The URL can be used to link to this page

Home My WebLink About03556 - Technical Information Report - Drainage /) z�_�� ,� � �-._ Alta � �� I � ��1�, ✓ �_� St. Thomas Orthodox Church 11651 SE 188th St. PARCEL NO. 6198400020 DRAINAGE REPORT Submitted to: City of Renton Development Services 1055 South Grady Way Renton, WA 98057 Submitted by: Alta Cascade, Inc. 310 North Meridian, Suite 200 �:t� t_`,f ��'��`�: Puyallup, WA 98371 ,,�;�'� , "°.C� �_�i ,.;�,r_: January 25, 2010 i� -, n,;�n�r �,�, -,�';�,�`,+;,,,, ,,,1 ��;,, , I hereby state that these Drainage Calculations have been prepared by me or under my supervision and meet Q`TT �'�q the standard of care and expertise which is usual and ��F WAS�f customary in the community for professional engineers. I �• �� c'' understand that the City of Renton does not and will not — assume liability or the sufficiency, suitability, or performance of drainage facilities prepared by me. fi '�� 40 7 D � E E NAL E St. Thomas Orthodox Church �� ^ '�a ��r �,�,Jr �'� DRAINAGE REPORT ,�lrs,�.-`1'11 J�i� J l � TABLE OF CONTENTS Section Paae 1.0 Project Overview.........................................................................................................1 2.0 Preliminary Conditions Summary.................................................................................3 3.0 Off-site Analysis...........................................................................................................5 4.0 Retention/Detention Analysis and Design....................................................................5 5.0 Conveyance Systems Analysis and Design.........:.......................................................7 6.0 Special Reports and Studies........................................................................................7 7.0 Basin and Community Planning Areas.........................................................................7 8.0 Other Permits..................................................... .............7 ............................................ 9.0 Temporary Erosion and Sedimentation Control Analysis and Design ..........................7 10.0 Bond Quantities Worksheet, Facility Summary, and Declaration of Covenant.............9 11.0 Maintenance and Operations Manual..........................................................................9 Appendix A General Exhibits Soil Information............................................................................ A-1 City of Renton Aquifer Protection Map......:........................................ A-2 Downstream Analysis..................................................................... A-3 Appendix B Drainage Design ! Pre-developed Sub-basin Map......................................................... B-1 Developed Sub�asin Map...............................................................B-2 Pre-developed HydroCAD Summary.................................................. B-3 Developed HydroCAD Summary...................................................... B-4 Bio-swale HydroCAD Summary........................................................ B-5 Bio-swale Calculations.................................................................... B-6 Capacity and Conveyance Calculations............................................. B-7 Storm Drainage Plans.....................................................................B-8 Appendix C TIR Documents Bond Quantities Worksheet................................................................G1 Appendix D Erosion and Sediment Control Erosion and Sediment Control Plan..................................................... a1 Appendix E Operations and Maintenance Manual Operations and Maintenance Manual.................................................. E-1 St. Thomas Orthodox Church iJ�- �ra �'��,!�rl �, DRAINAGE REPORT � '�f-f� _� 1.0 Project Overview This report accompanies the Drainage Control Plan for the proposed Conditional Use Permit project for the St. Thomas Orthodox Church remodel at 11651 SE 188th St. The property is located at the southwest intersection of SE 188th St. and 118`h Ave. SE as shown in Figure 1 below. Sc 182.YD S7 vi SE 1 B2ND S' �' � ti ro SE 784TN ST � . . _ BOULEY/JRD � L4N£PARK" Q - . . SE 186TH S7 � � � SE f 867H PL N ' "' " �W�" \ W .� .� SE 1877l-1 PL � . . j SE 188TH 57 �.`. e . _ ? �o✓£cr � ` • s£ rearN ac o �F � A � �F l.9 .$T (+1 T 80ULEUf�RD LAN£PARK SE 192ND ST W y � � � O ' " ly 0. � i Q � � � M K � ti � � ti � � r�- � � � � � r N O \ SE 1967H ST � �> �r---_� �__� Figure 1 —Site Location Currently the site generally slopes at approximately 1.5%from the southwest to the northeast. The property is bordered on the north by SE 188`h St. and by 118thAve. SE on the east. An existing drainage ditch adjacent to each of these roads conveys storm water runoff from both the project site and roadway. The ditch prevents runoff from entering the site from the north or east. The property is bordered on the west and south by neighboring residential properties. The land surFace along the property lines is generally flat prohibiting off-site drainage from entering the project site. The soils on the site have been identified as Alderwood gravelly sandy loam (Ag6) according to the National Cooperative Soil Survey. The 1990 King County Surface Water Design Manual classifies Alderwood soils as Hydrologic Soil Group C. The soil map can be seen in Appendix A-1. 