER ADVANCED DRAINAGI --/it ----,,- -- 0... BROOKEFIELD NORTH-Ds-11 . - CBE 2 Working Days Before You DIM ( vee 1-800-424-5555 ' CiUREdee Underground Location Center DETENTION VAULT DETAILS Cta°`'1t • A— NNNNNAA SECTION V CONVEYANCE SYSTEM ANALYSIS AND DESIGN Per Core Requirement, #4 of the KCSWDM, the conveyance system must be analyzed and designed for existing tributary and developed onsite runoff from the proposed project. Pipe systems shall be designed to convey the 100-year design storm. The Rational Method was used to calculate the Q-Ratio for each pipe node. A conveyance system consisting primarily of pipes and catch basins has been designed for the Project. Onsite runoff from PGIS will be collected by the multiple catch basins. Pipes are typically twelve-inch diameter LCPE material. What is depicted in this section is the conveyance system for the Brookefield North Subdivision, per the engineering plans. Outfall Energy Dissipator The Project will utilize an internal ring energy dissipater system in order to reduce the velocity of discharge in the 12-inch HDPE outfall pipe. The system design is based on the Federal D.O.T. guidelines for tumbling flow. The internal ring energy dissipater will reduce the velocity in the outfall pipe to 7.39 fps. Per Table 4.2.2.A of the Manual, the required protection is riprap graded to the gradation specified in the table. See Appendix C for calculations, see engineering plans for construction details. ©2011 D. R. STRONG Consulting Engineers Inc. 27 Brookefield North Technical Information Report Renton,Washington BACKWATER ANALYSIS ©2011 D. R.STRONG Consulting Engineers Inc. 28 Brookefield North Technical Information Report Renton,Washington i I , I . . JNPLATT�p — U�'PIAiTcD I II — -- ___ �_ _ — �N _ T LL I � T y O �z I \ I�—/ a I I �,5 t3 14 15 \,5 LL. � Z � L103 "" O . � /� � PRIv47E STO�M WR7ER \ O n" Z � Z I �I � /� 2A0050313G01 6�n0- Z G O Z Q � — a J W � c= `'' I � �� I '` � � 11 W ~ � >Q ¢ � > _ � � L4 I L7 T � Wv U Z O I 2 i 5 6 7 i m Q Z � , � L3 � I� 0 1 � II " � I rj , 5 � U � \ - - - - - - -j — I � m w i — — — — — — — — — — — — � � TRACT"A' — -- N.E. 11TH CT. — -- � — — — SiORu OawnrGE macr a � '�a � � I BROSCEFl_LD II vOL 27<,PGS 80-83, � Z } EC.N0.200411056JOJ81� � 5 6 7 8 9 1D 12 I tl �} \ I \\ I \ , � � — — � \ D_R. STRCUG — I i � COVSL.L'IIJG E'��I'JEERS � EY��NE_FS FLPNl.E35 �U?\EV�P.S — tCYDt V_18:n PLACE.SVITE�p' � � KIRKL4ND.wA 9gp�3 425.b2�.3J63 OFFICE ' ' 800.952.�<02 TOLL FR_E 425.E2�.2<<�FA% rrw.trslron_ CRAFTED 37: 1LP I DESIGNED BY: MAJ PROJECT ENGINEER:MAJ DATE: 09.06.71 , � PROJECT N0.:71059 �.. SHEET � OF 1 � COPYRIGHT �O 2011, D.R. S-RONG CONSU�TING ENGMEERS MC. BACKWATER TABLE Storm Water Runoff Variables: A= Total of Subasin and Tributary Areas C= Runoff Coefficient(the anticipated proportion of rainfall volume that runs off the area) see 2005 KCSWM Table 3.2.1A CC= Composite Runoff Coefficient CC= S(Cn*An)/ATotal Tc= Time of Concentration (Typically 6.3 minutes which is the minimum value used in calculations) R= design return frequency iR= Unit peak rainfall intensity factor iR= (aR)(Tc)^(-bR) aR,bR= coefficients from 2005 KCSWM Table 3.2.1.B used to adjust the equation for the design storm IR= Peak rainfall intensity factor fora storm of return frequency 'R' IR= PR*iR PR= total precipitation (inches)for the 24-hour storm event for the given frequency. See Issopluvial Maps in 2005 KCSWM Figures 3.2.1.A- D QR= peak flow (cfs) for a storm of return frequency 'R' QR= CC*iR*A The Q-Ratio describes the ratio of the tributary flow to the main upstream flow. R= 100 -year storm aR= 2.61 bR= 0.63 PR= 3.95 inches ©2011 D. R.STRONG Consulting Engineers Inc. 29 Brookefield North Technical Information Report Renton,Washington Pipe Structures Subasins& A A C CC Tc iR IR QR SQR Q- d Material n I Slope invert invert over- Q V Bend CB Tributaries subasin Ratio in out flow Full Full Dia elev. Flow Flow FROM CB To CB sf Ac Ac Min. cfs cfs in ft % ft ft ft cfs fps CB#5 TO INLET 1 5 5 4 5 11134 0.26 0.64 6.3 0.82 3.23 0.53 0.53 0.00 12 N-12 0.012 103 0.60 463.12 462.5 466.12 3.00 3.82 44 2 4 4 3 4 18748 0.43 0.71 63 0.82 3.23 0.99 1.51 1.88 12 N-12 0.012 225 0.65 462.50 461.03 468.51 3.13 3.98 36 4 RUN 103-3 9944 0.23 0.68 3 3 2 3 18435 0.42 0.70 3 3 2 3 28379 0.65 0.69 6.3 0.82 3.23 1.46 2.97 0.97 12 N-12 0.012 101 0.82 461.03 460.2 466.16 3.50 4.46 0 4 2 2 1 2 10522 0.24 0.66 6.3 0.82 3.23 0.51 3.49 0.17 12 N-12 0.012 82 5.78 460.20 455.46 465.18 9.30 11.84 36 2 1 1 INLET 1 8888 0.20 0.84 6.3 0.82 3.23 0.56 4.04 0.16 12 N-12 0.012 5.2 2.91 455.46 455.31 463.14 6.60 8.40 36 4 CB#103 TOCB#3 103 103 3 103 9944 0.23 0.68 6.3 0.82 3.23 0.50 0.50 0.00 12 N-12 0.012 103 0.61 461.66 461.03 463.95 3.02 3.85 0 2 ©2011 D. R.STRONG Consulting Engineers Inc. 30 Brookefield North Technical Information Report Renton,Washington BACKWATER ANALYSIS MAP 02011 D. R. STRONG Consulting Engineers Inc. 31 Brookefield North Technical Information Report Renton,Washington BACKWATER COMPUTER PROGRAM FOR PIPES BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:CB#5 TO INLET 1.bwp Surcharge condition at intermediate junctions Tailwater Elevation:459.63 feet Discharge Range:0.53 to 4.04 Step of 0.351 [cfs] Overflow Elevation:466.12 feet Weir:NONE Upstream Velocity:0. feet/sec PIPE NO. 1: 5 LF - 12"CP @ 2.91% OUTLET: 455.31 INLET: 455.46 INTYP: 5 JUNC NO. 1: OVERFLOW-EL: 463.14 BEND: 36 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.16 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.53 4.19 459.65 * 0.012 0.31 0.20 4.32 4.32 4.18 4.19 0.40 0.88 4.19 459.65 * 0.012 0.40 0.25 4.32 4.32 4.17 4.19 0.53 1.23 4.22 459.68 * 0.012 0.47 0.30 4.32 4.32 4.18 4.22 0.64 1.58 4.25 459.71 * 0.012 0.54 0.34 4.32 4.32 4.18 4.25 0.75 1.93 4.28 459.74 * 0.012 0.60 0.38 4.32 4.32 4.18 4.28 0.84 2.29 4.33 459.79 * 0.012 0.65 0.41 4.32 4.32 4.19 4.33 0.94 2.64 4.38 459.84 * 0.012 0.70 0.45 4.32 4.32 4.19 4.38 1.03 2.99 4.44 459.90 * 0.012 0.75 0.48 4.32 4.32 4.20 4.44 1.13 3.34 4.50 459.96 * 0.012 0.79 0.51 4.32 4.32 4.21 4.50 1.25 3.69 4.58 460.04 * 0.012 0.82 0.54 4.32 4.32 4.22 4.58 1.38 4.04 4.66 460.12 * 0.012 0.86 0.57 4.32 4.32 4.23 4.66 1.52 PIPE NO. 2: 82 LF - 12"CP @ 5.78% OUTLET: 455.46 INLET: 460.20 INTYP: 5 JUNC NO. 2: OVERFLOW-EL: 465.18 BEND: 36 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.17 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.46 0.35 460.55 * 0.012 0.29 0.16 4.19 4.19 0.29 ***** 0.35 0.76 0.47 460.67 * 0.012 0.37 0.20 4.19 4.19 0.37 ***** 0.47 1.06 0.58 460.78 * 0.012 0.44 0.23 4.22 4.22 0.44 ***** 0.58 1.37 0.67 460.87 * 0.012 0.50 0.26 4.25 4.25 0.50 ***** 0.67 1.67 0.76 460.96 * 0.012 0.55 0.29 4.28 4.28 0.55 ***** 0.76 1.97 0.84 461.04 * 0.012 0.60 0.32 4.33 4.33 0.60 ***** 0.84 2.27 0.92 461.12 * 0.012 0.65 0.34 4.38 4.38 0.65 ***** 0.92 2.58 1.00 461.20 * 0.012 0.69 0.37 4.44 4.44 0.69 ***** 1.00 2.88 1.09 461.29 * 0.012 0.73 0.39 4.50 4.50 0.73 ***** 1.09 3.18 1.19 461.39 * 0.012 0.77 0.41 4.58 4.58 0.77 ***** 1.19 3.49 1.29 461.49 * 0.012 0.80 0.43 4.66 4.66 0.80 ***** 1.29 PIPE NO. 3: 101 LF - 12"CP @ 0.82% OUTLET: 460.20 INLET: 461.03 INTYP: 5 JUNC NO. 3: OVERFLOW-EL: 466.16 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.97 ©2011 D.R.STRONG Consulting Engineers Inc. 32 Brookefield North Technical Information Report Renton,Washington Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.39 0.35 461.38 * 0.012 0.26 0.23 0.35 0.35 0.26 ***** 0.35 0.65 0.46 461.49 * 0.012 0.34 0.30 0.47 0.47 0.34 ***** 0.46 0.91 0.55 461.58 * 0.012 0.40 0.35 0.58 0.58 0.40 ***** 0.55 1.16 0.64 461.67 * 0.012 0.46 0.40 0.67 0.67 0.46 ***** 0.64 1.42 0.73 461.76 * 0.012 0.51 0.45 0.76 0.76 0.51 ***** 0.73 1.68 0.81 461.84 * 0.012 0.56 0.49 0.84 0.84 0.56 ***** 0.81 1.94 0.89 461.92 * 0.012 0.60 0.54 0.92 0.92 0.60 ***** 0.89 2.20 0.97 462.00 * 0.012 0.64 0.58 1.00 1.00 0.64 ***** 0.97 2.46 1.04 462.07 * 0.012 0.68 0.62 1.09 1.09 0.68 ***** 1.04 2.71 1.16 462.19 * 0.012 0.71 0.67 1.19 1.19 0.81 1.16 1.12 2.97 1.38 462.41 * 0.012 0.74 0.71 1.29 1.29 1.07 1.38 1.21 PIPE NO. 4: 224 LF - 12"CP @ 0.65% OUTLET: 461.03 INLET: 462.50 INTYP: 5 JUNC NO. 4: OVERFLOW-EL: 468.51 BEND: 36 DEG DIA/WIDTH: 4.0 Q-RATIO: 1.88 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.20 0.24 462.74 * 0.012 0.19 0.18 0.35 0.35 0.19 ***** 0.24 0.33 0.32 462.82 * 0.012 0.24 0.22 0.46 0.46 0.24 ***** 0.32 0.46 0.38 462.88 * 0.012 0.29 0.26 0.55 0.55 0.29 ***** 0.38 0.59 0.44 462.94 * 0.012 0.33 0.30 0.64 0.64 0.33 ***** 0.44 0.72 0.49 462.99 * 0.012 0.36 0.33 0.73 0.73 0.36 ***** 0.49 0.85 0.54 463.04 * 0.012 0.39 0.36 0.81 0.81 0.39 ***** 0.54 0.99 0.59 463.09 * 0.012 0.42 0.39 0.89 0.89 0.42 ***** 0.59 1.12 0.63 463.13 * 0.012 0.45 0.42 0.97 0.97 0.45 ***** 0.63 1.25 0.68 463.18 * 0.012 0.48 0.45 1.04 1.04 0.48 ***** 0.68 1.38 0.72 463.22 * 0.012 0.50 0.47 1.16 1.16 0.50 ***** 0.72 1.51 0.76 463.26 * 0.012 0.53 0.50 1.38 1.38 0.53 ***** 0.76 PIPE NO. 5: 103 LF - 12"CP @ 0.60% OUTLET: 462.50 INLET: 463.12 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.07 0.16 463.28 * 0.012 0.11 0.11 0.24 0.24 0.11 0.16 0.14 0.11 0.21 463.33 * 0.012 0.14 0.14 0.32 0.32 0.14 0.21 0.18 0.16 0.22 463.34 * 0.012 0.17 0.16 0.38 0.38 0.17 ***** 0.22 0.21 0.25 463.37 * 0.012 0.19 0.18 0.44 0.44 0.19 ***** 0.25 0.25 0.28 463.40 * 0.012 0.21 0.20 0.49 0.49 0.21 ***** 0.28 0.30 0.30 463.42 * 0.012 0.23 0.22 0.54 0.54 0.23 ***** 0.30 0.34 0.33 463.45 * 0.012 0.25 0.23 0.59 0.59 0.25 ***** 0.33 0.39 0.35 463.47 * 0.012 0.26 0.25 0.63 0.63 0.26 ***** 0.35 0.43 0.37 463.49 * 0.012 0.28 0.26 0.68 0.68 0.28 ***** 0.37 0.48 0.39 463.51 * 0.012 0.29 0.28 0.72 0.72 0.29 ***** 0.39 0.52 0.41 463.53 * 0.012 0.31 0.29 0.76 0.76 0.31 ***** 0.41 ©2011 D.R.STRONG Consulting Engineers Inc. 33 Brookefield North Technical Information Report Renton,Washington BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:CB#103 TO CB#3.bwp Surcharge condition at intermediate junctions Tailwater Elevation:462.41 feet Discharge Range:0.5 to 0.5 Step of 0.1 [cfs] Overflow Elevation:463.95 feet Weir:NONE Upstream Velocity:0. feet/sec PIPE NO. 1: 103 LF - 12"CP @ 0.61% OUTLET: 461.03 INLET: 461.66 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.50 0.78 462.44 * 0.012 0.30 0.28 1.38 1.38 0.77 0.78 0.40 ©2011 D.R.STRONG Consulting Engineers Inc. 34 Brookefield North Technical Information Report Renton,Washington SECTION VI SPECIAL REPORTS AND STUDIES The following report and studies are or have been provided for this Project: 1. Geotechnical Engineering Report — Dennis Joule, P.E., February 1, 2005. ©2011 D. R.STRONG Consulting Engineers Inc. 35 Brookefield North Technical Information Report Renton,Washington Geotechnical Engineering Repor EV 0 Crty OF NN SroN AN 262007 Brookfield North Preliminary Plat RECEI Vm d Renton, Washington February 1, 2005 Prepared For: Cambridge Homes 1800 N.E. 44th Street, Suite 200 Renton, Washington 98056 dF Prepared By: Dennis Joule, P.E. 31700 S.E. 46th Street • Fall City, Washington 98024 Consultant In Geotechnical Engineering . F '? / / 1:.�.� > ( l North 06 / / Storm Watet Tract j 1 Jr ' Scale: 1".80' of 11 7,7 i r- 1,- - ,.. - / .yi , „_,,,, g / Lot 10 i' ' / / , , igt94%, TPr4 i /' Lot 8 ELot 15 r �6at of 7 NI TP-3 JA I i1 1 i Lot 6 Lot 141 / 'BTP2/ C.S. I ;—' \\___ Lot4 \1 I I Lot 13 / L, f TP 1 sgt /_,Q Lot 12 Existing rlbuse ! Ex-ting L______ H use l k Lott l Haquianz Avenue N.E. GEOTECHNICAL INVESTIGATION Brookfield North Preliminary Plat Renton,Wazninglon TP-1 Indicates Location of the Backhoe Test Pits DE. us Joule,F. sno Si 4am sant Tall CIF,WashinEtoa SW24 _._ (4.151 V14651 • • • GEOTECHNICAL ENGINEERING REPORT Brookfield North Preliminary PIat Renton, Washington February 1, 2005 INTRODUCTION.. The project site, located northeast of the intersection of Hoquiam Avenue N.E. and N.E. 11t Court, is about two acres in area and approximately rectangular in plan. The planned development consists of creating fifteen single-family residential building lots, Tract "A" for storm water facilities, sidewalk, and utilities. INFORMATION PROVIDED A site plan, showing the site location, dimensions, topography, existing buildings, and proposed lot layout was provided by Offe Engineers, Civil Engineers of Renton. This information was used in preparing the drawing on the opposite page, which also shows the locations of the backhoe test pits. SCOPE The scope of work in this investigation included the following: 1. Subsurface exploration by means of five backhoe test pits, 2. Engineering evaluation and analysis of field data and published documents for the purpose of providing recommendations regarding the geotechnical aspects of site development, and 3. Preparation of this report in accordance with Chapter 18 of the U.B.C., presenting the findings and recommendations. Page 1 Project 1884 February 1, 2005 FINDINGS Surface Conditions The western two thirds of the property is essentially flat (two percent slope to the northeast) with minor ground undulations. The eastern one-third slopes down toward the northeast at from ten to twenty five percent. At the time of the field investigation there were two existing residences, two sheds, and associated landscaping in the southwest portion of the site. The remainder of the site supported native grass and berry bushes, with some alder and fir trees. Geology The soils and land types of the King County Area formed largely in deposits of glacial drift laid down during the- Vashon period of the Fraser glaciation late in the Pleistocene. This site is mapped as Vashon till (Vt)(Galster and Laprade 1991). The Vashon till consists of very dense, consolidated lodgement till that ranges in thickness to nearly one hundred feet and has a mantle of ablation till about three foot thick. The ablation till is loose, and it is in this material that soils of the Alderwood series formed. Subsurface Conditions The site is mapped by the U.S. Soil Conservation Service as Alderwood gravelly sandy loam (AgC). Within the twelve-foot maximum depth of exploration, the site is underlain by medium dense to dense very silty sand and firm to hard fine sandy silt, over moderately consolidated glacial till. Soil color mottling indicates that a high seasonal perched water table could be as shallow as about one foot below the surface. Specific soil and water table data is contained in the test pit logs in Appendix 'A'. • CONCLUSIONS Seismic Considerations and Soil Liquefaction As with all land in the Puget Sound region, this property lies in Seismic Zone 3. Seismic hazards can be divided into two general categories, hazards due to ground rupture and hazards due to ground shaking. Since no faults are known to pass through the site, the possibility of earthquake induced ground rupture appears to be remote. Page 2 Project 1884 February 1, 2005 Even if severe ground shaking were to occur at the site, the soils encountered in the exploration will not liquefy because they do not have the characteristics of materials prone to liquefaction under dynamic loads. The sands encountered are too dense, and their hydraulic conductivity allows dissipation of excessive pour pressure. The silts are too compact, and can rely on the cohesive component of their shear strength. The underlying moderately consolidated glacial till is slightly cemented and too dense. SIope Stability The slopes within the eastern third of the site were field mapped and no evidence of deep-seated instability was observed. These slopes have certainly been subject to seismic activity in the past, therefore, the present stability of the slopes provides some evidence of future stability. Slope problems generally associated with the Alderwood soil profile occurs when thin sheets of the loose overlying soil slides off of the underlying more dense material. Within this property the slopes are mild (generally about fifteen to twenty percent) and the residential buildings are to be founded on the underlying medium dense soil and moderately consolidated glacial till. Compressible Soils No compressible soils were encountered. Seasonal Perched Groundwater The moderately consolidated glacial till underlying this property is relatively impermeable. Water landing on the site as rain, or water entering as off-site drainage percolates through the near surface permeable surface soils. It is then trapped on top of the less permeable soil and glacial till and must travel laterally on top of this layer. This groundwater should be anticipated in excavations made during or just following the wet season. See the test pit logs in Appendix 'A' for more specific groundwater information. RECOMMENDATIONS Removal of Existing Buildings The existing residences are to be razed or moved off the property. Removal of the buildings should include the removal of the concrete foundations and slabs, and existing buried utilities. Page 3 Project 1884 February 1, 2005 Moisture Sensitivity of On-Site Soils Near surface on-site soils are slightly plastic and sensitive to soil-water content. These materials tend to retain moisture, and become soft and muddy during wet weather. It may be difficult to operate construction equipment within this site when the soils are wet. If there are isolated areas where the ground is softened or loosened by construction activity, two to four inch crushed rock should be imported and placed in the soft areas to stabilize the ground. Site Preparation Depressions and loose soil zones resulting from the removal of buildings, trees, large shrubs, or underground structures (that may be encountered during construction) should be carefully backfilled with thoroughly compacted on-site inorganic soil or approved import soil. The surface of the site within the proposed building and pavement areas should be stripped to remove vegetation and organic topsoil. Soil containing more than two percent by weight organic matter should be considered organic. Stripping depths should be decided in the field at the time of construction but for planning purposes an average stripping depth of six inches may be assumed. Strippings may be stockpiled for subsequent use in landscaped areas. Excavation and Slopes Cut or fill banks should not exceed slopes of 2:1. These slopes should immediately be covered with visqueen. The visqueen should remain until they can be landscaped. Soil stockpiles should be covered with visqueen to prevent saturation and erosion. Grading and Compaction If any import fill is required it should be inorganic, of low expansion potential, and should contain no rocks or lumps larger than 4 inches in greatest dimension. Stripped soil surfaces in those areas to receive structural fill, foundations, slabs-on-grade, or pavements, should be scarified to a depth of at least six inches. The soil should be moisture conditioned (or allowed to dry) to produce a moisture content of two percent above the optimum value and then compacted to a density equivalent to at least 90 percent of the maximum value as determined by ASTM Test D1557-70. (U.B.C. Standard 70-1: Field-tests by U.B.C. Standards 70-2, 70-3, 70-4, or 70-5). _ Page 4 Project 1884 February 1, 2005 Structural fill using on-site or import inorganic soil should be placed in layers not exceeding eight inches in loose thickness, conditioned with water (or allowed to dry) and compacted to the requirements described previously. Where the fill is to be placed on slopes exceeding ten percent the stripped ground is to benched prior to fill placement. Level benches are to be cut into the hillside at least five feet wide. Fill is to be placed in horizontal lifts. Utility Trenches Utility trench excavation can be performed with conventional mechanical equipment to depths up to twelve feet. Refer to the section regarding Seasonal Perched Groundwater. Trench excavations up to four feet deep should be capable of standing either unbraced or with minimal bracing for short construction periods. For the purposes of this section of the report, backfill is material placed in a trench starting one foot above the pipe or conduit or at the top of concrete formed around the pipe orconduit; and bedding is all material placed in a trench below the backfill. Unless concrete bedding is required around utility pipe or conduits, free draining sand should be used as bedding. Sand bedding should be compacted by mechanical means to a density equivalent to at least 95 percent of the compaction test maximum (ASTM D1557-70). Trench backfill should be placed in horizontal layers not exceeding 6 inches in loose thickness and compacted by mechanical means at least 90 percent of the compaction test maximum (ASTM D1557-70). Retaining Walls Retaining wall constructed as part of the foundation system cannot be allowed to "rotate", developing "active" soil pressures. Therefore an "at rest" lateral soil coefficient of 0.5 should be used. Retaining walls may be designed using the equivalent fluid pressure method. For non- compacted granular soil an average backfill soil unit weight of 100-1b/cu ft may be assumed (lateral pressure would then be 50-Ib/cu ft). The lateral coefficient of sliding between the concrete base and the soil may be designed at 0.30 for the silty fine sands and 0.40 for the underlying moderately consolidated glacial till. Rockeries Rockeries are not earth retaining structures. Rockeries may be used as slough walls against stable earth cuts only. It is recommended that rockeries not be constructed over six feet high within this site. Page 5 Project 1884 February 1, 2005 Embedded Post or Columns When designing posts or poles as embedded columns in accordance with U.B.C. Section 1806.8.2.1, lateral bearing (S1 or S3) may be taken at 150 Ib/ft2/ft depth below ground surface. Building Foundations • When determining minimum earthquake forces for structures in accordance with U.B.C. Section 1629.1, consider the site to be underlain by soil Profile Type SD. The proposed single-family residential buildings may be supported on conventional shallow foundations bearing on firm natural soil or compacted structural fill. Reinforced concrete continuous footings may be designed to impose pressures on foundation soils up to 2000 pounds per square foot from dead plus normal live loading provided the resulting foundation width is not less than 12 inches for one story, 15 inches for two story, and 18 inches for three story portions of the structure. Individual reinforced concrete foundations, such as may be used for supporting columns, may also be designed to impose pressures of up to 2000 pounds per square foot from dead plus normal Iive loading, but should be at least 24 inches in minimal plan dimension. As a minimum, isolated concrete pads should have two #4 bars. These bars shall form a cross (as seen in plan view), and shall be set mid depth in the concrete. Foundations should be embedded at least twelve inches below existing grade or adjacent finished grade, whichever is lower. Residential Buildings - Total Differential Settlement There are no compressible soils within the building areas. Soils are uniform in compactness and thickness within each building pad. Therefore, the total differential settlement for buildings designed and constructed in accordance with the recommendations presented in this report should be negligible. Settlement should occur during the initial framing period. Concrete Slabs-On-Grade Concrete floor slab should be constructed on compact soil subgrades prepared as described in the sections under Grading and Compaction. Page 6 Project 1884 • February 1, 2005 Where floor dampness must be minimized, a minimum 4-inch section of capillary break material covered with a membrane vapor barrier should be placed between the floor slab and the compact soil subgrade. The capillary break should be free draining, clean gravel or rock, such as 3/8" pea gravel. The membrane vapor barrier should be at least 10-mil thick polyethylene or its equivalent. Where floor dampness is not objectionable, concrete slabs may be laid directly on the compact soil subgrade. Footing and Retaining Wall Drains Footing drains are required for all footings and retaining walls. A perforated drainpipe should be placed at the upslope base of the footing. The drainpipe should be covered with at least a twelve-inch wide zone of washed 1/2" to 1" drainrock. The drainrock layer should be about twelve inches thick for footings and should extend at least half way up the back of retaining walls. The drainrock should be covered with filter fabric paper, and a layer of native soil should be placed over filter fabric as a soil cap. Soil Infiltration Data Due to the shallow seasonal perched groundwater table and the underlying moderately consolidated glacial till, this site is not considered suitable for the use of storm water infiltration facilities. Storm Water Vault Drainage The storm water vault in Tract 'A' should be provided with footing drains to prevent hydrostatic lift due to seasonal groundwater. The footing drains should be constructed as discussed above. Where the footing drains cannot drain by gravity to an outfall, an internal hydrostatic relief system must be installed. An internal hydrostatic relief system consists of discharging the footing drain to the inside bottom of the vault (the pipe must pass through the vault wall). A check valve is installed at the end of the pipe allowingwater to flow into the vault but not out. If this system is used it is recommended to have a gravity-drained system as deep as possible and the vault drained system below that. Page 7 Project 1884 February 1, 2005 Surface Drainage and Landscaping Surface drainage gradients should be planned to prevent ponding and to direct surface water away from buildings, slabs, edges of pavements, and towards suitable collection and discharge facilities. Landscaped ground should slope down away from building foundations at a minimum five percent slope for at least five feet from the footings. Drainage pipe should be provided to catch and dispose of downspout rainwater, discharge should be into the approved storm sewer. LIMITATIONS Changes in development plans will render these specific recommendations invalid unless such changes are reviewed by this office and these recommendations modified accordingly. Subsurface exploration of any site is necessarily confined to selected locations, and conditions may and often do vary between these locations. Should varied conditions come to light during project development these conditions should be reported to this office for evaluation. Report Prepared By: f1frf��tSrJC'-. ,, /, A k,1 44ti'<i� , ...„-4_\< `. °.. 1 Cha .. 1// ,•>,y,,,. ,ft'`!_ ;.ter t1IAL „,10 ‘,,',10 Dennis Jou e, P.E. EXPIRES 7-9-05 Page 8 Appendix A Test Pit Logs SOIL LOG - TEST PIT No., 1 PROJECT: Brookfield North Preliminary Plat DATE: 1-29-05 EXCAVATED BY: Komatsu WB 140 Extendahoe HOLE ELEVATION: 466' DEPTH TO GROUNDWATER: None LOGGED BY: DJ SOIL DESCRIPTION COLOR MOISTURE CONSISTENCY SOIL TYPE DEPTH PENITR.. TORVANE Organic Topsoil - Very Silty Fine SAND Brown Moist Loose SML Very Silty Fine Grained SAND Gray-Brown Moist Medium SML -1- with some small gravel Mottled Dense _ Orange -2- -3- Fine Sandy SILT with some rounded gravel Gray Damp Hard* MLS -4- 4.5+ (Moderately Consolidated Glacial Till) Mottled TSF Orange _5- -6- • -7 - -8- Bottom Hole 8' -9 - I -10- -11- -12- -13- -14- • -15- -16- -14- -15- -16- I , -17- I j -18- -19- -20- *Required the backhoe to scratch and chip to excavate CONSISTENCY AND SOIL TYPE INDICATE SOIL CLASSIFICATION BASED ON THE SUGGESTED REVISIONS TO THE UNIFIED SOILS CLASSIFICATION SYSTEM - PENITR.INDICATES READINGS TAKEN WITH A SOILTEST POCKET PENITROMETER INSTRUMENT - TORVANE INDICATES READINGS TAKEN WITH A SOILTEST HAND TORVANE INSTRUMENT SOIL DENNIS JOULE,P.E. CIVIL ENGINEER SOIL LOG - TEST PIT No.-2 PROJECT: Brookfield North Preliminary Plat DATE: 1-29-05 EXCAVATED BY: Komatsu WB 140 Extendahoe HOLE ELEVATION: 464' DEPTH TO GROUNDWATER: Small Amount of Seepage At 1.5' LOGGED BY: DJ SOIL DESCRIPTION COLOR MOISTURE CONSISTENCY SOIL TYPE DEPTH PENITR.. TORVANE Organic Topsoil-Very Silty Fine SAND Brown Moist Loose ( SML Very Silty Fine Grained SAND Gray-Brown Moist Medium SML -1 (Seepage into test pit) Mottled Dense -2- • Orange -3- -4- ff -5- -6- -7 - I � Very Silty, Slightly Cemented, Fine to Mediurtt Gray Damp Very , SML Grained SAND with some rounded gravel I Dense* , -8- (Moderately Consolidated Glacial Till) -9 - -10- I , • -11- Bottom Hole 11' -12- -13- -14- -15- -16- -17- -18- I I -19- -20- *Required the backhoe to scratch and chip to excavate CONSISTENCY AND SOIL TYPE INDICATE SOIL CLASSIFICATION BASED ON THE SUGGESTED REVISIONS TO THE UNIFIED SOILS CLASSIFICATION SYSTEM - PENITR.INDICATES READINGS TAKEN WITH A SOILTEST POCKET PENITROMETER INSTRUMENT - TORVANE INDICATES READINGS TAKEN WITH A SOILTEST HAND TORVANE INSTRUMENT SOIL DENNIS JOULE,P.E. CIVIL ENGINEER SOIL LOG - TEST PIT Na. 3 PROJECT: Brookfield North Preliminary Plat DATE: 1-29-05 EXCAVATED BY: Komatsu WB 140 Extendahoe. HOLE ELEVATION: 461' DEPTH TO GROUNDWATER: None LOGGED BY: DJ SOIL DESCRIPTION ( COLOR {MOISTURE I CONSISTENCY SOIL TYPE { DEPTH PENITR.. TORVANE Organic Topsoil - Very Silty Fine SAND Red.Brown Moist Loose SML -1- Very Silly Fine Grained SAND Gray Moist Medium SML Mottled Dense I -2- Orange I 1 -3- -4- -5- -6- Very 3--4- -5--6- Very Silty, Slightly Cemented, Fine Gray { Damp jVery I SML 'Grained SAND with some rounded gravel • Dense* ! -7 - { { (Moderately Consolidated Glacial Till) 1 I -8- -9 - 8- -9 - ! I I ; -10- Bottom Hole 10' I ; I 1 -11- I ; -12- I I � -13- -14 • - -15- I -16- -17- : I I , -18- I 1 � j I i -19- -2Q- *Required the backhoe to scratch and chip to excavate j 1 CONSISTENCY AND SOIL TYPE INDICATE SOIL CLASSIFICATION BASED ON THE SUGGESTED REVISIONS TO THE UNIFIED SOILS CLASSIFICATION SYSTEM -- PENITR. INDICATES READINGS TAKEN WITH A SOILTEST POCKET PENITROMETER INSTRUMENT - TORVANE INDICATES READINGS TAKEN WITH A SOILTEST HAND TORVANE INSTRUMENT SOIL DENNIS JOULE, P.E. CIVIL ENGINEER • SOIL LOG - TEST PIT No. 4 PROJECT: Brookfield North Preliminary Plat DATE: 1-29-05 EXCAVATED BY: Komatsu WB 140 Extendahoe HOLE ELEVATION: 462' DEPTH TO GROUNDWATER: Small Amount of Seepage At 5' LOGGED BY: DJ SOIL DESCRIPTION COLOR MOISTURE CONSISTENCY SOIL TYPE DEPTH i PENJTR.. TORVANE Organic Topsoil -Very Silty Fine SAND Brown Moist Loose SML _-1- Very Silty Fine Grained SAND Gray-Brown Moist Medium SML Mottled Dense -2- • Orange -3- -4- (Seepage into test pit) -5- (Increased Gravel Content below 5') -6- -7 Very Silty, Slightly Cemented, Fine to Medium Gray Damp Dense I SML Grained SAND with some rounded gravel I -8- � -9 - -10- (Moderately Consolidated Glacial Till) Very Dense* -11- I -12- Bottom Hole 12' • -13- -14- ; -15- -16--17- -18- -19--20- I *Required the backhoe to scratch and chip to excavate CONSISTENCY AND SOIL TYPE INDICATE SOIL CLASSIFICATION BASED ON THE SUGGESTED REVISIONS TO THE UNIFIED SOILS CLASSIFICATION SYSTEM - PENITR.INDICATES READINGS TAKEN WITH A SOILTEST POCKET PENITROMETER INSTRUMENT - TORVANE INDICATES READINGS TAKEN WITH A SOILTEST HAND TORVANE INSTRUMENT SOIL DENNIS JOULE,P,E. CIVIL ENGINEER • SOIL LOG - TEST PIT No. 5 PROJECT: Brookfield North Preliminary Plat DATE: 1-29-05 EXCAVATED BY: Komatsu WB 140 Extendahoe HOLE ELEVATION: 446' DEPTH TO GROUNDWATER: Small Amount of Seepage At 2' LOGGED BY: DJ SOIL DESCRIPTION COLOR MOISTURE CONSISTENCY SOIL TYPE DEPTH PENITR.. TORVANE Organic Topsoil-Very Silty Fine SAND Brown Moist Loose SML -1- Very Silty Fine Grained SAND Gray-Bro Moist Medium SML Mottled Dense -2- (Seepage into test pit) Orange -3- -4- -5- ; -6- 3- -4--5- -6- -7- Very Silty, Slightly Cemented, Fine to Medium Gray Damp Dense SML Grained SAND with some rounded gravel -8- (Moderately Consolidated Glacial Till) IVery -9 - Ii Dense* ! -10- -11- • I • -12- Bottom Hole 12' -13- -14- ! -15- -16- -17- • 15--16--17- I I I i -18- � I i -19- . -20- ' I *Required the backhoe to scratch and chip I to excavate I ` CONSISTENCY AND SOIL TYPE INDICATE SOIL CLASSIFICATION BASED ON THE SUGGESTED REVISIONS TO THE UNIFIED SOILS CLASSIFICATION SYSTEM - PENITR.INDICATES READINGS TAKEN WITH A SOILTEST POCKET PENITROMETER INSTRUMENT - TORVANE INDICATES READINGS TAKEN WITH A SOILTEST HAND TORVANE INSTRUMENT SOIL DENNIS JOULE, P.E. CIVIL ENGINEER SECTION VII OTHER PERMITS, VARIANCES AND ADJUSTMENTS No other permits have been required as part of this development, as of the date of this report. 1 . Approved City of Renton Standards Modification for road section on NE 11th Court, November 18, 2011 2. Approved ADS Bayfilter Drainage Adjustment, December 21, 2011 C2011 D. R.STRONG Consulting Engineers Inc. 36 Brookefield North Technical Information Report Renton,Washington Denis City Of t Mayor November 18, 2011 Department of Community and Economic Development Alex Pietsch,Administrator Maher A. Joudi, P.E. D.R. Strong Consulting Engineers 10604 NE 38th Place, Suite 101 Kirkland, WA 98033-7903 RE: Brookefield North, LUA 07-012 NE 11th Court Modification Request Street Dedication and Design Requirements Dear Mr. Joudi: Development Services staff received your request for a modification to the street standard, to allow a 26-foot pavement section for NE 11th Court. Due to this road being a cul-de-sac residential access road, staff supports this request. Modification to the pavement width down to 26 feet is approved, with the addition of a planting strip not currently shown on your plans. The full cross-section of NE 11th Court from the existing southern curb is 26 feet of pavement, gutter, curb, 5-foot planting strip, and 5-foot sidewalk. Dedication is required to the back edge of the sidewalk. Project will be required to install "No Parking Anytime" signs. If you have any questions, please contact Arneta Henninger at 425-430-7298. Sincerely, • TmtiAti Kayren K. Kittrick Development Engineering Supervisor Development Services Division CC: Neil Watts,Development Services Director Arneta Henninger,Plan Reviewer NOV 21 2011 D.R. STRONG .CONSULTING ENGINEERS INC. Renton City Hall • 1055 South Grady Way • Renton,Washington 98057 • rentonwa.gov PUBLIC WORKS DEPARTMENT D _clryof�O� MEMORANDUM DATE: December 21, 2011 TO: Arneta Henninger, Plan Reviewer FROM: Ron Straka, Surface Water Utility Supervisor, x7248 STAFF CONTACT: Hebe C. Bernardo, Surface Water Utility Engineer, x7247 SUBJECT: Brookfield Plat—ADS BayFilterTM Adjustment 2011-06 The City of Renton Surface Water Utility has completed review of the adjustment request dated November 22, 2011,for the Brookfield Plat in accordance with City adopted 2009 King County Surface Water Design Manual (KCSWDM) and associated City Amendments. The adjustment request proposes to use the BayFilterTM System for Basic Water Quality treatment. The Washington State Department of Ecology has approved the BayFilterTM System for General Use Level Designation for Basic Water Quality treatment. Based on the information provided in the adjustment request, the BayFilterTM System for Basic Water Quality Treatment is approved with the following conditions: 1. The water quality design flow shall be as follows, whichever is applicable: a. Preceding detention (or no detention): 35%of the developed two-year peak flow rate, as determined using the KCRTS model with 15-minute time steps calibrated to site conditions. b. Downstream of flow control facility:The full 2-year pre-developed allowable rate release rate from the flow control facility. 2. The Storm Filter system shall be sized as described in the BayFilterTM Technical and Design Manual, and the designer shall select the result yielding the larger number of cartridges. 3. Pre-settling shall be provided per Section 6.5.1 of the 2009 KCSWDM, General Requirements for Media Filtration Facilities. 4. BayFilterTM systems shall be installed in such a manner that the flows exceeding the design flow rates are bypassed around the Bayfilter Water Quality treatment facility. An internal bypass may be used provided that peak flows to the system are less than 1.0 cfs. If flows to the system exceed 1.0 cfs, an offline high flow bypass shall be provided. Ms.Henninger Page 2 of 3 December 21,2011 5. The following maximum flow rates per cartridge system is limited to the following: a. BayFilter Cartridge (BFC) Cartridge maximum flow rate of 0.7 gpm/sf. i. 30 gpm (0.067 cfs) per cartridge (43 sf filter area). ii. 26 inches in diameter and approximately 28.75 inches tall. 6. Media combinations for the BayFilterTM cartridges are limited to Silica Sand, Perlite, Zeolite, and Activated Alumina. All filters are limited to the 19" vertical component to the spiral filter layers. 7. Vaults used for the BayFilterTM System shall conform to the "Materials" and "Structural Stability" requirements specified in Section 5.3.3 of the 2009 KCWDM for detention vaults . 8. The BayFilterTM system must be installed in an area that is accessible to maintenance equipment. The maintenance of a BayFilterTM system requires a vacuum truck as well as the removal and replacement of the filter cartridges. The manhole covers, and or access hatches of the BayFilterTM System must be placed in locations that can be easily reached by such a vehicle. 9. Access Requirements: a. Access must be provided by either removable panels or other City approved accesses to allow for removal and replacement of the BayFilter cartridges. Approved access details for the Storm Filter system may be used as example and are available in Reference Section 7C of the 2009 KCSWDM. b. Removable panels, if used,shall be at grade, have stainless steel lifting eyes, and weigh no more than 5 tons per panel. c. Access to the inflow and outlet cells must also be provided. d. Ladder access is required when vault height exceeds 4 feet. e. Structures and access covers shall be designed for HS20 traffic loading. f. Removable panel access for vault shall not be located within the street pavement section. 10. Installation of a BayFilterTM system shall follow the manufacturer's recommended procedures. 11. The Bay FilterTM system shall be inspected every six(6) months during the 2-year maintenance defect bond period following completion of construction and plat recording. The owner is responsible for the maintenance of the Bay FilterTM system. The City will maintain the facility after the two year maintenance and defect bond period expires. 12. When BayFilter exhibits flows below design levels, the system should be inspected and maintained as soon as practical. Replacing a BayFilter cartridge should be considered at or above the level of the 4" collector pipes to the manifold. Maintenance procedures can be found in the BayFilter System Technical and Design Manual. The maintenance process comprises the removal and replacement of each BayFilter cartridge and the cleaning of the vault or manhole with a vacuum truck. C:\Documents and Settings\maj\Local Settings\Temporary Internet Files\Content.Outlook\5T5EBH63\2011-6 Brookfield Plat-rev .doc\HBah Ms.Henninger Page 3 of 3 December 21,2011 13. The final project TIR, plans and covenants must be revised to include the use of the BayFilter and this adjustment approval. This is a conceptual approval for using the BayFilter for Basic Water Quality Treatment. Further analysis and design calculations shall be included in the TIR for final approval. 14. The approval of this adjustment to use the BayFilter System for the Brookfield Plat does not authorize the use of the BayFilter System on future projects without prior approval from the City of Renton. 15. The BayFilter system shall be installed in accordance with the approved drawings and shall not be located within City right-of-way or easements. Please note that the approval of this adjustment does not relieve the applicant from other city, state,or federal requirements. If you have any questions about this adjustment, please contact Hebe C. Bernardo or me. cc: Lys Hornsby,P.E.,Utility Systems Director Kayren Kittrick,Development Engineering Supervisor C:\Documents and Settings\maj\Local Settings\Temporary Internet Files\Content.Outlook\5T5EBH63\2011-6 Brookfield Plat-rev .doc\HBah SECTION VIII ESC AND CSWPPP ANALYSIS AND DESIGN The Erosion and Sedimentation Control Design meets the seven minimum King County requirements: 1. Areas to remain undisturbed shall be delineated with a high visibility plastic fence prior to any site clearing or grading. 