1 St. Thomas Orthodox Church ,�ijf'\-,�ra �'��r'� DR.4lNAGE REPORT � The 1.11 acre (48, 853 ft2) project site consists of a singie family residence, an abandoned house, and an existing mechanical shed. The site also includes an asphalt driveway, two gravel driveways, and a private gravel road. The site also contains several concrete surface areas and large gravel surface areas throughout the site. The pr�developed areas are detailed in Table 1 on the following page. Stormwater runoff from the pre-developed site flows into the ditch adjacent to the east and north property boundaries. A portion of the runoff is collected by an existing private ditch and conveyed east to the ditch on the west side of 118`h Ave. SE. The ditch flows north along 118`h Ave. SE to the intersection of SE 188'h St. and 118th Ave. SE. The storm water then flows west along SE 188'h St. through a series of ditches and culverts along the front of the north property boundary. Runoff from the north portion of the site flows into these ditches. The drainage then flows north through a culvert below SE 188th St. to the downstream drainage facilities. The pre-developed sub-basin map can be seen in Appendix B-1. Table 1 —Pre-Develo ed Areas Surface Curve Type Number Description Area (ftZ) Totals Home 1,815 Abandoned 610 Home Roof 98 Mechanical 4,476 Shed 1,486 Storage 565 Shed Asphalt 98 Driveway 419 419 Around 1,382 Impervious Home Concrete 98 Around Z�291 Mechanical 909 Shed Home 1,736 Driveway 118th Ave 3,459 Gravel 89 SE 12,675 Around ' Mechanical 7,480 Shed Site 992 28,990 Pervious Lawn 74 Landscaping 28' Tota! 48,851 2 I St. Thomas Orthodox Church �ij��-,�t-a �'��'� DR,4INAGE REPORT � The project proposes to remodel and expand the existing mechanical shed to serve as a Church. Two existing driveways will be abandoned and replaced with an asphalt driveway, access, and parking area. The developed project area details can be seen in Table 2 on the following page. The newly paved access and parking areas will be sloped such that stormwater runoff flows northeast. The existing private drainage ditch will be replaced with a new bio-filtration swale, north of the paved turn-around location. This new swale will collect runoff from the southern half of the project site and convey it to the existing ditch to the east as before. A second bio-filtration swale will be constructed along the north property boundary to collect runoff from the north half of the project site. The runoff will then be conveyed to the ditch adjacent to SE . 188ih St. The developed sub-basin map can be seen in Appendix B-2. Table 2— Develo ed Areas Surface Curve Type Number Description Area (ftZ) Totals Home 1,815 Roof 98 5,735 � Church 3,920 Access and 361 Asphalt 98 parking 18,361 18, Around 1,250 Home Impervious Concrete 98 1,950 Around 700 Church 118th Ave 3,459 ' SE G ra�e I 89 3,864 , Around 405 Church Pervious Lawn 74 Landscaping 28'99Z 18,941 I� Total 48,853 II 2.0 Preliminary Conditions Summary The City of Renton Municipal Code section 46-030 requires that permit applications include a drainage plan per the Core and Special Requirements of the 1990 King County Surface Water Design Manual (SWDM). The Code also includes special requirements for Aquifer Recharge and Protection Areas. The proposed project site is not located on an Aquifer Protection Area as defined by the City of Renton Aquifer Protection Zones map (see Appendix A-2). The special requirements from the Renton Municipal Code do not apply to this project. The seven Core Requirements from the 1990 SWDM are: 3 Sf. Thomas Orthodox Church � ti� ��a �'��J(�� -I� DRAINAGE REPORT '�1�� _� • Core Requirement#1: Discharge at Natural Location • Core Requirement#2: Off-site Analysis • Cone Requirement#3: Runoff Control • Core Requirement#4: Conveyance System • Core Requirement#5: Temporary Erosion and Sediment Control • Core Requirement#6: Maintenance and Operations • Core Requirement#7: Bonds and Liability None of the twelve Special Requirements in the 1990 SWDM are applicable to this project. The Core Requirements have been addressed with this drainage plan as follows. Core Requirement#1: Discharge at Natural Location Stormwater runoff from the project site currently flows into drainage ditch along the east and north edges of the property. The proposed drainage plan will discharge runoff to the same ditch at roughly the same locations. Drainage from the southem half of the project site will continue to be discharged to the east ditch while drainage from the northern half of the property will be conveyed to the north ditch. The natural discharge locations will be maintained by the proposed stormwater management plan. Core Requirement#2: Offsite Analysis A Level 1 Downstream Analysis was completed by Thomas Mudayankavil on August 20, 2008. The analysis was prepared in accordance with Core Requirement#2 of the 2005 King County Surface Water Design Manual. The analysis did not find any evidence of existing or potential problems related to the existing