2. Site disturbed areas shall be covered with mulch and seeded, as appropriate, for temporary or permanent measures. 3. Perimeter protection shall consist of a silt fence down slope of any disturbed areas or stockpiles. 4. A stabilized construction entrance will be located at the point of ingress/egress (i.e. onsite access road). 5. A sediment pond will be utilized for sediment retention (see calculations below). Perimeter silt fences will provide sediment retention within the bypass areas. 6. Surface water from disturbed areas will sheet flow to the sediment pond for treatment. 7. Dust control shall be provided by spraying exposed soils with water until wet. This is required when exposed soils are dry to the point that wind transport is possible which would impact roadways, drainage ways, surface waters, or neighboring residences. The complete CSWPPP can be found in Appendix B of this report. The site plans can be found in the engineering plan set. ©2011 D. R.STRONG Consulting Engineers Inc. 37 Brookefield North Technical Information Report Renton,Washington SECTION IX BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT 1. Bond Quantity Worksheet —to be submitted prior to final plat recording. 2. Facility Summary— attached. 3. Declaration of Covenant — covenant for reduced impervious surface BMP to be submitted prior to final plan approval. ©2011 D. R.STRONG Consulting Engineers Inc. 38 Brookefield North Technical Information Report Renton,Washington STORMWATER FACILITY SUMMARY SHEET Development Brookefield North Date September 6, 2011 Location 1154/1160 Hoquiam Avenue NE, Renton, Washington ENGINEER DEVELOPER Name Maher A. Joudi, P.E. Name Firm D. R. STRONG Consulting Firm PNW Holdings LLC Engineers, Inc. Address 10604 NE 38th Place, #101 Address 9725 SE 36th St., Suite 214 Kirkland, WA 98033 Mercer Island, WA 98040 Phone (425) 827-3063 Phone (206) 588-1147 Developed Site: 2.35 acres Number of lots 15 Number of detention facilities on site: Number of infiltration facilities on site: ponds ponds 1 vaults vaults tanks tanks Flow control provided in regional facility (give location) No flow control required Exemption number Downstream Drainage Basins Immediate Major Basin Basin A May Creek Cedar-Sammamish Number &type of water quality facilities on site: biofiltration swale (regular/wet/ or continuous inflow?) sand filter (basic or large?) sand filter, linear (basic or large?) 1_ADS BayFilter combined detention/NQ pond sand filter vault (basic or large?) combined detention/wetvault stormwater wetland compost filter wetpond (basic or large?) filter strip wetvault flow dispersion pre-settling pond farm management plan flow-splitter catchbasin landscape management plan ©2011 D.R.STRONG Consulting Engineers Inc. 39 Brookefield North Technical Information Report Renton,Washington oil/water separator (baffle or coalescing plate?) catch basin inserts: Manufacturer pre-settling structure: Manufacturer DESIGN INFORMATION INDIVIDUAL BASIN Water Quality design flow Water Quality treated volume Drainage basin(s) Onsite area (inlcudes frontage) 2.35 Offsite area 0 Type of Storage Facility Vault Live Storage Volume (required) 28,514 Predev Runoff Rate 2-year 0.092 10-year 0.159 100-year 0.240 Developed Runoff Rate 2-year 0.478 10-year 0.572 100-year 0.857 Type of Restrictor Frop-Tee Size of orifice/restriction No. 1 0.75 No. 2 1.00 No. 3 1.35 No. 4 N/A ©2011 D. R.STRONG Consulting Engineers Inc. 40 Brookefield North Technical Information Report Renton,Washington SECTION X OPERATIONS AND MAINTENANCE MANUAL The Type 1 catch basins have a one-foot deep sump, and the Type 2 catch basins have a two-foot deep sump for sediment accumulation. These sumps should be periodically checked and the sediment removed when accumulated to more than 1/3 of the depth from the bottom of the basin to the invert of the lowest pipe into or out of the basin. Grates should be cleaned when trash or debris of more than '/z cubic foot is located immediately in front of the basin opening, or is blocking capacity of the basin by more than 10%. Conveyance pipes should be periodically checked and cleaned when more than 20% of the pipe diameter is obstructed by accumulated sediment or debris. Accumulated sediment and stagnant conditions may cause noxious gases to form and accumulate in the vault. Vault maintenance procedures must meet OSHA confined space entry requirements, which includes clearly marking entrances to confined space areas. This may be accomplished by hanging a removable sign in the access riser(s), just under the access lid. Sediment in the vault should be removed when the 1-foot (average) sediment zone is full plus 6 inches. Sediment should be tested for toxicants in compliance with current disposal requirements if visual or olfactory indications of pollution are noticed. Water drained or pumped from vaults prior to sediment removal may be discharged to the downstream conveyance (i.e. roadside ditch), if it is not excessively turbid (i.e. if water appears translucent when held to light), and if floatable debris and visual petroleum sheens are removed. Excessively turbid water (i.e. water appears opaque when held to light) should be discharged only after the solids have been removed. Floating debris and accumulated petroleum products should be removed as needed, but at least annually. The floating oil should be removed from wetvaults used as oil/water separators when oil accumulation exceeds one inch. Perform inspections of all components quarterly during the first year of operation, then annually thereafter. For more detailed maintenance instructions, refer to the standards contained at the end of this section. ©2011 D. R.STRONG Consulting Engineers Inc. 41 Brookefield North Technical Information Report Renton,Washington APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL,CONVEYANCE,AND WQ FACILITIES NO. 3- DETENTION TANKS AND VAULTS Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Site Trash and debris Any trash and debris which exceed 1 cubic foot Trash and debris cleared from site. per 1,000 square feet(this is about equal to the amount of trash it would take to fill up one standard size office garbage can). In general, there should be no visual evidence of dumping. Noxious weeds Any noxious or nuisance vegetation which may Noxious and nuisance vegetation constitute a hazard to County personnel or the removed according to applicable public. regulations. No danger of noxious vegetation where County personnel or the public might normally be. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil,gasoline,concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Grass/groundcover Grass or groundcover exceeds 18 inches in Grass or groundcover mowed to a height. height no greater than 6 inches. Tank or Vault Trash and debris Any trash and debris accumulated in vault or tank No trash or debris in vault. Storage Area (includes floatables and non-floatables). Sediment Accumulated sediment depth exceeds 10%of the All sediment removed from storage accumulation diameter of the storage area for''/2 length of area. storage vault or any point depth exceeds 15%of diameter. Example:72-inch storage tank would require cleaning when sediment reaches depth of 7 inches for more than'/2 length of tank. Tank Structure Plugged air vent Any blockage of the vent. Tank or vault freely vents. Tank bent out of Any part of tank/pipe is bent out of shape more Tank repaired or replaced to design. shape than 10%of its design shape. Gaps between A gap wider than'/cinch at the joint of any tank No water or soil entering tank sections,damaged sections or any evidence of soil particles entering through joints or walls. joints or cracks or the tank at a joint or through a wall. tears in wall Vault Structure Damage to wall, Cracks wider than%-inch,any evidence of soil Vault is sealed and structurally frame,bottom,and/or entering the structure through cracks or qualified sound. top slab inspection personnel determines that the vault is not structurally sound. Inlet/Outlet Pipes Sediment Sediment filling 20%or more of the pipe. Inlet/outlet pipes clear of sediment. accumulation Trash and debris Trash and debris accumulated in inlet/outlet No trash or debris in pipes. pipes(includes floatables and non-floatables). Damaged Cracks wider than 1/2-inch at the joint of the No cracks more than%-inch wide at inlet/outlet pipes or any evidence of soil entering the joint of the inlet/outlet pipe. at the joints of the inlet/outlet pipes. 2009 Surface Water Design Manual—Appendix A 1/9/2009 A-5 APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL,CONVEYANCE,AND WQ FACILITIES NO. 3-DETENTION TANKS AND VAULTS Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Access Manhole Cover/lid not in place Cover/lid is missing or only partially in place. Manhole access covered. Any open manhole requires immediate maintenance. Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools. not working maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Cover/lid difficult to One maintenance person cannot remove Cover/lid can be removed and remove cover/lid after applying 80 lbs of lift. reinstalled by one maintenance person. Ladder rungs unsafe Missing rungs,misalignment, rust,or cracks. Ladder meets design standards. Allows maintenance person safe access. Large access Damaged or difficult Large access doors or plates cannot be Replace or repair access door so it doors/plate to open opened/removed using normal equipment. can opened as designed. Gaps,doesn't cover Large access doors not flat and/or access Doors close flat and covers access completely opening not completely covered. opening completely. Lifting Rings missing, Lifting rings not capable of lifting weight of door Lifting rings sufficient to lift or rusted or plate. remove door or plate. 1/9/2009 2009 Surface Water Design Manual—Appendix A A-6 APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL,CONVEYANCE,AND WQ FACILITIES NO. 4-CONTROL STRUCTURE/FLOW RESTRICTOR Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Structure Trash and debris Trash or debris of more than%2 cubic foot which No Trash or debris blocking or is located immediately in front of the structure potentially blocking entrance to opening or is blocking capacity of the structure by structure. more than 10%. Trash or debris in the structure that exceeds 1/3 No trash or debris in the structure. the depth from the bottom of basin to invert the lowest pipe into or out of the basin. Deposits of garbage exceeding 1 cubic foot in No condition present which would volume. attract or support the breeding of insects or rodents. Sediment Sediment exceeds 60%of the depth from the Sump of structure contains no bottom of the structure to the invert of the lowest sediment. pipe into or out of the structure or the bottom of the FROP-T section or is within 6 inches of the invert of the lowest pipe into or out of the structure or the bottom of the FROP-T section. Damage to frame Corner of frame extends more than'A inch past Frame is even with curb. and/or top slab curb face into the street(If applicable). Top slab has holes larger than 2 square inches or Top slab is free of holes and cracks. cracks wider than 1/4 inch. Frame not sitting flush on top slab, i.e., Frame is sitting flush on top slab. separation of more than'A inch of the frame from the top slab. Cracks in walls or Cracks wider than%inch and longer than 3 feet, Structure is sealed and structurally bottom any evidence of soil particles entering structure sound. through cracks,or maintenance person judges that structure is unsound. Cracks wider than'%inch and longer than 1 foot No cracks more than 1/4 inch wide at at the joint of any inlet/outlet pipe or any evidence the joint of inlet/outlet pipe. of soil particles entering structure through cracks. Settlement/ Structure has settled more than 1 inch or has Basin replaced or repaired to design misalignment rotated more than 2 inches out of alignment. standards. Damaged pipe joints Cracks wider than%-inch at the joint of the No cracks more than%-inch wide at inlet/outlet pipes or any evidence of soil entering the joint of inlet/outlet pipes. the structure at the joint of the inlet/outlet pipes. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil,gasoline,concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Ladder rungs missing Ladder is unsafe due to missing rungs, Ladder meets design standards and or unsafe misalignment, rust,cracks,or sharp edges. allows maintenance person safe access. FROP-T Section Damage T section is not securely attached to structure T section securely attached to wall wall and outlet pipe structure should support at and outlet pipe. least 1,000 lbs of up or down pressure. Structure is not in upright position(allow up to Structure in correct position. 10%from plumb). Connections to outlet pipe are not watertight or Connections to outlet pipe are water show signs of deteriorated grout. tight;structure repaired or replaced and works as designed. Any holes—other than designed holes—in the Structure has no holes other than structure. designed holes. Cleanout Gate Damaged or missing Cleanout gate is missing. Replace cleanout gate. 2009 Surface Water Design Manual—Appendix A 1/9/2009 A-7 APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL,CONVEYANCE,AND WQ FACILITIES NO. 4-CONTROL STRUCTURE/FLOW RESTRICTOR Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Cleanout gate is not watertight. Gate is watertight and works as designed. Gate cannot be moved up and down by one Gate moves up and down easily and maintenance person. is watertight. Chain/rod leading to gate is missing or damaged. Chain is in place and works as designed. Orifice Plate Damaged or missing Control device is not working properly due to Plate is in place and works as missing,out of place,or bent orifice plate. designed. Obstructions Any trash,debris,sediment,or vegetation Plate is free of all obstructions and blocking the plate. works as designed. Overflow Pipe Obstructions Any trash or debris blocking(or having the Pipe is free of all obstructions and potential of blocking)the overflow pipe. works as designed. Deformed or damaged Lip of overflow pipe is bent or deformed. Overflow pipe does not allow lip overflow at an elevation lower than design Inlet/Outlet Pipe Sediment Sediment filling 20%or more of the pipe. Inlet/outlet pipes clear of sediment. accumulation Trash and debris Trash and debris accumulated in inlet/outlet No trash or debris in pipes. pipes(includes floatables and non-floatables). Damaged Cracks wider than':-inch at the joint of the No cracks more than'Y4-inch wide at inlet/outlet pipes or any evidence of soil entering the joint of the inlet/outlet pipe. at the joints of the inlet/outlet pipes. Metal Grates Unsafe grate opening Grate with opening wider than 7/8 inch. Grate opening meets design (If Applicable) standards. Trash and debris Trash and debris that is blocking more than 20% Grate free of trash and debris. of grate surface. footnote to guidelines for disposal Damaged or missing Grate missing or broken member(s)of the grate. Grate is in place and meets design standards. Manhole Cover/Lid Cover/lid not in place Cover/lid is missing or only partially in place. Cover/lid protects opening to Any open structure requires urgent structure. maintenance. Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools. Not Working maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Cover/lid difficult to One maintenance person cannot remove Cover/lid can be removed and Remove cover/lid after applying 80 lbs.of lift. reinstalled by one maintenance person. 1/9/2009 2009 Surface Water Design Manual—Appendix A A-8 APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL,CONVEYANCE,AND WQ FACILITIES NO. 5-CATCH BASINS AND MANHOLES Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Structure Sediment Sediment exceeds 60%of the depth from the Sump of catch basin contains no bottom of the catch basin to the invert of the sediment. lowest pipe into or out of the catch basin or is within 6 inches of the invert of the lowest pipe into or out of the catch basin. Trash and debris Trash or debris of more than 1/2 cubic foot which No Trash or debris blocking or is located immediately in front of the catch basin potentially blocking entrance to opening or is blocking capacity of the catch basin catch basin. by more than 10%. Trash or debris in the catch basin that exceeds No trash or debris in the catch basin. 1/3 the depth from the bottom of basin to invert the lowest pipe into or out of the basin. Dead animals or vegetation that could generate No dead animals or vegetation odors that could cause complaints or dangerous present within catch basin. gases(e.g.,methane). Deposits of garbage exceeding 1 cubic foot in No condition present which would volume. attract or support the breeding of insects or rodents. Damage to frame Corner of frame extends more than%inch past Frame is even with curb. and/or top slab curb face into the street(If applicable). Top slab has holes larger than 2 square inches or Top slab is free of holes and cracks. cracks wider than 1/4 inch. Frame not sitting flush on top slab, i.e., Frame is sitting flush on top slab. separation of more than'/.inch of the frame from the top slab. Cracks in walls or Cracks wider than'/2 inch and longer than 3 feet, Catch basin is sealed and bottom any evidence of soil particles entering catch structurally sound. basin through cracks,or maintenance person judges that catch basin is unsound. Cracks wider than 1/2 inch and longer than 1 foot No cracks more than 1/4 inch wide at at the joint of any inlet/outlet pipe or any evidence the joint of inlet/outlet pipe. of soil particles entering catch basin through cracks. Settlement/ Catch basin has settled more than 1 inch or has Basin replaced or repaired to design misalignment rotated more than 2 inches out of alignment. standards. Damaged pipe joints Cracks wider than%-inch at the joint of the No cracks more than'/-inch wide at inlet/outlet pipes or any evidence of soil entering the joint of inlet/outlet pipes. the catch basin at the joint of the inlet/outlet pipes. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil,gasoline,concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Inlet/Outlet Pipe Sediment Sediment filling 20%or more of the pipe. Inlet/outlet pipes clear of sediment. accumulation Trash and debris Trash and debris accumulated in inlet/outlet No trash or debris in pipes. pipes(includes floatables and non-floatables). Damaged Cracks wider than''/2-inch at the joint of the No cracks more than Y-inch wide at inlet/outlet pipes or any evidence of soil entering the joint of the inlet/outlet pipe. at the joints of the inlet/outlet pipes. 2009 Surface Water Design Manual—Appendix A 1/9/2009 A-9 APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL,CONVEYANCE,AND WQ FACILITIES NO. 5-CATCH BASINS AND MANHOLES Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Metal Grates Unsafe grate opening Grate with opening wider than 7/8 inch. Grate opening meets design (Catch Basins) standards. Trash and debris Trash and debris that is blocking more than 20% Grate free of trash and debris. of grate surface. footnote to guidelines for disposal Damaged or missing Grate missing or broken member(s)of the grate. Grate is in place and meets design Any open structure requires urgent standards. maintenance. Manhole Cover/Lid Cover/lid not in place Cover/lid is missing or only partially in place. Cover/lid protects opening to Any open structure requires urgent structure. maintenance. Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools. Not Working maintenance person with proper tools.Bolts cannot be seated. Self-locking cover/lid does not work. Cover/lid difficult to One maintenance person cannot remove Cover/lid can be removed and Remove cover/lid after applying 80 lbs.of lift. reinstalled by one maintenance person. 1/9/2009 2009 Surface Water Design Manual—Appendix A A-10 APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL,CONVEYANCE,AND WQ FACILITIES NO. 6-CONVEYANCE PIPES AND DITCHES Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Pipes Sediment&debris Accumulated sediment or debris that exceeds Water flows freely through pipes. accumulation 20%of the diameter of the pipe. Vegetation/roots Vegetation/roots that reduce free movement of Water flows freely through pipes. water through pipes. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil,gasoline,concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Damage to protective Protective coating is damaged; rust or corrosion Pipe repaired or replaced. coating or corrosion is weakening the structural integrity of any part of pipe. Damaged Any dent that decreases the cross section area of Pipe repaired or replaced. pipe by more than 20%or is determined to have weakened structural integrity of the pipe. Ditches Trash and debris Trash and debris exceeds 1 cubic foot per 1,000 Trash and debris cleared from square feet of ditch and slopes. ditches. Sediment Accumulated sediment that exceeds 20%of the Ditch cleaned/flushed of all sediment accumulation design depth. and debris so that it matches design. Noxious weeds Any noxious or nuisance vegetation which may Noxious and nuisance vegetation constitute a hazard to County personnel or the removed according to applicable public. regulations. No danger of noxious vegetation where County personnel or the public might normally be. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil,gasoline,concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Vegetation Vegetation that reduces free movement of water Water flows freely through ditches. through ditches. Erosion damage to Any erosion observed on a ditch slope. Slopes are not eroding. slopes Rock lining out of One layer or less of rock exists above native soil Replace rocks to design standards. place or missing(If area 5 square feet or more,any exposed native Applicable) soil. 2009 Surface Water Design Manual—Appendix A 1/9/2009 A-11 APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL,CONVEYANCE,AND WQ FACILITIES NO. 8-ENERGY DISSIPATERS Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed. Site Trash and debris Trash and/or debris accumulation. Dissipater clear of trash and/or debris. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil,gasoline,concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Rock Pad Missing or moved Only one layer of rock exists above native soil in Rock pad prevents erosion. Rock area five square feet or larger or any exposure of native soil. Dispersion Trench Pipe plugged with Accumulated sediment that exceeds 20%of the Pipe cleaned/flushed so that it sediment design depth. matches design. Not discharging water Visual evidence of water discharging at Water discharges from feature by properly concentrated points along trench(normal sheet flow. condition is a"sheet flow"of water along trench). Perforations plugged. Over 1/4 of perforations in pipe are plugged with Perforations freely discharge flow. debris or sediment. Water flows out top of Water flows out of distributor catch basin during No flow discharges from distributor "distributor"catch any storm less than the design storm. catch basin. basin. Receiving area over- Water in receiving area is causing or has No danger of landslides. saturated potential of causing landslide problems. Gabions Damaged mesh Mesh of gabion broken,twisted or deformed so Mesh is intact, no rock missing. structure is weakened or rock may fall out. Corrosion Gabion mesh shows corrosion through more than All gabion mesh capable of 1/4 of its gage. containing rock and retaining designed form. Collapsed or Gabion basket shape deformed due to any All gabion baskets intact,structure deformed baskets cause. stands as designed. Missing rock Any rock missing that could cause gabion to No rock missing. loose structural integrity. Manhole/Chamber Worn or damaged Structure dissipating flow deteriorates to%or Structure is in no danger of failing. post,baffles or side of original size or any concentrated worn spot chamber exceeding one square foot which would make structure unsound. Damage to wall, Cracks wider than 1/2-inch or any evidence of soil Manhole/chamber is sealed and entering the structure through cracks,or frame,bottom,and/or structurally sound. top slab maintenance inspection personnel determines that the structure is not structurally sound. Damaged pipe joints Cracks wider than'/2 inch at the joint of the No soil or water enters and no water inlet/outlet pipes or any evidence of soil entering discharges at the joint of inlet/outlet the structure at the joint of the inlet/outlet pipes. pipes. 2009 Surface Water Design Manual—Appendix A 1/9/2009 A-13 APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL,CONVEYANCE,AND WQ FACILITIES NO. 12-ACCESS ROADS Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Site Trash and debris Trash and debris exceeds 1 cubic foot per 1,000 Roadway drivable by maintenance square feet(i.e.,trash and debris would fill up vehicles. one standards size garbage can). Debris which could damage vehicle tires or Roadway drivable by maintenance prohibit use of road. vehicles. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil,gasoline,concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Blocked roadway Any obstruction which reduces clearance above Roadway overhead clear to 14 feet road surface to less than 14 feet. high. Any obstruction restricting the access to a 10-to At least 12-foot of width on access 12 foot width for a distance of more than 12 feet road. or any point restricting access to less than a 10 foot width. Road Surface Erosion,settlement, Any surface defect which hinders or prevents Road drivable by maintenance potholes,soft spots, maintenance access. vehicles. ruts Vegetation on road Trees or other vegetation prevent access to Maintenance vehicles can access surface facility by maintenance vehicles. facility. Shoulders and Erosion Erosion within 1 foot of the roadway more than 8 Shoulder free of erosion and Ditches inches wide and 6 inches deep. matching the surrounding road. Weeds and brush Weeds and brush exceed 18 inches in height or Weeds and brush cut to 2 inches in hinder maintenance access. height or cleared in such a way as to allow maintenance access. Modular Grid Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of Pavement pollution as oil,gasoline,concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Damaged or missing Access surface compacted because of broken on Access road surface restored so missing modular block. road infiltrates. 2009 Surface Water Design Manual—Appendix A 1/9/2009 A-17 BayFilter Maintenance and Operations Overview The BayFilter system requires periodic inspection and maintenance to continue operating at the design efficiency. When a BayFilter system is first installed,it is recommended that it be inspected every six(6)months to establish a maintenance cycle.During the systems first maintenance cycle,inspection is required at every six months and after major storm events to determine rates of sediment and pollution accumulation. When the filter system exhibits flows below design levels,the system should be maintained.The most efficient way of determining whether the system is operating below design flow-rates can be performed by visual inspections. The maintenance process comprises the removal and replacement of each BayFilter cartridge and the cleaning of the vault or manhole with a vacuum truck. BayFilter maintenance should be performed by a BaySaver Technologies, Inc. certified maintenance contractor, or other party trained by BaySaver Technologies,Inc The BayFilter system offers a distinct advantage for maintenance over other filter systems. The manifold is not cast into the floor of the vault During maintenance,the manifold can be moved to one side of the vault while the floor is vacuumed. The above-ground manifold design minimizes or eliminates sediment getting into the manifold and washing downstream during maintenance. BaySaver Technologies, Inc. offers three different options to owners of a system in regards to maintenance,outlined below. • BaySaver Technologies offers education and training services to owners of;or municipalities maintaining their BayFilter systems. • If the site-owner or municipality would prefer to outsource maintenance operations to a third party, BaySaver Technologies maintains a list of certified contractors in the geographic region needed. • If the site-owner or municipality would prefer that BaySaver Technologies, Inc. maintain the systems, a contract can be reached between BaySaver and the owner, in which BaySaver will outsource the services to a certified maintenance contractor. There are two core components of maintenance on a BayFilter system. The first component is the required semi-annual inspections of the system; the second is the maintenance in which the filters require replacement. General Inspection Procedure During a storm-event • Inspections can be performed during both dry and wet season,even during a storm-event.In Washington,the filter systems are designed in an off-line configuration.After lifting the access cover from the top of the vault or manhole,water will be evident within the system. If water is spilling over the bypass weir during a storm,the filters are probably operating below design-flow rates.The only exception to this is in the case where the spill-over is observed during a peak storm-event,in which some of the flow will bypass the system. If flows are observed spilling over the bypass during a storm event,a second inspection should be scheduled during a dry-period to verify the filters are operating below the design efficiency. • If no water can be observed bypassing the system during a storm event,it can be concluded that the BayFilter system is operating as designed. Continue regular inspections at the six- month interval until an average life-cycle has been determined for the particular system. •In addition,the BayFilter system still needs to be inspected after major storm events. During a dry period •An inspection during a dry-period is preferred over an inspection during a storm event,because in addition to indicating to the inspector whether or not the system is expired, life-cycle estimates can be determined by the amount of sediment accumulated at the bottom of the housing structure. *During a dry period,the inside of the vault or manhole should only carry a modest amount of water(_<1"). If more than one inch of water is observed at the floor of the vault,the system needs to be maintained. •Assuming water levels within the housing structure indicate the system isn't expired,sediment should be measured to determine the rate of accumulation. BayFilter systems should be maintained when four inches of sediment have accumulated on the floor of the vault/manhole to ensure proper operation of the drain-down modules. General Maintenance Procedure Maintenance of the BayFilter system requires the removal and replacement of the BayFilter cartridges, vacuuming of the bottom of the housing structure,and re-assembly of the drain-down manifold. 1. Remove the manhole covers and open all access hatches. 2 Before entering the system make sure the air is safe per OSHA Standards or use a breathing apparatus. Use low 02,high CO,or other applicable warning devices per regulatory requirements. 3. Using a vacuum truck remove any liquid and sediments that can be removed prior to entry. 4. Using a small lift or the boom of the vacuum truck,remove the used cartridges by lifting them out. Use the trolley system to remove cartridges when applicable. 5.When all cartridges are removed,remove the balance of the solids and water,then loosen the under drain manifold and remove the drain pipes as well Carefully cap the manifold and the Femco's and rinse the floor,removing the balance of the collected solids. 6. Clean the manifold pipes,inspect,and reinstall. 7. Install the exchange cartridges and drain-down modules,and then dose all covers. 8.The used cartridges must be sent back to BaySaver Technologies,Inc.for exchange/recycling and credit on undamaged units. BAYSAVER TECHNOLOGIES , INC . alaPter Installation of the BayFilterTM System BayFilterTM systems are installed along with the storm drain. Installation procedures vary depending on the configuration of the BayFilterTM system. Installation instructions for Manhole BayFilterTM systems and Precast Vault BayFilterTM Systems are contained in this section. Custom BayFilterTM systems may have particular installation issues that will be addressed during the design. Installation instruction for the custom BayFilterTM will be included with the custom design documents. 24 BAYSAVER TECHNOLOGIES , INC. Installation of a Manhole BayFilterTM 1. Contact utility locator to mark any nearby underground utilities and make sure it is safe to excavate. 2. Reference the site plan and stake out the location of the BayFilterTM manhole. 3. Excavate the hole, providing any sheeting and shoring necessary to comply with all federal,state and local safety regulations. 4. Level the subgrade to the proper elevation. Verify the elevation against the manhole dimensions, the invert elevations, and the site plans. Adjust the base aggregate,if necessary. 5. Have the soil bearing capacity verified by a licensed engineer for the required load bearing capacity. On solid subgrade, set the base of the BayFilterTM manhole. 6. Check the level and elevation of the base unit to ensure it is correct before adding any riser sections. 7. Add watertight seal (either mastic rope or rubber gasket) to the base unit of the BayFilterTM manhole. Set riser section(s) on the base unit 8. Install the PVC watertight outlet manifold within the BayFilterTM manhole. 9. Install the inlet pipe to the BayFilterTM manhole. 10. Install the energy dissipator/level spreader at the system inlet location. 11. After the site is stabilized,remove any accumulated sediment or debris from the manhole and install the BayFilterTM cartridges. 25 B A Y S A V E R TECHNOLOGIES , INC . Installation of Precast Vault BayFilterTM 1. Contact utility locator to mark any nearby underground utilities and make sure it is safe to excavate. 2. Reference the site plan and stake out the location of the BayFilterTM vault 3. Excavate the hole, providing any sheeting and shoring necessary to comply with all federal,state and local safety regulations. 4. Level the subgrade to the proper elevation. Verify the elevation against the manhole dimensions, the invert elevations, and the site plans. Adjust the base aggregate,if necessary. 5. Have the soil bearing capacity verified by a licensed engineer for the required load bearing capacity. On solid subgrade, set the first section of the BayFilterTM precast vault 6. Check the level and elevation of the first section to ensure it is correct before adding any riser sections. 7. If additional section(s) are required, add a watertight seal to the first section of the BayFilterTM vault Set additional section(s) of the vault, adding a watertight seal to each joint 8. Install the PVC outlet manifold and outlet chamber system. 9. Install the PVC outlet pipe in BayFilterTM vault 10. Install the inlet pipe to the BayFilterTM vault 11. Install the energy dissipator/level spreader at the inlet pipe. 12. After the site is stabilized,remove any accumulated sediment or debris from the vault and install the BayFilterTM cartridges. 26 APPENDICES ©2011 D. R.STRONG Consulting Engineers Inc. 42 Brookefield North Technical Information Report Renton,Washington APPENDIX "A" BOND QUANTITY WORKSHEET ©2011 D.R.STRONG Consulting Engineers Inc. 43 Brookefield North Technical Information Report Renton,Washington APPENDIX "B" CSWPPP ©2011 D. R.STRONG Consulting Engineers Inc. 44 Brookefield North Technical Information Report Renton,Washington Construction Stormwater Pollution Prevention Plan (CSWPPP) for Brookefield North 1154& 1160 Hoquiam Avenue NE Renton,Washington DRS Project No. 11059 Owner PNW Holdings LLC 9725 SE 36th Street, Suite 214 Mercer Island, WA 98040 Operator/Contractor PNW Holdings LLC 9725 SE 36th Street, Suite 214 Mercer Island, WA 98040 SWPPP Prepared by D. R. STRONG Consulting Engineers, Inc. 10604 N.E. 38th Place, Suite 101 Kirkland WA 98033 (425) 827-3063 SWPPP Prepared for Northwest Regional Office 3190 - 160th Avenue SE Bellevue, WA 98008-5452 425-649-7000 SWPPP Preparation Date September 6, 2011 Approximate Project Construction Dates April 2012 —September 2012 Construction Stormwater Pollution Prevention Plan (CSWPPP) Brookefield North 1.0 INTRODUCTION 3 2.0 SITE DESCRIPTION 5 2.1 Existing site condtions 5 2.2 Proposed construction activities 5 3.0 CONSTRUCTION STORMWATER BMP'S 7 3.1.1 Element#1: Mark Clearing Limits 7 3.1.2 Element#2: Establish Construction Access 7 3.1.3 Element#3: Control Flow Rates 7 3.1.4 Element#4: Install Sediment Controls 7 3.1.5 Element#5: Stabilize Soils 8 3.1.6 Element#6: Protect Slopes 8 3.1.7 Element#7: Protect Drain Inlets 8 3.1.8 Element#8: Stabilize Channels and Outlets 8 3.1.9 Element#9: Control Pollutants 9 3.1.10 Element#10: Control De-Watering 9 3.1.11 Element#11: Maintain BMPs 9 3.1.12 Element#12: Manage the Project 9 4.0 CONSTRUCTION PHASING AND BMP IMPLEMENTATION 11 5.0 POLLUTION PREVENTION TEAM 12 5.1 Roles and Responsibilities 12 5.2 Team Members 12 6.0 SITE INSPECTIONS AND MONITORING 14 6.1 Site Inspection 14 6.1.1 Site Inspection Frequency 14 6.1.2 Site Inspection Documentation 14 6.2 Stormwater Quality Monitoring 15 6.2.1 Turbidity 15 6.2.2 pH 15 7.0 REPORTING AND RECORDKEEPING 17 7.1 Recordkeeping 17 7.1.1 Site Log Book 17 7.1.2 Records Retention 17 7.1.3 Access to Plans and Records 17 7.1.4 Updating the SWPPP 17 7.2 Reporting 18 7.2.1 Discharge Monitoring Reports 18 7.2.2 Notification of Noncompliance 18 APPENDIX A—SITE PLAN(S) 19 APPENDIX B—CONSTRUCTION BMP'S 19 APPENDIX C—ALTERNATIVE BMP'S 21 APPENDIX D—GENERAL PERMIT 22 APPENDIX E—SITE INSPECTION FORMS(AND SITE LOG) 23 APPENDIX F—ENGINEERING CALCULATIONS 31 1 .0 INTRODUCTION This Stormwater Pollution Prevention Plan (SWPPP) has been prepared as part of the NPDES- Stormwater General Permit requirements for the Canary Hill Project. The Project is located at 1154 and 1160 Hoquiam Avenue NE, in the City of Renton, King County, Washington. It proposes to subdivide two existing parcels into fifteen lots for single-family residences (Project). Construction activities will include demolition, excavation, grading, home construction and utility installation. The purpose of this SWPPP is to describe the proposed construction activities and all temporary and permanent erosion and sediment control (TESC) measures, pollution prevention measures, inspection/monitoring activities, and recordkeeping that will be implemented during the proposed construction project. The objectives of the SWPPP are to: 1. Implement Best Management Practices (BMPs) to prevent erosion and sedimentation, and to identify, reduce, eliminate or prevent stormwater contamination and water pollution from construction activity. 2. Prevent violations of surface water quality, ground water quality, or sediment management standards. 3. Prevent, during the construction phase, adverse water quality impacts including impacts on beneficial uses of the receiving water by controlling peak flow rates and volumes of stormwater runoff at the Permittee's outfalls and downstream of the outfalls. This SWPPP was prepared using the Ecology SWPPP Template downloaded from the Ecology website on July 2, 2005. This SWPPP was prepared based on the requirements set forth in the Construction Stormwater General Permit, Stormwater Management Manual for Western Washington (SWMMWW 2005) and in the Stormwater Management Manual for Eastern Washington (SWMMEW 2004). The report is divided into seven main sections with several appendices that include stormwater related reference materials. The topics presented in the each of the main sections are: • Section 1 — INTRODUCTION. This section provides a summary description of the project, and the organization of the SWPPP document. • Section 2 — SITE DESCRIPTION. This section provides a detailed description of the existing site conditions, proposed construction activities, and calculated stormwater flow rates for existing conditions and post—construction conditions. • Section 3 — CONSTRUCTION BMPs. This section provides a detailed description of the BMPs to be implemented based on the 12 required elements of the SWPPP (SWMMEW 2004). ©2011 D. R.STRONG Consulting Engineers Brookefield North CSWPPP 3 City of Renton,Washington • Section 4— CONSTRUCTION PHASING AND BMP IMPLEMENTATION. This section provides a description of the timing of the BMP implementation in relation to the project schedule. • Section 5 — POLLUTION PREVENTION TEAM. This section identifies the appropriate contact names (emergency and non-emergency), monitoring personnel, and the onsite temporary erosion and sedimentation control inspector • Section 6 — INSPECTION AND MONITORING. This section provides a description of the inspection and monitoring requirements such as the parameters of concern to be monitored, sample locations, sample frequencies, and sampling methods for all stormwater discharge locations from the site. • Section 7 — RECORDKEEPING. This section describes the requirements for documentation of the BMP implementation, site inspections, monitoring results, and changes to the implementation of certain BMPs due to site factors experienced during construction. Supporting documentation and standard forms are provided in the following Appendices: Appendix A— Site plans Appendix B —Construction BMPs Appendix C —Alternative Construction BMP list Appendix D — General Permit Appendix E — Site Log and Inspection Forms Appendix F— Engineering Calculations ©2011 D. R.STRONG Consulting Engineers Brookefield North CSWPPP 4 City of Renton,Washington 2.0 SITE DESCRIPTION 2.1 EXISTING SITE CONDTIONS Total site area is approximately 94,706 s.f. (2.17 acres) (Site). The Parcels are currently developed with two single family residences and several out buildings. The Site is mostly forested with limited areas of pasture and residential lawn. The predeveloped Site is contained within one Threshold Discharge Area (TDA) and has one Natural Discharge Area (NDA). Runoff sheet flows to the east and exits the Site near the northeast corner as sheet flow. 2.2 PROPOSED CONSTRUCTION ACTIVITIES The applicant has obtained approval to subdivide 2.17 acres into 15 single-family residential lots, with lot sizes ranging from approximately 4,899 to 7,203 s.f. The Project area is approximately 2.29 acres (includes frontage improvements on Hoquiam Avenue NE and NE 11th Court). The 15 single-family residences and their driveways combined will create approximately 48,700 s.f. of impervious area. Post-developed impervious areas including rights-of-way, roofs, driveways and site frontage total approximately 57,477 s.f. The remainder of the Site will be modeled as till grass and totals approximately 42,429 s.f. (includes bypass area) Construction activities will include site preparation, TESC installation, demolition of the existing buildings, utility installation and retaining wall construction for the on-site detention pond, site- wide grading, and asphalt paving. The schedule and phasing of BMPs during construction is provided in Section 4.0. Stormwater runoff flows were calculated using the King County Runoff Time Series Software (KCRTS). The temporary sedimentation pond that will be used during construction was designed using the 2-year storm event since construction will not occur over a long time-frame (approximately one year). The combined detention and treatment vault was designed using KCRTS where the live storage detention volume was designed by matching pre and post construction flows and durations for 50 percent of the 2-year flow and the 50-year flow. The following summarizes details regarding site areas: ■ Total site area: 2.29 acres • Percent impervious area before construction: 8.8 % • Percent impervious area after construction: 60.0 % • Disturbed area during construction: 2.29 acres ©2011 D.R.STRONG Consulting Engineers Brookefield North CSWPPP 5 City of Renton,Washington • Disturbed area that is characterized as impervious (i.e., access roads, staging, parking): 0.20 acres • 2-year stormwater runoff peak flow prior to construction (existing): 0.084 cfs • 10-year stormwater runoff peak flow prior to construction (existing): 0.146 cfs • 2-year stormwater runoff peak flow during construction: 0.443 cfs • 10-year stormwater runoff peak flow during construction: 0.526 cfs • 2-year stormwater runoff peak flow after construction: 0.05 cfs • 10-year stormwater runoff peak flow after construction: 0.17 cfs All stormwater flow calculations are provided in Appendix F. ©2011 D. R.STRONG Consulting Engineers Brookefield North CSWPPP 6 City of Renton,Washington 3.0 CONSTRUCTION STORMWATER BMP'S 3.1 The 12 BMP Elements 3.1.1 ELEMENT#1: MARK CLEARING LIMITS Prior to beginning land disturbing activities, including clearing and grading, clearing limits will be marked. • High Visibility Plastic or Metal Fence (BMP C103) 3.1.2 ELEMENT#2: ESTABLISH CONSTRUCTION ACCESS Construction vehicle access and exit shall be limited to one route if possible. Access points shall be stabilized with quarry spall or crushed rock to minimize the tracking of sediment onto roads. Roads shall be cleaned thoroughly at the end of each day. Sediment shall be removed from roads by shoveling or pickup sweeping and shall be transported to a controlled sediment disposal area. • Stabilized Construction Entrance (BMP C105) • Wheel Wash (BMP C106), if necessary 3.1.3 ELEMENT#3: CONTROL FLOW RATES Properties and waterways downstream from the development shall be protected from erosion by routing stormwater runoff through detention facilities designed to release the developed peak flow rates from the developed site runoff to equal to or less than the predeveloped runoff rate. • Temporary Sediment Pond (BMP C241) • Detention Vault 3.1.4 ELEMENT#4: INSTALL SEDIMENT CONTROLS The duff layer, native top soil, and natural vegetation shall be retained in an undisturbed state to the maximum extent practicable. BMPs intended to trap sediment on site shall be constructed as one of the first steps in grading. These BMPs shall be functional before other land disturbing activities take place. • Silt Fence (BMP C23) • Temporary Sediment Pond (BMP C241) In addition, sediment will be removed from paved areas in and adjacent to construction work areas manually or using mechanical sweepers, as needed, to minimize tracking of sediments on vehicle tires away from the site and to minimize washoff of sediments from adjacent streets in runoff. Whenever possible, sediment laden water shall be discharged into onsite, relatively level, vegetated areas (BMP C240 paragraph 5, page 4-102). In some cases, sediment discharge in concentrated runoff can be controlled using permanent stormwater BMPs (e.g., infiltration swales, ponds, trenches). Sediment loads can limit the effectiveness of some permanent stormwater BMPs, such as those used for infiltration or ©2011 D.R.STRONG Consulting Engineers Brookefield North CSWPPP 7 City of Renton,Washington biofiltration; however, those BMPs designed to remove solids by settling (wet ponds or detention ponds) can be used during the construction phase. When permanent stormwater BMPs will be used to control sediment discharge during construction, the structure will be protected from excessive sedimentation with adequate erosion and sediment control BMPs. Any accumulated sediment shall be removed after construction is complete and the permanent stormwater BMP will be restabilized with vegetation per applicable design requirements once the remainder of the site has been stabilized. 3.1.5 ELEMENT#5: STABILIZE SOILS Exposed and unworked soils shall be stabilized by application of effective BMPs that protect the soil from the erosive forces of raindrops, flowing water, and wind. From October 1 through April 30, no soils shall remain exposed and unworked for more than two days. From May 1 to September 30, no soils shall remain exposed and unworked for more than seven days. These time limits may be adjusted by the projects erosion control specialists if it can be shown that the average time between storm events justifies a different standard. • Soils shall be stabilized at the end of the shift before a holiday or weekend if needed based on the weather forecast. • Applicable practices include, but are not limited to, temporary and permanent seeding, sodding, mulching, plastic covering, erosion control fabrics and matting, soil application of polyacrylamide (PAM), the early application of gravel base on areas to be paved, and dust control. • Temporary and Permanent Seeding (BMP C120) • Mulching (BMP C121) • Plastic Covering (BMP C123) • Dust Control (BMP C140) • Early application of gravel base on paved areas 3.1.6 ELEMENT#6: PROTECT SLOPES Design, construct, and phase cut and fill slopes in a manner that will minimize erosion. Excavated material shall be placed on the uphill side of trenches, consistent with safety and space considerations. Stabilize soils on slopes, as specified in Element#5. • Temporary and Permanent Seeding (BMP C120) • Interceptor Dike and Swale (BMP C200) • Check Dams (BMP C207) • Pipe Slope Drains (BMP C204) 3.1.7 ELEMENT#7: PROTECT DRAIN INLETS On-site catchbasins installed shall be protected with catchbasin inserts. • Storm Drain Inlet Protection (BMP C220) 3.1.8 ELEMENT#8: STABILIZE CHANNELS AND OUTLETS All temporary channels will be monitored to maintain soil stability with channels. All outlets will be armored with rip rap energy dissipating pads. ©2011 D.R.STRONG Consulting Engineers Brookefield North CSWPPP 8 City of Renton,Washington • Outlet Protection (BMP C209) 3.1.9 ELEMENT#9: CONTROL POLLUTANTS • All pollutants, including waste materials and demolition debris, that occur on-site during construction shall be handled and disposed of in a manner that does not cause contamination of stormwater. Woody debris may be chopped and spread on site. • Cover, containment, and protection from vandalism shall be provided for all chemicals, liquid products, petroleum products, and non-inert wastes present on the Site • Maintenance and repair of heavy equipment and vehicles involving oil changes, hydraulic system drain down, solvent and de-greasing cleaning operations, fuel tank drain down and removal, and other activities which may result in discharge or spillage of pollutants to the ground or into stormwater runoff must be conducted using spill prevention measures, such as drip pans. Contaminated surfaces shall be cleaned immediately following any discharge or spill incident. Emergency repairs may be performed on-site using temporary plastic placed beneath and, if raining, over the vehicle. • Application of agricultural chemicals including fertilizers and pesticides shall be conducted in a manner and at application rates that will not result in loss of chemical to stormwater runoff. Manufacturers' recommendations for application rates and procedures shall be followed. 3.1.10 ELEMENT#10: CONTROL DE-WATERING All dewatering water from open cut excavation, tunneling, foundation work or any underground utility work will be collected and discharged in the same manner as surface runoff, however clean, non-turbid groundwater will not be routed through sedimentation devices. 3.1.11 ELEMENT#11: MAINTAIN BMPS • Temporary and permanent erosion and sediment control BMPs shall be maintained and repaired as needed to assure continued performance of their intended function. Maintenance and repair shall be conducted in accordance with BMPs. • Sediment control BMPs shall be inspected weekly or after a runoff producing storm event during the dry season and daily during the wet season. • Temporary erosion and sediment control BMPs shall be removed within 30 days after final site stabilization is achieved or after the temporary BMPs are no longer needed. Trapped sediment shall be removed or stabilized on site. Disturbed soil resulting from removal of BMPs or vegetation shall be permanently stabilized. 3.1.12 ELEMENT#12: MANAGE THE PROJECT • Phasing of Construction Development projects shall be phased where feasible in order to prevent, to the maximum extent practicable, the transport of sediment from the development Site during construction. Revegetation of exposed areas and maintenance of that vegetation shall be an integral part of the clearing activities for any phase. • Seasonal Work Limitations Site disturbance work outside of the dry construction season, May 1 to September 31, requires additional engineering review. • Coordination with Utilities and Other Contractors Utility conflicts shall be brought to the attention of the Project Engineer for resolution. ©2011 D. R.STRONG Consulting Engineers Brookefield North CSWPPP 9 City of Renton,Washington • Inspection and Monitoring All BMPs shall be inspected, maintained, and repaired as needed to assure continued performance of their intended function. A Certified Professional in Erosion and Sediment Control shall be identified in the Construction SWPPP and shall be on-site or on-call at all times. • Maintenance of the Construction SWPPP The Construction SWPPP shall be retained on-site or within reasonable access to the Site. The Construction SWPPP shall be modified whenever there is a significant change in the design, construction, operation, or maintenance of any BMP. Alternate BMPs are included in Appendix C as a quick reference tool for the onsite inspector in 4 the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. ©2011 D. R.STRONG Consulting Engineers Brookefield North CSWPPP 10 City of Renton,Washington 4.0 CONSTRUCTION PHASING AND BMP IMPLEMENTATION The BMP implementation schedule is driven by the construction schedule. The following provides a sequential list of the proposed construction schedule milestones and the corresponding BMP implementation schedule. The list contains key milestones such as wet season construction. BMP implementation schedule listed below is keyed to proposed phases of the construction project, and reflects differences in BMP installations and inspections that relate to wet season construction. The project site is located west of the Cascade Mountain Crest. As such, the dry season is considered to be from May 1 to September 30 and the wet season is considered to be from October 1 to April 30. • Estimate of Construction start date: 04 / 30 /2012 • Estimate of Construction finish date: 09 / 30 /2012 • Mobilize equipment on site: 04 / 30 /2012 • Mobilize and store all ESC and soil stabilization products (store materials on hand BMP C150): 05 / 01 /2012 • Install ESC measures (silt fence and perimeter controls): 05 / 05 /2012 • Install stabilized construction entrance: 05 / 07 /2012 • Begin clearing and grubbing: 05 / 15 /2012 • Temporary erosion control measures 06 / 05 /2012 • Site grading begins 06 / 05 /2012 • Excavate and install new utilities and services : 07 / 15 /2012 • Site grading ends: 07 / 15/2012 • Final landscaping and planting begins: 08 / 15 /2012 • Permanent erosion control measures (hydroseeding): 09/ 01 /2012 ©2011 D. R.STRONG Consulting Engineers Brookefield North CSWPPP 11 City of Renton,Washington 5.0 POLLUTION PREVENTION TEAM 5.1 ROLES AND RESPONSIBILITIES The pollution prevention team consists of personnel responsible for implementation of the SWPPP, including the following: • Certified Erosion and Sediment Control Lead (CESCL) — primary contractor contact, responsible for site inspections (BMPs, visual monitoring, sampling, etc.); to be called upon in case of failure of any ESC measures. • Resident Engineer— For projects with engineered structures only (sediment ponds/traps, sand filters, etc.): site representative for the owner that is the project's supervising engineer responsible for inspections and issuing instructions and drawings to the contractor's site supervisor or representative • Emergency Ecology Contact— individual to be contacted at Ecology in case of emergency. • Emergency Owner Contact— individual that is the site owner or representative of the site owner to be contacted in the case of an emergency. • Non-Emergency Ecology Contact— individual to be contacted at Ecology in non emergency cases. • Monitoring Personnel — personnel responsible for conducting water quality monitoring; for most sites this person is also the Certified Erosion and Sediment Control Lead. 5.2 TEAM MEMBERS Names and contact information for those identified as members of the pollution prevention team are provided in the following table. ©2011 D. R.STRONG Consulting Engineers Brookefield North CSWPPP 12 City of Renton,Washington Title Name(s) Phone Number Certified Erosion and Sediment Control Lead (CESCL) Resident Engineer D.R. STRONG 425.827.3063 Maher A.Joudi, P.E. Emergency Ecology Contact NW Regional Office, King County Insp. 425.649.7223 Chris Dew Emergency Owner Contact PNW Holdings LLC 253.838.8305 Justin Lagers Non-Emergency Ecology Contact Olympia, Construction Stormwater Unit 206.407.7229 Tammie McClure Monitoring Personnel ©2011 D.R.STRONG Consulting Engineers Brookefield North CSWPPP 13 City of Renton,Washington 6.0 SITE INSPECTIONS AND MONITORING Monitoring includes visual inspection, monitoring for water quality parameters of concern, and documentation of the inspection and monitoring findings in a site log book. A site log book will be maintained for all on-site construction activities and will include: • A record of the implementation of the SWPPP and other permit requirements; ■ Site inspections; and, ' Stormwater quality monitoring. For convenience, the inspection form and water quality monitoring forms included in this SWPPP include the required information for the site log book. This SWPPP may function as the site log book if desired, or the forms may be separated and included in a separate site log book. However, if separated, the site log book but must be maintained on-site or within reasonable access to the site and be made available upon request to Ecology or the local jurisdiction. 6.1 SITE INSPECTION All BMPs will be inspected, maintained, and repaired as needed to assure continued performance of their intended function. The inspector will be a Certified Erosion and Sediment Control Lead (CESCL) per BMP C160. The name and contact information for the CESCL is provided in Section 5 of this SWPPP. Site inspection will occur in all areas disturbed by construction activities and at all stormwater discharge points. Stormwater will be examined for the presence of suspended sediment, turbidity, discoloration, and oily sheen. The site inspector will evaluate and document the effectiveness of the installed BMPs and determine if it is necessary to repair or replace any of the BMPs to improve the quality of stormwater discharges. All maintenance and repairs will be documented in the site log book or forms provided in this document. All new BMPs ordesign changes will be documented in the SWPPP as soon as possible. 6.1.1 Site Inspection Frequency Site inspections will be conducted at least once a week and within 24 hours following any rainfall event which causes a discharge of stormwater from the site. For sites with temporary stabilization measures, the site inspection frequency can be reduced to once every month. 6.1.2 Site Inspection Documentation The site inspector will record each site inspection using the site log inspection forms provided in Appendix E. The site inspection log forms may be separated from this SWPPP document, but will be maintained on-site or within reasonable access to the site and be made available upon request to Ecology or the local jurisdiction. ©2011 D. R.STRONG Consulting Engineers Inc. 14 Brookefield North CSWPPP City of Renton,Washington 6.2 STORMWATER QUALITY MONITORING 6.2.1 Turbidity Turbidity sampling and monitoring will be conducted during the entire construction phase of the project. Samples will be collected weekly at the outlet of the temporary sediment trap and at CB 11 after the conveyance system and stormwater vault are constructed. If there is no flow in this catch basin, the attempt to sample will be recorded in the site log book and reported to Ecology in the monthly Discharge Monitoring Report (DMR) as "No Discharge". Samples will be analyzed for turbidity using the EPA 180.1 analytical method. The key benchmark turbidity value is 25 nephelometric turbidity units (NTU) for the downstream receiving water body. If the 25 NTU benchmark is exceeded in any sample collected from the outlet of the sediment pond or CB 11, the following steps will be conducted: 1. Ensure all BMPs specified in this SWPPP are installed and functioning as intended. 2. Assess whether additional BMPs should be implemented, and document modified BMPs in the SWPPP as necessary. 3. Sample discharge daily until the discharge is 25 NTU or lower. If the turbidity exceeds 250 NTU at any time, the following steps will be conducted: 1. Notify Ecology by phone within 24 hours of analysis (see Section 5.0 of this SWPPP for contact information). 2. Continue sampling daily until the discharge is 25 NTU or lower Initiate additional treatment BMPs such as off-site treatment, infiltration, filtration and chemical treatment within 24 hours, and implement those additional treatment BMPs as soon as possible, but within a minimum of 7 days. 3. Describe inspection results and remedial actions taken in the site log book and in monthly discharge monitoring reports as described in Section 7.0 of this SWPPP. 6.2.2 pH Sampling and monitoring for pH will occur during the phase of construction when concrete pouring will be conducted until fully cured (3 weeks from pour). Samples will be collected weekly at the sedimentation pond prior to discharge to surface water. Samples will be analyzed for pH using a calibrated pH meter and recorded in the site log book. The key benchmark pH value for stormwater is a maximum of 8.0. If a pH greater than 8.0 is measured in the sedimentation pond that has the potential to discharge to surface water, the following steps will be conducted: 1. Assess whether additional BMPs should be implemented and whether associated revisions to the SWPPP are necessary ©2011 D.R.STRONG Consulting Engineers Inc. 15 Brookefield North CSWPPP City of Renton,Washington 2. Stop (detain) all discharges from leaving the site and entering surface waters or storm drains if the pH is greater than 8.5 3. Sample sedimentation pond the following day, and if the pH exceeds 8.0 for the second consecutive day, implement CO2 sparging treatment 4. Sample and measure pH daily until there are 3 consecutive pH measurements less than 8.0. 5. If there are 3 consecutive pH measurements greater than 8.0, notify Ecology by phone within 24 hours of the 3rd measurement exceeding a pH of 8.0 (see Section 5.0 of this SWPPP for contact information) and initiate discussions with Ecology regarding additional treatment BMPs. 6. Describe inspection results and remedial actions that are taken in the site log book and in monthly discharge monitoring reports as described in Section 7.0 of this SWPPP. ©2011 D. R.STRONG Consulting Engineers Inc. 16 Brookefield North CSWPPP City of Renton,Washington 7.0 REPORTING AND RECORDKEEPING 7.1 RECORDKEEPING 7.1.1 Site Log Book A site log book will be maintained for all on-site construction activities and will include: • A record of the implementation of the SWPPP and other permit requirements; • Site inspections; and, ■ Stormwater quality monitoring. For convenience, the inspection form and water quality monitoring forms included in this SWPPP include the required information for the site log book. 7.1.2 Records Retention Records of all monitoring information (site log book, inspection reports/checklists, etc.), this Stormwater Pollution Prevention Plan, and any other documentation of compliance with permit requirements will be retained during the life of the construction project and for a minimum of three years following the termination of permit coverage in accordance with permit condition S5.C. 7.1.3 Access to Plans and Records The SWPPP, General Permit, Notice of Authorization letter, and Site Log Book will be retained on site or within reasonable access to the site and will be made immediately available upon request to Ecology or the local jurisdiction. A copy of this SWPPP will be provided to Ecology within 14 days of receipt of a written request for the SWPPP from Ecology. Any other information requested by Ecology will be submitted within a reasonable time. A copy of the SWPPP or access to the SWPPP will be provided to the public when requested in writing in accordance with permit condition S5.G. 7.1.4 Updating the SWPPP In accordance with Conditions S3, S4.B, and S9.B.3 of the General Permit, this SWPPP will be modified if the SWPPP is ineffective in eliminating or significantly minimizing pollutants in stormwater discharges from the site or there has been a change in design, construction, operation, or maintenance at the site that has a significant effect on the discharge, or potential for discharge, of pollutants to the waters of the State. The SWPPP will be modified within seven days of determination based on inspection(s) that additional or modified BMPs are necessary to correct problems identified, and an updated timeline for BMP implementation will be prepared. ©2011 D.R.STRONG Consulting Engineers Inc. 17 Brookefield North CSWPPP City of Renton,Washington 7.2 REPORTING 7.2.1 Discharge Monitoring Reports Water quality sampling results will be submitted to Ecology monthly on Discharge Monitoring Report (DMR) forms in accordance with permit condition S5.B. If there was no discharge during a given monitoring period, the form will be submitted with the words "no discharge" entered in place of the monitoring results. If a benchmark was exceeded, a brief summary of inspection results and remedial actions taken will be included. If sampling could not be performed during a monitoring period, a DMR will be submitted with an explanation of why sampling could not be performed. 7.2.2 Notification of Noncompliance If any of the terms and conditions of the permit are not met, and it causes a threat to human health or the environment, the following steps will be taken in accordance with permit section S5.F: 1. Ecology will be immediately notified of the failure to comply. 2. Immediate action will be taken to control the noncompliance issue and to correct the problem. If applicable, sampling and analysis of any noncompliance will be repeated immediately and the results submitted to Ecology within five (5) days of becoming aware of the violation. 3. A detailed written report describing the noncompliance will be submitted to Ecology within five (5) days, unless requested earlier by Ecology. Any time turbidity sampling indicated turbidity is 250 NTU or greater or water transparency is 6 centimeters or less, the Ecology regional office will be notified by phone within 24 hours of analysis as required by permit condition S5.A. In accordance with permit condition S4.F.6.b, the Ecology regional office will be notified if chemical treatment other than CO2 sparging is planned for adjustment of high pH water. 7.2.3 Permit Application and Changes In accordance with permit condition S.2.A, a complete application form will be submitted to Ecology and the appropriate local jurisdiction (if applicable) to be covered by the General Permit. ©2011 D. R.STRONG Consulting Engineers Inc. 18 Brookefield North CSWPPP City of Renton,Washington APPENDIX A - SITE PLAN(S) See Civil Drawings ©2011 D. R.STRONG Consulting Engineers Inc. 19 Brookefield North CSWPPP City of Renton,Washington APPENDIX B - CONSTRUCTION BMP'S Buffer Zones (BMP C102) High Visibility Plastic or Metal Fence (BMP C103) Stabilized Construction Entrance (BMP C105) Construction Road/Parking Area Stabilization (BMP C107) Sediment Trap (BMP C240) Detention Pond or Vault Silt Fence (BMP C233) Storm Drain Inlet Protection (BMP C121) Temporary and Permanent Seeding (BMP C120) Mulching (BMP C121) Plastic Covering (BMP C123) Dust Control (BMP C140) Early application of gravel base on areas to be paved Check Dams (BMP C207) Interceptor Dike and Swale (BMP C200) Pipe Slope Drains (BMP C204) Outlet Protection (BMP C209) ©2011 D.R.STRONG Consulting Engineers Inc. 20 Brookefield North CSWPPP City of Renton,Washington APPENDIX C - ALTERNATIVE BMP'S Straw Wattles Gravel Filter Berms Water Bars Stormwater Filtration Level Spreaders (to disperse water in vegetated areas) Stormwater Chemical Treatement (with DOE Approval only) ©2011 D. R.STRONG Consulting Engineers Inc. 21 Brookefield North CSWPPP City of Renton,Washington APPENDIX D - GENERAL PERMIT ©2011 D. R.STRONG Consulting Engineers Inc. 22 Brookefield North CSWPPP City of Renton,Washington APPENDIX E - SITE INSPECTION FORMS (AND SITE LOG) The results of each inspection shall be summarized in an inspection report or checklist that is entered into or attached to the site log book. It is suggested that the inspection report or checklist be included in this appendix to keep monitoring and inspection information in one document, but this is optional. However, it is mandatory that this SWPPP and the site inspection forms be kept onsite at all times during construction, and that inspections be performed and documented as outlined below. At a minimum, each inspection report or checklist shall include: a. Inspection date/times b. Weather information: general conditions during inspection, approximate amount of precipitation since the last inspection, and approximate amount of precipitation within the last 24 hours. c. A summary or list of all BMPs that have been implemented, including observations of all erosion/sediment control structures or practices. d. The following shall be noted: i. locations of BMPs inspected, ii. locations of BMPs that need maintenance, iii. the reason maintenance is needed, iv. locations of BMPs that failed to operate as designed or intended, and v. locations where additional or different BMPs are needed, and the reason(s) why e. A description of stormwater discharged from the site. The presence of suspended sediment, turbid water, discoloration, and/or oil sheen shall be noted, as applicable. f. A description of any water quality monitoring performed during inspection, and the results of that monitoring. g. General comments and notes, including a brief description of any BMP r repairs, maintenance or installations made as a result of the inspection. h. A statement that, in the judgment of the person conducting the site inspection, the site is either in compliance or out of compliance with the terms and conditions of the SWPPP and the NPDES permit. If the site inspection indicates that the site is out of compliance, the inspection report shall include a summary of the remedial actions required to bring the site back into compliance, as well as a schedule of implementation. ©2011 a R.STRONG Consulting Engineers Inc. 23 Brookefield North CSWPPP City of Renton,Washington Name, title, and signature of person conducting the site inspection; and the following statement: "I certify under penalty of law that this report is true, accurate, and complete, to the best of my knowledge and belief". When the site inspection indicates that the site is not in compliance with any terms and conditions of the NPDES permit, the Permittee shall take immediate action(s) to: stop, contain, and clean up the unauthorized discharges, or otherwise stop the noncompliance; correct the problem(s); implement appropriate Best Management Practices (BMPs), and/or conduct maintenance of existing BMPs; and achieve compliance with all applicable standards and permit conditions. In addition, if the noncompliance causes a threat to human health or the environment, the Permittee shall comply with the Noncompliance Notification requirements in Special Condition S5.F of the permit. ©2011 D. R.STRONG Consulting Engineers Inc. 24 Brookefield North CSWPPP City of Renton,Washington Site Inspection Form General Information Project Name: Inspector Name: Title: CESCL# : Date: Time: Inspection Type: ❑ After a rain event ❑ Weekly ❑ Turbidity/transparency benchmark exceedance ❑ Other Weather Precipitation Since last inspection In last 24 hours Description of General Site Conditions: Inspection of BMPs Element 1: Mark Clearing Limits BMP: Location Inspected Functioning Problem/Corrective Action Y N Y N NIP BMP: Location Inspected Functioning Problem/Corrective Action Y N Y N NIP Element 2: Establish Construction Access BMP: Location Inspected Functioning Problem/Corrective Action Y N Y N NIP BMP: Location Inspected t Yun NNioniNgIP Problem/Corrective Action ©2011 D.R.STRONG Consulting Engineers Inc. 25 Brookefield North CSWPPP City of Renton,Washington Element 3: Control Flow Rates BMP: Location Inspected Functioning Problem/Corrective Action Y N Y N NIP BMP: Location Inspected YunNioniNgIP Problem/Corrective Action Y Element 4: Install Sediment Controls BMP: Location Inspected Functioning Problem/Corrective Action Y N Y N NIP BMP: Location Inspected Yun NioniNgIP Problem/Corrective Action Y BMP: Location Inspected Yun NioniNgIP Problem/Corrective Action BMP: Location Inspected Yun NioniNgIP Problem/Corrective Action Y BMP: Location Inspected Yun NioniNgP Problem/Corrective Action Y©2011 D.R.STRONG Consulting Engineers Inc. 26 Brookefield North CSWPPP City of Renton,Washington Element 5: Stabilize Soils BMP: Location Inspected Functioning Problem/Corrective Action Y N Y N NIP BMP: Location Inspected YunNioniNgIP Problem/Corrective Action Y BMP: Location Inspected t YunNioniNgIP Problem/Corrective Action BMP: Location Inspected YunNioniNgIP Problem/Corrective Action Y Element 6: Protect Slopes BMP: Location Inspected Functioning Problem/Corrective Action Y N Y N NIP BMP: Location Inspected YunNioniNgIP Problem/Corrective Action Y BMP: Location Inspected YunNioniNgIP Problem/Corrective Action Y Element 7: Protect Drain Inlets BMP: Location Inspected Functioning Problem/Corrective Action Y N Y N NIP ©2011 D. R.STRONG Consulting Engineers Inc. 27 Brookefield North CSWPPP City of Renton,Washington BMP: Location Inspected YunNioniNgIP Problem/Corrective Action Y BMP: Location Inspected Yun NioniNgIP Problem/Corrective Action Y Element 8: Stabilize Channels and Outlets BMP: Location Inspected Functioning Problem/Corrective Action Y N Y N NIP BMP: Location Inspected Yun NioniNgIP Problem/Corrective Action Y BMP: Location Inspect N Yun NioniNgIP Problem/Corrective Action BMP: Location Inspected Yun NioniNgIP Problem/Corrective Action Y Element 9: Control Pollutants BMP: Location Inspected Functioning Problem/Corrective Action Y N Y N NIP BMP: Location Inspected Yun NioniNgIP Problem/Corrective Action Y©2011 D. R.STRONG Consulting Engineers Inc. 28 Brookefield North CSWPPP City of Renton,Washington Element 10: Control Dewatering BMP: Location Inspected Functioning Problem/Corrective Action Y N Y N NIP BMP: Location Inspected YunNioniNgIP Problem/Corrective Action Y BMP: Location Inspected t YunNioniNgIP Problem/Corrective Action Stormwater Discharges From the Site Observed? Problem/Corrective Action Y N Location Turbidity Discoloration Sheen Location Turbidity Discoloration Sheen ©2011 D. R.STRONG Consulting Engineers Inc. 29 Brookefield North CSWPPP City of Renton,Washington Water Quality Monitoring Was any water quality monitoring conducted? ❑ Yes ❑ No If water quality monitoring was conducted, record results here: If water quality monitoring indicated turbidity 250 NTU or greater; or transparency 6 cm or less, was Ecology notified by phone within 24 hrs? ❑ Yes ❑ No If Ecology was notified, indicate the date, time, contact name and phone number below: Date: Time: Contact Name: Phone#: General Comments and Notes Include BMP repairs, maintenance, or installations made as a result of the inspection. Were Photos Taken? ❑ Yes ❑ No If photos taken, describe photos below: ©2011 D.R.STRONG Consulting Engineers Inc. 30 Brookefield North CSWPPP City of Renton,Washington APPENDIX F - ENGINEERING CALCULATIONS FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN EXISTING SITE HYDROLOGY For the purpose of these calculations the predeveloped site conditions were modeled as "till forest". Modeling input Land cover Subbasin Till forest (ac) 2.29 Till Grass (ac) 0.00 Wetland (ac) 0.00 Impervious (ac) 0.00 Scale Factor: 0.85 Time Step: Hourly Data Type: Reduced Project location: Landsburg Total Area: 2.29 Table 1 Pre-Developed KCRTS Modeling Input Modeling results Flow Frequency Analysis Time Series File:predev.tsf Project Location:Landsburg II ---Annual Peak Flow Rates--- Flow Frequency Analysis Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.179 2 2/09/01 18:00 0.212 1 100.00 0. 990 0.029 7 1/05/02 16:00 0.179 2 25.00 0.960 0.114 4 2/28/03 16:00 0.146 3 10.00 0.900 0.021 8 3/03/04 3:00 0.114 4 5.00 0.800 0.104 5 1/05/05 10:00 0.104 5 3.00 0.667 0.084 6 1/18/06 21:00 0.084 6 2.00 0.500 0.146 3 11/24/06 5:00 0.029 7 1.30 0.231 0.212 1 1/09/08 7:00 0.021 8 1.10 0.091 11 Computed Peaks 0.201 50.00 0.980 ©2011 D.R.STRONG Consulting Engineers Inc. 31 Brookefield North CSWPPP City of Renton,Washington I Soil typeDEVELOPED SITE HYDROLOGY The soil types are unchanged from pre developed conditions. Land covers The portions of the Site within the proposed lot areas were modeled as till grass and impervious as appropriate. Portions ofthe site that are within the public right-of-way were modeled as impervious. Modeling input Land cover Subbasin Till forest (ac) 0.00 Till Grass (ac) 0.73 Wetland (ac) 0.00 Impervious (ac) 1.28 Scale Factor: 0.85 Time Step: Hourly Data Type: Reduced Project location: Landsburg Total Area: 2.01 Table 2 Developed KCRTS Modeling Input Modeling Results Flow Frequency Analysis Time Series File:rdin.tsf Project Location:Landsburg ---Annual Peak Flow Rates--- Flow Frequency Analysis Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.443 6 2/09/01 2:00 0.797 1 100.00 0. 990 0.271 8 12/03/01 17:00 0.535 2 25.00 0. 960 0.461 4 9/10/03 15:00 0.526 3 10.00 0. 900 0.526 3 8/26/04 1:00 0.461 4 5.00 0.800 0.435 7 10/28/04 18:00 0.452 5 3.00 0.667 0.452 5 10/22/05 17:00 0.443 6 2.00 0.500 0.535 2 11/21/06 9:00 0.435 7 1.30 0.231 0.797 1 1/09/08 7:00 0.271 8 1.10 0.091 Computed Peaks 0.710 50.00 0.980 ©2011D. R.STRONG Consulting Engineers Inc. 32 Brookefield North CSWPPP City of Renton,Washington BYPASS AREA HYDROLOGY Modeling input Land cover Subbasin Till forest (ac) 0.00 Till Grass(ac) 0.24 Wetland (ac) 0.00 Impervious(ac) 0.04 Scale Factor: 0.85 Time Step: Hourly Data Type: Reduced Project location: Landsburg Total Area: 0.28 Table 3 Developed KCRTS Modeling Input Modeling results Flow Frequency Analysis Time Series File:bypass.tsf Project Location:Landsburg ---Annual Peak Flow Rates--- Flow Frequency Analysis Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.043 3 2/09/01 2:00 0.088 1 100.00 0.990 0.017 8 12/03/01 17:00 0.052 2 25.00 0. 960 0.026 7 2/28/03 16:00 0.043 3 10.00 0. 900 0.036 4 8/26/04 1:00 0.036 4 5.00 0.800 0.028 6 10/28/04 18:00 0.029 5 3.00 0. 667 0.029 5 10/22/05 17:00 0.028 6 2.00 0.500 0.052 2 11/21/06 9:00 0.026 7 1.30 0.231 0.088 1 1/09/08 7:00 0.017 8 1.10 0.091 Computed Peaks 0.076 50.00 0.980 The on-site bypass areas satisfy all the requirements set forth in the Manual, Section 1.2. Runoff from the bypass areas and the flow control facilities converge within a quarter-mile. The flow control facility is designed to compensate for uncontrolled bypass (See "Flow Control System") . The 100-year discharge from the bypass areas is 0.088 cfs, which is less than the 0.4 cfs threshold. There should be no adverse downstream impacts to the downstream drainage system created by the runoff from the bypass. ©2011 D.R.STRONG Consulting Engineers Inc. 33 Brookefield North CSWPPP City of Renton,Washington PERFORMANCE STANDARDS The Project is located in a Conservation Flow Control Area and will therefore adhere to Level 2 Flow Control Standards, forested conditions. One detention vault will provide flow control as required. The Project is required to "match developed discharge durations to predeveloped durations for the range of predeveloped discharge rates from 50% of the two-year peak flow up to the full 50-year peak flow. Also match developed peak discharge rates to predeveloped peak discharge rates for the 2 and the 10 year return periods. Assum(ing) historic conditions as the predeveloped condition." (KCSWDM, Sec. 1.2) ©2011 D.R.STRONG Consulting Engineers Inc. 34 Brookefield North CSWPPP City of Renton,Washington FLOW CONTROL SYSTEM The Project will utilize one detention vault meeting the Level Two Flow Control criteria. The King County KCRTS software was used to size the detention facilities. Retention/Detention Facility Type of Facility: Detention Vault Facility Length: 27.25 ft Facility Width: 100. 00 ft Facility Area: 2725. sq. ft Effective Storage Depth: 10.00 ft Stage 0 Elevation: 450.00 ft Storage Volume: 27250. cu. ft Riser Head: 10. 00 ft Riser Diameter: 12.00 inches Number of orifices: 3 Full Head Pipe Orifice # Height Diameter Discharge Diameter (ft) (in) (CFS) (in) 1 0. 00 0. 75 0.048 2 5.30 1. 00 0. 059 4 .0 3 9. 00 1.35 0. 049 4 . 0 Top Notch Weir: None Outflow Rating Curve: None Stage Elevation Storage Discharge Percolation (ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) 0. 00 450. 00 0. 0.000 0. 000 0. 00 0.01 450. 01 27 . 0. 001 0. 001 0.00 0. 02 450. 02 55. 0.001 0. 002 0.00 0.03 450. 03 82 . 0. 002 0. 003 0.00 0.04 450. 04 109. 0. 003 0. 003 0.00 0.05 450.05 136. 0.003 0. 004 0. 00 0.06 450. 06 164 . 0. 004 0. 004 0.00 0.26 450.26 709. 0.016 0. 008 0.00 0. 45 450. 45 1226. 0. 028 0. 010 0. 00 0. 65 450. 65 1771. 0. 041 0. 012 0.00 0. 85 450. 85 2316. 0.053 0. 014 0. 00 1.04 451. 04 2834. 0. 065 0.016 0.00 1.24 451.24 3379. 0.078 0. 017 0.00 1. 44 451. 44 3924 . 0.090 0. 018 0.00 1. 63 451. 63 4442. 0. 102 0.019 0.00 1. 83 451.83 4987. 0. 114 0. 021 0.00 2.02 452. 02 5505. 0. 126 0.022 0.00 2.22 452.22 6050. 0. 139 0. 023 0.00 2. 42 452 . 42 6595. 0. 151 0. 024 0.00 2. 61 452. 61 7112. 0. 163 0. 025 0.00 2.81 452. 81 7657. 0. 176 0. 026 0.00 3. 00 453. 00 8175. 0. 188 0. 026 0.00 ©2011 D.R.STRONG Consulting Engineers Inc. 35 Brookefield North CSWPPP City of Renton,Washington 3.20 453.20 8720. 0.200 0.027 0.00 3.40 453. 40 9265. 0.213 0. 028 0.00 3.59 453. 59 9783. 0.225 0.029 0. 00 3.79 453.79 10328. 0.237 0. 030 0. 00 3. 98 453. 98 10846. 0.249 0. 030 0. 00 4. 18 454 . 18 11391. 0.261 0. 031 0.00 4.38 454 . 38 11936. 0.274 0.032 0. 00 4.57 454 . 57 12453. 0.286 0.033 0. 00 4.77 454 .77 12998. 0.298 0.033 0.00 4. 96 454 . 96 13516. 0.310 0. 034 0.00 5. 16 455. 16 14061. 0.323 0. 035 0. 00 5.30 455.30 14443. 0.332 0.035 0.00 5.31 455.31 14470. 0.332 0. 035 0.00 5.32 455.32 14497. 0.333 0. 036 0. 00 5.33 455. 33 14524 . 0.333 0.037 0. 00 5.34 455.34 14552 . 0.334 0.039 0.00 5.35 455.35 14579. 0.335 0.040 0.00 5 .36 455.36 14606. 0.335 0. 042 0.00 5.37 455.37 14633. 0.336 0. 043 0. 00 5.38 455.38 14661. 0.337 0.043 0. 00 5.39 455.39 14688 . 0.337 0.044 0.00 5.59 455.59 15233. 0.350 0. 051 0.00 5.79 455.79 15778 . 0.362 0. 056 0. 00 5. 98 455. 98 16296. 0.374 0.060 0. 00 6. 18 456. 18 16841. 0.387 0. 063 0.00 6.37 456. 37 17358. 0.398 0. 067 0. 00 6.57 456.57 17903. 0. 411 0.070 0.00 6.77 456.77 18448. 0.424 0. 073 0.00 6. 96 456. 96 18966. 0. 435 0. 075 0.00 7. 16 457. 16 19511. 0. 448 0. 078 0. 00 7 .35 457 .35 20029. 0.460 0.080 0.00 7.55 457 .55 20574 . 0.472 0. 083 0. 00 7.75 457.75 21119. 0. 485 0. 085 0. 00 7 . 94 457. 94 21637. 0.497 0. 087 0.00 8. 14 458 . 14 22182. 0.509 0. 089 0.00 8 .33 458.33 22699. 0.521 0.091 0. 00 8. 53 458 .53 23244 . 0.534 0. 093 0.00 8.73 458 .73 23789. 0. 546 0. 095 0.00 8. 92 458. 92 24307 . 0.558 0.097 0. 00 9. 00 459.00 24525. 0.563 0.098 0.00 9.01 459. 01 24552 . 0.564 0. 098 0.00 9.03 459. 03 24607 . 0.565 0. 100 0. 00 9. 04 459.04 24634. 0.566 0. 102 0.00 9. 06 459. 06 24689. 0. 567 0. 104 0. 00 9. 07 459.07 24716. 0.567 0. 108 0. 00 9. 08 459.08 24743. 0.568 0. 112 0.00 9. 10 459. 10 24798. 0.569 0. 114 0.00 9. 11 459. 11 24825. 0.570 0. 116 0. 00 9.31 459.31 25370. 0.582 0. 128 0. 00 9.50 459. 50 25888. 0. 594 0. 138 0.00 9.70 459.70 26433. 0. 607 0. 146 0.00 9. 90 459. 90 26977. 0. 619 0. 153 0. 00 10. 00 460.00 27250. 0. 626 0. 156 0.00 10. 10 460. 10 27523. 0. 632 0. 468 0.00 ©2011 D. R.STRONG Consulting Engineers Inc. 36 Brookefield North CSWPPP City of Renton,Washington 10.20 460.20 27795. 0. 638 1.030 0.00 10.30 460.30 28068. 0. 644 1. 770 0.00 10. 40 460. 40 28340. 0. 651 2 . 560 0.00 10. 50 460.50 28613. 0. 657 2. 850 0. 00 10. 60 460. 60 28885. 0. 663 3. 100 0. 00 10.70 460.70 29158. 0. 669 3.340 0.00 10.80 460.80 29430. 0. 676 3. 560 0.00 10. 90 460. 90 29702. 0. 682 3. 770 0.00 11. 00 461.00 29975. 0. 688 3. 970 0. 00 11. 10 461. 10 30248 . 0. 694 4 . 150 0. 00 11.20 461.20 30520. 0.701 4 . 330 0.00 11. 30 461.30 30793. 0.707 4. 500 0.00 11. 40 461. 40 31065. 0.713 4. 670 0. 00 11.50 461.50 31338 . 0.719 4. 830 0. 00 11. 60 461. 60 31610. 0.726 4. 980 0.00 11.70 461.70 31883. 0.732 5. 130 0.00 11.80 461. 80 32155. 0.738 5.280 0.00 Hyd Inflow Outflow Peak Storage Stage Elev (Cu-Ft) (Ac-Ft) 1 0. 80 0.74 10. 15 460. 15 27652. 0. 635 2 0. 44 0. 14 9. 63 459. 63 26251. 0. 603 3 0.53 0. 15 9.79 459.79 26678. 0. 612 4 0.27 0.07 6.59 456.59 17946. 0.412 5 0. 31 0. 07 6.55 456.55 17850. 0. 410 6 0.26 0.03 4 . 94 454 . 94 13463. 0.309 7 0.53 0.03 3.84 453. 84 10468. 0.240 8 0.22 0.02 2 . 61 452 . 61 7108 . 0.163 Hyd RID Facility Tributary Reservoir POC Outflow Outflow Inflow Inflow Target Calc 1 0.74 0. 09 ******** ******* 0. 81 2 0.14 0.04 ******** 0. 18 0. 16 3 0. 15 0. 05 ******** ******* 0. 17 4 0.07 0. 02 ******** ******* 0. 08 5 0.07 0.03 ******** ******* 0.09 6 0.03 0. 02 ******** ******* 0. 05 7 0.03 0. 04 ******** ******* 0. 06 8 0.02 0.02 ******** ******* 0. 04 Route Time Series through Facility Inflow Time Series File:rdin.tsf Outflow Time Series File:rdout POC Time Series File:dsout Inflow/Outflow Analysis Peak Inflow Discharge: 0.798 CFS at 7:00 on Jan 9 in Year 8 Peak Outflow Discharge: 0.736 CFS at 8: 00 on Jan 9 in Year 8 Peak Reservoir Stage: 10.15 Ft Peak Reservoir Elev: 460. 15 Ft Peak Reservoir Storage: 27652. Cu-Ft 0. 635 Ac-Ft ©2011 D.R.STRONG Consulting Engineers Inc. 37 Brookefield North CSWPPP City of Renton,Washington Add Time Series:bypass.tsf Peak Summed Discharge: 0. 807 CFS at 8:00 on Jan 9 in Year 8 Point of Compliance File:dsout.tsf Flow Duration from Time Series File:rdout.tsf Cutoff Count Frequency CDF Exceedence_Probability CFS % ° 0 0.002 26985 44. 007 44. 007 55. 993 0.560E+00 0. 006 7201 11.743 55.750 44 .250 0. 442E+00 0.011 8331 13.586 69.336 30.664 0. 307E+00 0.015 6739 10. 990 80.326 19. 674 0. 197E+00 0.019 5373 8 .762 89. 088 10. 912 0. 109E+00 0. 023 2459 4. 010 93. 099 6. 902 0. 690E-01 0. 027 1904 3. 105 96.204 3.796 0. 380E-01 0.031 1114 1. 817 98. 020 1. 980 0. 198E-01 0.036 722 1. 177 99. 198 0.802 0.802E-02 0.040 17 0. 028 99.225 0.775 0.775E-02 0.044 22 0. 036 99.261 0.739 0. 739E-02 0.048 45 0. 073 99. 335 0. 665 0. 665E-02 0. 052 43 0. 070 99. 405 0.595 0. 595E-02 0. 056 64 0. 104 99. 509 0.491 0. 491E-02 0. 061 50 0.082 99. 591 0.409 0. 409E-02 0. 065 65 0. 106 99. 697 0.303 0.303E-02 0.069 45 0. 073 99. 770 0.230 0.230E-02 0. 073 21 0. 034 99. 804 0.196 0. 196E-02 0. 077 14 0.023 99.827 0. 173 0. 173E-02 0.081 12 0.020 99. 847 0.153 0. 153E-02 0.086 14 0. 023 99. 870 0. 130 0. 130E-02 0.090 14 0. 023 99. 892 0. 108 0. 108E-02 0.094 21 0.034 99. 927 0.073 0. 734E-03 0.098 19 0.031 99. 958 0.042 0. 424E-03 0. 102 1 0. 002 99. 959 0.041 0. 408E-03 0.106 0 0. 000 99. 959 0.041 0.408E-03 0. 111 0 0.000 99. 959 0.041 0. 408E-03 0. 115 1 0. 002 99. 961 0. 039 0.391E-03 0. 119 3 0. 005 99. 966 0.034 0. 342E-03 0. 123 3 0.005 99. 971 0.029 0.294E-03 0. 127 2 0.003 99. 974 0. 026 0.261E-03 0. 131 2 0.003 99. 977 0. 023 0.228E-03 0. 136 3 0. 005 99. 982 0.018 0. 179E-03 0. 140 3 0.005 99. 987 0.013 0. 130E-03 0. 144 3 0.005 99. 992 0.008 0. 815E-04 0. 148 4 0.007 99. 998 0. 002 0. 163E-04 Flow Duration from Time Series File:dsout.tsf Cutoff Count Frequency CDF Exceedence Probability CFS0 o s% ° 0.002 27105 44 .203 44.203 55.797 0.558E+00 0. 007 7590 12 .378 56. 580 43. 420 0.434E+00 0.012 8765 14 .294 70. 874 29.126 0.291E+00 0. 017 6342 10.342 81. 217 18 .783 0. 188E+00 0.021 4899 7. 989 89.206 10.794 0. 108E+00 0.026 2548 4 . 155 93. 361 6. 639 0. 664E-01 0. 031 1770 2.886 96.248 3.752 0.375E-01 ©2011 D. R.STRONG Consulting Engineers Inc. 38 Brookefield North CSWPPP City of Renton,Washington 0.036 1051 1.714 97. 962 2.038 0.204E-01 0.040 567 0. 925 98. 886 1.114 0. 111E-01 0. 045 150 0.245 99. 131 0. 869 0. 869E-02 0.050 64 0. 104 99.235 0.765 0.765E-02 0.055 54 0.088 99.323 0. 677 0. 677E-02 0. 059 44 0. 072 99. 395 0. 605 0. 605E-02 0.064 71 0. 116 99. 511 0. 489 0. 489E-02 0.069 53 0. 086 99.597 0. 403 0. 403E-02 0.074 50 0.082 99. 679 0.321 0.321E-02 0.078 40 0. 065 99.744 0.256 0.256E-02 0.083 42 0.068 99.812 0. 188 0. 188E-02 0.088 11 0. 018 99. 830 0. 170 0. 170E-02 0. 093 8 0. 013 99. 843 0. 157 0. 157E-02 0.097 13 0. 021 99. 865 0. 135 0. 135E-02 0. 102 14 0. 023 99. 887 0. 113 0. 113E-02 0. 107 15 0.024 99. 912 0.088 0.881E-03 0. 112 16 0.026 99. 938 0.062 0. 620E-03 0. 116 8 0.013 99. 951 0.049 0. 489E-03 0. 121 3 0.005 99. 956 0.044 0. 440E-03 0. 126 0 0. 000 99. 956 0. 044 0. 440E-03 0. 131 4 0. 007 99. 962 0.038 0.375E-03 0. 135 1 0.002 99. 964 0.036 0.359E-03 0. 140 2 0.003 99. 967 0.033 0.326E-03 0. 145 3 0.005 99. 972 0.028 0.277E-03 0. 150 3 0.005 99. 977 0. 023 0.228E-03 0.154 3 0.005 99. 982 0.018 0. 179E-03 0. 159 2 0. 003 99. 985 0.015 0. 147E-03 0. 164 3 0. 005 99. 990 0.010 0. 978E-04 0. 169 5 0. 008 99. 998 0.002 0. 163E-04 Duration Comparison Anaylsis Base File: predev.tsf New File: dsout.tsf Cutoff Units: Discharge in CFS Fraction of Time Check of Tolerance Cutoff Base New %Change Probability Base New %Change 0.042 I 0. 10E-01 0. 10E-01 -3.5 I 0. 10E-01 0. 042 0.041 -1. 6 0. 052 I 0.70E-02 0.71E-02 1. 6 I 0.70E-02 0. 052 0.053 1. 4 0.063 I 0. 47E-02 0.51E-02 7. 6 I 0. 47E-02 0.063 0. 065 2 . 6 0.074 I 0. 31E-02 0.32E-02 3.7 I 0.31E-02 0. 074 0. 074 0. 8 0.084 I 0.20E-02 0. 19E-02 -8.8 I 0.20E-02 0. 084 0. 081 -3. 5 0.095 I 0.15E-02 0. 15E-02 -1.1 I 0. 15E-02 0. 095 0.094 -0. 3 0. 105 I 0. 10E-02 0. 96E-03 -6.3 I 0. 10E-02 0. 105 0. 104 -1.3 0. 116 I 0.78E-03 0. 51E-03 -35. 4 I 0.78E-03 0. 116 0. 109 -6. 0 0. 126 i 0.57E-03 0. 44E-03 -22. 9 I 0.57E-03 0. 126 0. 113 -10.7 0. 137 I 0.33E-03 0.33E-03 0.0 I 0.33E-03 0. 137 0. 140 2 .7 0. 147 I 0.20E-03 0.24E-03 25.0 I 0.20E-03 0. 147 0. 154 4.5 0. 158 I 0. 15E-03 0. 16E-03 11. 1 I 0. 15E-03 0. 158 0. 161 2. 1 0.169 I 0. 98E-04 0. 16E-04 -83.3 I 0. 98E-04 0. 169 0. 164 -2 .7 0. 179 I 0. 16E-04 0.00E+00 -100.0 I 0. 16E-04 0. 179 0. 170 -5.3 Maximum positive excursion = 0. 003 cfs ( 6. 1%) occurring at 0.057 cfs on the Base Data:predev.tsf ©2011 D. R.STRONG Consulting Engineers Inc. 39 Brookefield North CSWPPP City of Renton,Washington and at 0. 061 cfs on the New Data:dsout.tsf Maximum negative excursion = 0.015 cfs (-11 .3%) occurring at 0. 129 cfs on the Base Data:predev.tsf and at 0. 114 cfs on the New Data:dsout.tsf Duration Curve Paused-Duration Analysis KQIIS Iv!IO;d co roott.dur 0I ^—.,_, dsout.dur • 3rCcadur 0I R ua • ‘s\ O d _ N U o0o p.,� Of m O t c \N\ N i O t�y�2}t�,,,,� 3 i� r_ 00 2;. o ti O —v"l o j o I O 0 t i i i I , l l l l i l i I 1111111-2 I I 1 11111I t 1 11 1 1 1 1 I i 10.5 10.E 10 3 10 10 i 10°i Probability Exceedence ©2011 D.R.STRONG Consulting Engineers Inc. 40 Brookefield North CSWPPP City of Renton,Washington FLOW CONTROL PRIMARY OVERFLOW Using standard orifice equation to determine stand pipe diameter in control structure Ref. KCSWDM 2005 Figure 5.3.4.H Q1oo= 100-Year, 24-Hour Peak Storm calculated using KCRTS Q1oo= 0.797 cfs HMAx= Maximum available head in feet measured from crest of weir HMAx= 0.5 ft. D= Riser Diameter D= (Q100/(3.782*HMAx .5))05 D= 0.55 ft. (min. diameter) round up to nearest standard pipe diameter use D= 12 in. or 1 ft. Calculate actual height above the weir expected during the 100-year, 24-hour peak storm H= Actual head above weir achieved with Q100 H= (Q100/(9.739*D))^0.67 H= 0.19 ft. Water Quality Treatment The Project is located in the Basic Water Quality Treatment area. The treatment goal is 80% removal of total suspend solids for a typical rainfall year, assuming typical pollutant concentrations in urban runoff. A 72-inch stormfilter manhole will be used to accommodate this requirement. See detail, Figure 7. ©2011 D. R.STRONG Consulting Engineers Inc. 41 Brookefield North CSWPPP City of Renton,Washington APPENDIX "C" ENERGY DISSIPATOR CALCULATIONS ©2011 D. R.STRONG Consulting Engineers Inc. 45 Brookefield North Technical Information Report Renton,Washington The Federal D.O.T. guidelines for tumbling flow were used in designing the internal ring energy dissipator for this project. These guidelines were provided by Ken Gresset of the King County DNRP/WLRD/CIP - Surface Water Engineering Services (SWES) Unit. Pipe Diameter: 12" Design Q: 2.26 cfs n value: 0.009 Slope: 17.00% Length: 15.00' Qfull : 23.58 cfs Vfull : 30.03 fps And... Qd/QfulI= 2.26 / 21.22 = 0.107 Therefore... Vd/Vfull= 0.66 Per Figure VII-C-3 Furthermore... Vo = `V d/Vfull)* VfuII= 19.82 fps Step 1. Compute D116 0.009 = 0.009 11/6 Step 2. Select LD in the range of 0.5 to 1.5 D = 1.0 Step 3. Select yD in the range of 0.05 to 0.10 D, = 0.10 Step 4. Determine the flow regime from figure VII-C-6. Isolated roughness flow per figure. Step 5. Determine the rough pipe resistance. n, (nm)*n n. nIR =3.7 per figure VII-C-4 n, =3.7*0.009 = 0.0333 Step 6. Compute the crest to crest roughness ring diameter D1 = D-2h = (1+2h D; D; = 1 =0.83' 1.2 Step 7. Compute the full flow characterstics based on D and n: Q(full) = (0.46)*Dl s3 *So.s = 0.46 )*0.83 ,/0.21 =3.85cfs n,. o 0.0333 V(full) = (0.59)*D,z3 *So05 = ( 0.59 )*0.832A,/0.21 = 7.17fps nT 0.0333 Step 8. Determine outlet velocities QD =0.587 Qf14u Therefore... V/Vfull =1.03 per Figure VII-C-3 and V(outlet) = (y )*Vfulr full Therefore... V(outlet)= 7.39 fps Step 9. Evaluate acceptability 7.39 fps ok! Step 10. Determine size and spacing of roughness rings a. D. = 0.83' from Step 6 b. h = ( h )*D; = 0.10*0.83 =0.083' D; c. L = (L)*D; =1.0*0.83 = 0.83' D. d. h, = 2h = 0.17' Below is the 12" HDPE outfall pipe analysis used in the energy dissipater design: WPOffice Fite Manner Haestad Methods F1ouMastei• I version 3.43 Circular Channel: Manning's Equation Comment- Solve For �... . Diameter 1`` ft Uelocity fps Slope ft/ft Flow Area sf Manning's n.. .. x .00? Critical Slope ft/ft Discharge cfs Critical Depth ft Depth ft Percent Full. . Froude Number. Full Capacity. cfs QMAX P.94D. . . . cfs Enter the Roughness n <F1> Hell <F2> Print <F3> Calculator <P.Dn> Create Table <ESC> Exit R:1201110111059131Documents\AnalysislEnergyDisCalcs 11059.doc VII-C. ROUGHNESS ELEMENTS TO INCREASE CULVERT RESISTANCE NEAR THE OUTLET INCREASED RESISTANCE IN CIRCULAR CULVERT The methodology described in this section involves using roughness elements to increase resistance and induce velocity reductions. Increasing resistance may cause a culvert to . change from partial flow to full flow in the roughened zone. Velocity reduction is accomplished by increasing the wetted surfaces as well as by increasing drag and turbulence by the use of roughness elements. Tumbling flow, as described in VII-B, is the limiting design condition for roughness elements on steep slopes . Tumbling flow essentially delivers the outlet flow at critical velocity. If the requirement is for outlet velocities between critical and the normal culvert velocity, designing increased resistance into the barrel is a viable alternative. The most obvious situation for application of increased barrel resistance is a culvert flowing partially full with inlet control. The objective is to force full flow near the culvert outlet without creating additional headwater. Vol RPpROXlMgTEC Y FULL FLOW 11111111111 "F 0 -h L Xi ROUGF-FNEO SFCTI ON FIGURE VII-C-1. CONCEPTUAL SKETCH. OF ROUGHNESS ELEMENTS TO INCREASE RESISTANCE VII-C-1 Based on experience with large elements used to force tumbling flow, five rows of roughness elements with heights ranging from 5 to 10 percent of the culvert diameter are sufficient. Much of the literature relative to large roughness elements in circular pipes expresses resistance in terms of the friction factor, "f. " Although there is some merit in using the friction factor, all resistance equations are converted to Manning's "n" expressions for this manual. The Manning equation for a circular culvert flowing full is Q=AV=(irD2/4) (1.49/n) (D/4) 2/3Sf1 /2 2 =(0.46/n)D8l3Sfl VII-C-1 Assuming normal flow near the outlet and inlet control allows substitution of the bottom slope, So, for the friction slope, Sf. If the culvert flows less than full, it is usually expedient to compute full flow and to use a hydraulic elements graph, figure VII-C-3, to compute partial flow parameters. Designing roughness elements is basically a matter of manipulating equation VII-C-1 and figure VII-C-3 in conjunction with empirical graphs for determining "n" in roughened pipes. Wiggert and Erfle (VII-B-7) studied the effectiveness of roughness rings as energy dissipators in circular culverts. Although their study was primarily a tumbling flow study, they observed in many tests that they could get velocity reductions greater than 50 percent without reaching the roughness level necessary for tumbling flow. They did not derive resistance equations, but they did established approximate design limits. Best performance was observed when h/D was .06 to .09 . Doubling the height, h1, of the first ring was effective in triggering full flow in the roughened zone. Adequate performance was obtained with four rings but with double spacing between the first two. However, the same pipe length is involved if a constant spacing is maintained and five rings used, with the first double the height of the other four. The additional ring should help establish the assumed full flow condition. Subsequent experience reported by the American Concrete Pipe Association (VII-B-8) indicated a need to consider lower values of h/D, and to establish approximate resistance VII-C-2 • curves for evaluating a design in order to avoid installa- tions that will propagate full flow upstream to the culvert inlet. Morris' (VII-B-3) studied all pertinent rough pipe flow data available and concluded that there are three flow regimes and each has a different resistance relationship. The three regimes are quasi-smooth flow, hyperturbulent flow and isolated roughness flow. Quasi-smooth flow occurs only when there are depressions or when roughness elements are spaced very close (L/h=2) . Quasi-smooth flow is not important for this discussion. Hyperturbulent flow occurs when roughness elements are sufficiently close so each element is in the wake of the previous element and rough- surface vortices are the primary source of the overall friction drag. Isolated roughness flow occurs when roughness spacing is large and overall resistance is due to drag on the culvert surface plus form drag on the roughness elements. The three regimes are illustrated in figure VII-C-2. t 211 FLOW . • (a) Quasi-smooth Flow (b.) Hyperturbulent Flow (c.) Isolated Roughness Flow FIGURE VII-C-2. FLOW REGIMES IN ROUGH PIPES VII-C-3 Isolated-Roughness Flow The overall friction or resistance, fIR, is made up of two parts : fIR=f +fd where: fs = friction on the culvert surface fd = friction due to form drag on the roughness elements. The friction due to form drag is a function of the drag coefficient for the particular shape, the percentage of the wetted perimeter that is roughened, the roughness dimensions and spacings and the velocity impinging on the roughness elements. Morris related the velocity to surface drag and derived the following equation fIR= fs [1+67 . 2CD(Lr/P) (h/ri) (ri/L) ] . . . .VII-C-3 where: CD = drag coefficient for the roughness shape Lr/P = ratio of total peripheral length of rough- ness elements to total wetted perimeter ri = pipe radius based on the inside diameter of roughness rings measured from crest to crest. Throughout Morris ' work, he used measurements from crest to crest of a roughness element ring as the effective diameter, Di. Equation VII-C-3 can be converted to a Manning' s "n" expression as follows : f5184. 19 (n/D1 /s ) 2 fIR=184 . 19 (nIR/D) 2 nIR=n(Di/D) 1 /6 [1+67 . 2 CD(L /P) (h/L) ] . . .VII-C-4 where: nIR = overall Manning's "n1' for isolated roughness flow. n = Manning' s "n" for the culvert suface with- out roughness rings D = nominal diameter of the culvert Di = D - 2h = inside diameter of roughness rings For sharp edge rectangular roughness shapes , a constant value of 1.9 can be used for CD. Figure VII-C-4 is a graphical solution to Equation VII-C-4 for sharp edged rectangular roughness shapes and continuous rings. If gaps are left in the roughness rings, Lr/P is less than 1.0 and the equation rather than the figure must be VII-C-4 • used to compute the resistance. It is noteworthy that the overall resistance, niR, decreases as the relative spacing, L/Di, increases for this regime. Hyperturbulent Flow The friction in this regime is independent of friction on the culvert surface 1/�=2 log10 (ri/L) +1. 75+� VII-C-5 where: fHT = overall friction for hyperturbulent flow. 4) = function of Reynolds number, element shape, and relative spacing. By restricting application of equation VII-C-5 to sharp- edged roughness rings and to spacings greater than the pipe radius , ID can be neglected. Substituting: Di1 /6/nHT-/184 .19/fHT into ,Equation VII-C-5 and rearranging terms yields nHT=0.0736 D. 1 /6/ (1.75-2 log10L/ri) . . .VII-C-6 The effect of the roughness height, h, is included inherently in Di. From figure VII-C-5, it can be seen that nHT increases as the spacing increases for this regime. Regime Boundaries Since resistance increases when the spacing increases for the hyperturbulent regime and when the spacing decreases for the isolated roughness regime, the boundary between the regimes occurs when the resistance equations are the same. The boundary is determined by equating -IR in equation VII-C-3 to fHT in equation VII-C-5 . All the boundary curves in figure VII-C-6 are based on sharp-edged rectangular roughness elements (CD=1.90) and on full roughness rings (Lr/P=1.0) . Smaller values of Lr/P increase the isolated rough- / ness flow zone; so if isolated roughness flow occurs for Lr/P=1.0, it will occur for any value of Lr/P less than 1.0. r VII-C-5 Design Procedure 1. Compute n/D1 /6 , where "n" is Mannings coefficient for smooth culvert and "D" is the diameter. 2. Select L/Di in the range 0.5 to 1. 5. (1.0 is suggested as a starting point) 3. Select h/Di in the range 0 .05 to 0.10. Use sharp edged roughness rings. 4 . Determine the flow regime from figure VII-C-6 . The flow regime will be "isolated roughness" (I.R. ) if the point defined by the L/Di and h/Di ratios is above the n/D1 /6 value. If the point is below, the flow is hyperturbulent" (H.T. ) . Isolated roughness flow is the most common for large culverts. 5. Determine the rough pipe resistance • (nr=nIR or nHT) (a) For isolated roughness flow obtain (nipjn) from figure VII-C-4 or from Equation VII-C-4 nr=(nIR/n)n note: If gaps are to be left in the roughness rings so that Lr/P is much less than 1.0 , Equation VII-C-4 must be used since figure VII-C-4 is based on Lr/P=1. 0 (b) For hyperturbulent flow obtain nr=nHT from figure VII-C-5 directly or from Equation VII-C-6 6 . Compute the crest to crest roughness ring diameter, Di=D-2h=D/(1+2h/Di) 7 . Compute full flow characteristics based on D and n: Q (FULL)=(0. 46/nr)DiB '3Sol /2 and V(FULL)=(0.59/nr)Di2/3So1 /2 8. Determine outlet velocities: (a) If Q (FULL)=Design Q, V(OUTLET) =V(FULL) (b) If Q (FULL) is less than Design Q, the culvert is likely to flow full and result in increased head- water requirements. In this case, a complete VII-C-6 hydraulic analysis of the culvert is necessary to compute the outlet velocity which will be greater than V(FULL) from Step 7. To avoid this situation, use an oversize diameter, Di, for the roughened section of the culvert and repeat steps 1 through 7 above. (c) If Q(FULL) is greater than Design Q, use figure � t �7I1 2 to compute the velocity. Enter the Vtk ' figure with Q/Q (FULL) = Q (DESIGN)/Q (FULL) read V/V(FULL) and compute V(OUTLET) = (V/V(FULL) ) V (FULL) 9. Evaluate acceptability of outlet velocity and repeat design steps if necessary. Acceptable outlet velocity is a site determination that must be made by the designer. It is antici- pated that one use of roughness rings may be to com- plement riprap protection. If the outlet velocity is not acceptable, the recommended order of considerations is : (a) If Q(FULL) is less than Design Q, increase h/Di to approach full flow. A solution can usually be attained with one iteration by approximating the resistance from n =0.59Di2/3So1 /2/(V(DESIRED)/1 .15) ) and using an estimated value of Di slightly greater than expected. With nr known, selecting a corresponding h/Di from figure VII-C-4 or figure VII-C-5 is relatively straightforward. (b) If V(FULL) is still too high, increase Di for the roughened section to make possible higher values of h/Di and correspondingly higher values of nr; i.e. , use an oversized culvert with diameter, Di, in the rough section and repeat steps 1 through 8 above. (c) Use a tumbling flow design as described in section VII-B. VII-C-7 (d) Use another type of dissipator either in lieu of or in addition to the roughness rings. 10 . Determine the size and spacing of the roughness rings . (a) Di=D/ (1+2 (h/Di) ) (b) h= (h/Di) Di (c) L= (L/Di) Di (d) hl=2h (height of first roughness ring; see figure VII-C-1) (e) D=Di+2h (for oversized sections of rough culverts) • (f) Use five roughness rings including the oversized first ring. If an oversized diameter is used provide an approach length of one diameter before the first ring. Example Problem: Given: Culvert flowing under inlet control Diameter = 48 inches Design Q = 100 cfs n = 0.012 Slope = 4% Length = 200' Also, Q (FULL) = 314 cfs V(FULL) = 25 fps Q(DESIGN)/Q (FULL) = 100/314 = 0.32 V(DESIGN)/V(FULL) = 0 . 88 (from figure VII-C-2) Vo= 22 fps yo= 1.5 feet Find the size and spacing of roughness element and the diameter of an enlarged end section (if required) to reduce the outlet velocity to 15 fps. Solution 1. Compute n/D1 /6 n/D1/6 =.012/4 .1667=0 .0095 2. Select L/Di=1. 5 VII-C-8 3. Try h/Di=0 . 05 4 . From figure VII-C-6 , the regime is isolated roughness flow. (n/D1/6 is less than the point defined by the h/Di and L/Di ratios) 5 . Determine rough pipe resistance from figure VII-C-4 nr/n=2 . 3 nr (2. 3) 0 . 012=0. 0275 6. Determine Di: Di=D/(1+2h/Di) =4/1 (1+0. 10) =3. 6 ' 7 . Full flow computations for the rough pipe: Q(FULL) = (0 . 46/.0275) (3.6) 813 /177=89 . 8 cfs V(FULL) =8 . 83 fps 8 . Compare full flow with design flow Q(DESIGN) /Q (FULL) =100/102=0 .98 V/V(FULL)=1. 14 from figure VII-C-3 V(OUTLET) = (1 .14) 8 . 83=10 . 1 FPS<15 which meets design conditons 9 . The roughness size could be reduced slightly since velocities up to 15 fps can be tolerated. From figure VII-C-3 it can be seen that max(V/V(FULL) ) =1. 15 ; The resistance, n, could be estimated such that V = 15 ft./sec and V(FULL) = 15/1 . 15 : i.e. nr=0 . 59Di2 /3So1 /2/ (15/1 . 15) Using Di=3. 8 , nr=.022; so h/Di=0 . 025 would be satisfactory. The inherent assumption in the design procedure may. not be valid for h/Di less than 0 .05; use h/Di=0 .05 • rather than reduce h. A gap should be left at the bottom for dry weather drainage. From figure VII-C-3, the roughened culvert will flow 80 percent full at the design discharge so it is reasonable to also leave a gap in the top of each ring as an additional safeguard against propagating full flow upstream to the inlet. VII-C-9 10. Roughness sizes and spacing: Di=D/ (1+2h/Di)=4/1. 1=3.64 ' h=(h/Di) Di=( .05) 3.64=.18' use 2" L= (L/Di) Di=(1.5) 3.64=5.5' use 5 '-6" h1=2h=4" Use five roughness rings '°004 F-,i, r-8 Q A J I 0.80,-7 I N- Ch.Z.. A Tr.+.. 5Rpyys•�ACED@I•_g SECTION AA t a•_g.. SKETCH OF DESIGN EXAMPLE FOR INCREASED RESISTANCE IN CIRCULAR CULVERTS VII-C-10 1.5 , - • 1.4 - - - FROUDEP/FROUDE 1.3 ` FULL 1.2 1 1.1 , w `o , K 1.0 VP/VFULL U- a U1• 0.9 - n O cc , j 0.8 QP/-FULL > 0.7 -r AP/A FVLL J J Q 0.6 r 1 c O i 0.5 NOTE: VELOCITY,DISCHARGE AND D FROUDE CURVES ARE BASED ON THE Q ., MANNING EQUATION.IT IS ASSUMED -- 0.4 - THAT MANNING'S"n"IS THE SAME FOR — Q PARTIAL FLOW AS FOR FULL FLOW. 0.3 - 1 . 0.2 -P/-FULL 0.1 . • 0 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 / Y/D FIGURE VII -C - 3 HYDRAULIC ELEMENTS DIAGRAM FOR CIRCULAR CULVERTS FLOWING PART FULL VII—C—ll 10 I I f 1 II _ NOTES: n= MANNING'S"n"FOR 1 HE CULVERT : ' ' .• SURFACE W/OUT ROUGHNESS RINGS D,= INTERNAL DIAMETER OF ROUGHNESS 7 6. �bli Illillibb. 6/0, RING S °G, S nIR= OVERALL MANNING'S"n" FOR O THE ROUGH PIPE APPLIED TO 5 TO THE FLOW CORRIDOR WITH DIAMETER, D. SUGGESTED DESIGN RANGE FOR ENERGY 4 DISSIPATOR RINGS: 0.05` h/p;`- 0.10 i 0, .....„„iiiii..._ n IR 3. r. n _ c H H III I H 2 •0, III�III� N 1.5 . -.` 1 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 2. 3. 4. 5. 6. 7. 8. 9. 10 L DI Figure VII-C-4 RELATIVE RESISTANCE CURVES FOR ISOLATED ROUGHNESS FLOW 1.0 .8 0i = 10' .6 / —4- 5' MANNING'S r►HT //-4-• 2' .4 err W / U .2 0 .5 1.0 L5 2.0 2.5 3.0 RELATIVE SPACING, L/pi Figure VII-C-5 RESISTANCE CURVES FOR HYPERTURBULENT FLOW 2. , I ISOLATED ROUGHNESS FLOW n�R = n(E_ ))1/6 I1 + 67.2 CD .19Y'D `\ P L J (Values from Figure VII-C-4) ,.,,....,,..r./1--... ; 0.9 0.8 0.7 °c) .A0 0.6 X16'0• // 'MO 0.5 , c 0,0 . 9 0• H L 0.4 000 .... .. - ,00 NOTES: (1) Co - 1.9 6 0.3 HYPERTURBULENT FLOW �/ nHr =.0736 D11/6/(1.148-2 Log10 LID,). / (Values from Figure VII-C-5) 0.1 .01 .02 .03 .04 .05 .06 .07 .08 .09 .1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 h/Di Figure VII-C-6 FLOW REGIME BOUNDARY CURVES 1 TUMBLING FLOW IN CIRCULAR CULVERTS Tumbling flow in circular culverts can be attained by inserting circular rings inside the barrel, figure VII-B-4. Geometrical considerations are more complex, but the phenomenon of tumbling flow is the same as for box culverts. In the previous section on tumbling flow in box culverts, only bottom roughness elements were considered, whereas in circular culverts the elements are complete rings. The culvert will be treated as an open channel which greatly simplifies the discussion. The diameter rather than the vertical height is varied to obtain vertical clearance for free surface flow. Design procedures have been described by wiggert and Erfle. (VII-B-7, 8) Their experiments for tumbling flow in circular culverts were run with a 6-inch plexiglass model and an 18-inch concrete prototype culvert. Slopes ranged from 0 to 25 percent, h/D1 ranged from 0 .06 to .15 and L/D1 ranged from 0. 3 to 3.0 (L/h from 5 to 20) . The experimental variables are illustrated in figure VII-B-4 . D1 Di=D1- 2h h FIGURE VII-B-4 . DEFINITION SKETCH FOR TUMBLING IN FLOW IN CIRCULAR CULVERTS The variables that determine whether or not tumbling flow will occur are roughness height, h, spacing, L, slope, So, discharge, Q, and the diameter, Dl. A functional relationship for the roughness height can be described, h=f (L,S, Q,D1, g) VII-B-9 Establishing dimensionless groupings yields h/D1=f (L/D1, S,Q/ (g D15) 1 /2 VII-B-10 VII-B-7 Practical design limits can be assigned to h/Di and L/Di . to further simplify the functional relationship. Based • on qualitative laboratory observations , tumbling flow is easiest to maintain when L/D1 is between 1. 5 and 2.5 and when h/D1 is between 0 . 10 and 0 . 15 . Assigning these limits for circular culverts is analogous to assigning values for L/h in the design procedure for box culverts. The functional relationship in Equation VII-B-10 can be rewritten Constant = f (S, Q/g D15) 1 /2 or Q/ (g D15) 1 /2=f (S) VII-B-11 Theoretically f (S) in Equation VII-B-11 could be any function involving the slope term. Empirically f (S) was found to be approximately a constant. The slight observed dependence of f (S) on slope is considered to be much less significant than the inaccuracies associated with measuring flow characteristics over the large roughness elements . Based on model and prototype data, f (S) can be defined by 0. 21<f (S) <0, 32, if the slope is between 4 percent and 25 percent. For slopes less than 4 percent, the culvert should be designed for full flow rather than tumbling flow. See section VII-B "Roughness Elements for Increased Flow Resistance . " Equation VII-B-11 can be rewritten to yield 0 . 21<Q/ (g D15) 1 /2<0. 32 VII-B-12 and 1. 6 (Q2/g) 1 /5<Dl<1. 9 (Q2/g) 1 /5 Equation VII-B-12 is the basic design equation for tumbling flow in steep circular culverts. If the diameter of the roughened section of the culvert is sized according to this equation, tumbling flow will occur and the outlet velo ity will be -••roximatel cr' ' . v-logit . Equation I-B-12 is imited to the following conditions: L/D1=2 .0 (tolerance±25%) h/D1=0.125 (Tolerance=±20%) , and slope greater than 4% and less than 25% VII-B-8 Since tumbling flow is an open channel phenomenon, gravity forces prevail and the Froude number, V/ (gy) 1 /2, should be used as the basis for design (or interpretation of model results. ) Watts (VII-B-9) established, by reference to several publications, that h/y is an important scaling parameter for roughness elements in open channel flow. In both of these dimensionless terms, y is a characteristic flow depth. The validity of using D in lieu of a characteristic flow depth in Q/ (gD15) 1 /2 must be carefully examined for culverts flowing less than full. The characteristic depth for tumbling flow, however, is critical depth which is uniquely defined by Q and D1; so D1 can be substituted for y in this special case of partially full culverts. Furthermore, the higher coefficient in Equation VII-B-l2 resulted from the 6" model data rather than from the 18" prototype. Differences in model and prototype data were attributed to experimental difficulties with the prototype; nevertheless , if there are scaling errors, they appear to be on the conservative side. A major concern is that silt may accumulate in front of the roughness elements and render them ineffective. This is perhaps unwarranted as the element enhances sediment transport capacity and tend to be self-cleansing. In their original list of possible applications, Peterson and Mohanty (VII-B-1) noted that by "using roughness elements to induce greater turbulence, the sediment-carrying capacity of a channel may be increased. " Water trapped between elements may cause difficulties during dry periods due to freezing and thawing and insect breeding. Narrow slots (less than 0 .5h in the roughness rings can be used to allow complete drainage without changing the design criteria. Five roughness rings at the outlet end of the culvert are s`ufTicient to establish tumbling flow. The diameter computed from equation VII-B-12 is for the roughened section only, and will not necessarily be the same as the rest of the culvert. The American Concrete Pipe Association (VII-B-7) introduced the telescoping concept in which the main section of the culvert is governed by the usual design parameters (presumably inlet control) and the roughened section is designed by Equation VII-B-12. They suggest telescoping the larger diameter pipe over the smaller "for at least the length of a normal joint and using normal sealing materials in the annular space. VII-B-9 ti Velocity Prediction at the Culvert Outlet The outlet velocity for tumbling flow is approximately critical velocity. It can be computed by determining the critical depth, dc, for the inside diameter of the roughness rings. Critical flow for an open channel of any shape will occur when Q2T/gAc3=1 VII-B-13 Referring to figure VII-B-5, the following additional relation- ships can be written: For yc>r: yl=yc-r - r a=2 Arc cos (yl/r) Ac=irr2 (1-a/360) +yl (r2-y1 2) 1 /2 T =2 (r2_Yl 2) 1 2 411111111111614 For yc<r: Y, A yl=r-yc a=same Y I ff Ac=nr2a/360-y� (r2-yl2) 1 /2 ` r =oil T=2 (r2-yl 2) 1 / FIGURE VII-B-5 . DEFINITION SKETCH FOR CRITICAL FLOW IN CIRCULAR PIPES Figure III-4 can be used to determine critical depth using D. Table III-2 can be used to determine the critical area, Ac. Outlet velocity can be computed from Vc=Q/Ac Design Procedure: 1. Check culvert control. If inlet control governs tumbling flow may be a good choice for dissipating energy. VII-B-10 2 . Determine the Diameter, D1 , of the roughened section of pipe to sustain tumbling flow. Use Equation VII-B-12 , 1.6 (Q2/g) 1 /5<D1< 1.9 (Q2/g) 1/5 3 . Compute h and Lfrom: h/D1=0.125±25% L/D1=2.0±20% 4. Compute the internal diameter of the roughness rings Di=D1-2h 5. Determine the critical depth, yc, from figure 1I1-4, using the design discharge for Q and D1 for diameter. 6. Compute yc/Di 7 . Determine Ac from table III-2 use y0/Di for d/D and read A/D2 which equals Ac/Di2 Ac=(Ac/Di2)Di2 8 . Compute the outlet velocity Vo=Vc=Q/Ac Example Problem: Given: 48 inch diameter culvert, 200 feet long, n=0.012, 6% slope Q-design=80 c. f. s. V0=24 ft/sec The culvert is governed by inlet control. Req' d: Determine size and spacing of roughness elements for tumbling flow. Solution: 1. Inlet control governs. 2. Equation VII-B-12 1. 6 (Q2/g) 1 /5<D1<1.9 (Q2/g) 1/5 4 .6 ' <D1<5.5 ' Use D1=5 ' 3. Compute h and L h/D1=0 .125±25% h=0 . 125 (5)=0 .625 ' .47<h< .79 Use h=.58 ft. or 7 inches VII-B-11 L/D1=2+20% L=2 .0 (5)=10 ' 8<L<12 Use L=10 4. Compute D• Di=D1-2h=5-1. 2=3. 8 ' 5. Determine yc from figure III-4 1'c=2. 81 • 6. Compute y /Di yc/Di=0 .7337=d/D for table 111-2 7. Determine A from table III-2 A/D2=Ac/Di2= 623 Ac=,623 (3. 8) 2=9.07 ft. 2 8. Compute the outlet velocity Vc=Q/Ac=80/9 .07=8. 8 ft/sec This is a reduction from V=24 fps in the original culvert of: 100 (24-8. 8)/24=63% •••••••••)•,,, •• )•, .. �;. .� .•.� rr11���.•• e7: 7:• • 0: iJ ,�� 0 •• O:�oma.p'. 0�/�'y.•:(�.0::�. • •' � • • •l�op.•.•d .ocp:o:;O;o• •,Q.;e,� :'{};pv;..�o•/.�..•°0 .ui. ••'••'••��-=oO�i.Q.� o.-.•a .::.•..• �GtO;c: :i:n•�'0�.<<'�`,�y�t-•q,,e, •,•Q. D = 48�� :777777ftwirem+2241 V= 8.8 Ft/Sec �" C1Q'•�..o Q_ �� y y So = 6% S warm. .000 •••oov•O 45 4 t L= 200 • FIGURE VII-B-6 . SKETCHED SOLUTION FOR THE TUMBLING FLOW DESIGN EXAMPLE FOR CIRCULAR CULVERTS VII-B-12 VII-B-1. Peterson, D. F. & P. K. Mohanty, FLUME STUDIES OF FLOW IN STEEP ROUGH CHANNELS, ASCE Hydraulics Journal, HY-9, Nov. 1960 . VII-B-2. Morris , H. M. , HYDRAULICS OF ENERGY DISSIPATION IN STEEP ROUGH CHANNELS, Virginia Polytechnical Institute Bulletin 19, VPI & SU, Blacksburg, VA. , Nov. 1968. VII-B-3. Morris , H. M. , DESIGN OF ROUGHNESS ELEMENTS FOR ENERGY DISSIPATION IN HIGHWAY DRAINAGE CHUTES, H.R.R. #261, pp. 25-37, TRB, Washington, D.C. , 1969. VII-B-4 . Mohanty, P. K. , THE DYNAMICS OF TURBULENT FLOW IN STEEP ROUGH, OPEN CHANNELS, Ph.D. Dissertation, Utah State University, Logan, Utah, 1959 . VII-B-5. Morris , Bulletin 19, pp. 50, 54 & 56 . VII-B-6 . Jones. J. S . , FHWA IN-HOUSE RESEARCH VII-B-7. Wiggert, J. M. and P. D. Erfle, ROUGHNESS ELEMENTS AS ENERGY DISSIPATORS OF FREE SURFACE FLOW IN CIRCULAR PIPES, HPR #373 , pp. 64-73 , TRB, Washington, D.C. , 1971. VII-B-B . CULVERT VELOCITY REDUCTION BY INTERNAL ENERGY DISSIPATORS, Concrete Pipe News, pp. 87-94, American Concrete Pipe Association, Arlington, VA, Oct. 1972 . VII-B-9. Watts, F. J. , HYDRAULICS OF RIGID BOUNDARY BASINS, p. 157, Ph.D. Dissertation, Colorado State Univer- sity, Fort Collins, Colorado, August 1968. VII-B-13