or proposed site. A copy of the Downstream Analysis has been included for reference in Appendix C. Core Requirement#3: Runoff Control Section 1.2.3 of the 1990 SWDM includes exemptions from runoff control if the proposed project will I produce a negligible peak runoff rate increase. I "The proposed project site pos�-developed peak runoff rate for the 100 year, 24 hour duration I design storm event is calculated for each discharge locafion to be less than 0.5 cfs more than i fhe peak runoffrate for the existing site conditions" ' The existing site conditions generate a 100-year 24hour peak flow of approximately 0.48 cfs. The proposed project will provide a 100-year, 24-hour peak flowrate of approximately 0.76 cfs. The increased peak flowrate of 0.28 will not exceed the threshold and therefore, this project is exempt from runoff control. Core Requirement#4: Conveyance System The proposed project will include two new bio-filtration swales to convey runoff to the existing ditch. Drainage channels are required to convey the peak runoff from the 25-year design storm with a minimum freeboard of 0.5 feet. The ditches are also required to convey the 100-year, 24hour peak 4 St. Thomas Orthodox Church f1��1�ta �'��,�� r��, DRAlNAGE REPORT � flowrate without overtopping. The proposed swales have been designed to provide enough capacity to meet these requirements. The proposed swales will connect to the adjacent drainage ditches via an 8 inch PVC pipe. These pipes will also provide enough capacity to convey the 100-year peak flowrate. The swale and pipe calculaions can be seen in Appendix B-5 and B� respectively. Core Requirement#5: Temporary Erosion and Sediment Control Erosion and sediment control requirements will be met for this project as detailed below in Section 8. The plan includes the delineation of clearing limits via flagging. The plan also includes instruction regarding proper cover measures for the protection of disturbed areas. Perimeter protection will be maintained via silt fencing installed around the perimeter of the site. A stabilized construction entrance will be provided to prevent the transport of sediment to offsite roadway surfaces. The Erosion and Sediment Control Plan has been included as part ofthe construction plans on sheet C-2. The plans can be seen in Appendix D. Core Requirement#6: Maintenance and Operations The proposed bio-swales will be maintained privately by the property owner. An Operations and Maintenance Manual has been provided in Appendix E. Core Requirement#7: Financial Guarantees and Liability Section 4-6-030J requires that surety and cash bonds are required when retention or detention facilities are constructed. This project does not propose to construct a detention or retention facility. 3.0 Off�ite Analysis A Level 1 Downstream Analysis was completed by Thomas Mudayankavil on August 20, 2008. The analysis was prepared in accordance with Core Requirement#2 of the 2005 King County Surface Water Design Manual. The analysis did not find any evidence of existing or potential problems related to the �cisting or proposed site. A copy of the Downstream Analysis has been included for reference in Appendix C. 4.0 RetentionlDetention Analysis and Design The peak flowrates for the pre�leveloped and proposed project were estimated using HydroCAD 9.00 software using the following assumptions: Runoff Method: Santa Barbara Urban Hydrograph Method Storm Type: IA 24 hr 2-yr 24hr Rainfall: 2.0 in 25-yr 24-hr Rainfall: 3.4 in 100-yr 24-hr Rainfall: 3.9 in Hydrologic Soil Group: C Pre-Developed 5 Sf. Thomas Orthodox Church i�.��_1y1ta �'�� r'�' DR,4INAGE REPORT �� __� The peak flowrates for the pre�leveloped site were calculated using the areas and curve numbers as listed in Table 1 on page 2 above. The time of concentration for the longest flowpath included a sheet flowsegment across the grass followed by three channel flow segm ents through the existing ditch/culvert,ditch series. The total time of concentration was calculated to be 13.7 minutes. The areas and flowpath can be seen on the P re-developed �b-basin Map included in Appendix B-1. The peak flowrates for the pre{ieveloped site are: 2-yr: 0.10 cfs 25-yr: 0.37 cfs 100-yr: 0.48 cfs The predeveloped HydroCAD summary report can be seen in Appendix B-3. Developed The peak flowrates for the developed site were calculated using the areas and curve numbers as ', listed in Table 2 on page 3 above. The time of concentration for the longest flowpath included a sheet flow segment across the new asphalt pavement, a channel flow segment through the proposed swale, and pipe flow to the existing ditch along SE 188�h St. The time of concentration was calculated to be 3.6 minutes. The areas and flowpath can be seen on the Developed Sub-basin Map included in Appendix B-2. The peak flowrates for the developed site are: 2-yr: 0.25 cfs 25-yr: 0.62 cfs 100-yr: 0.76 cfs The predeveloped HydroCAD summary report can be seen in Appendix B-3. Water Quality Water quality treatment for the stormwater runoff from the new asphalt paved access and parking lot will be provided by two bio-swales on the site. Each bio-filtration swale will collect roughly half of the runoff from the new asphalt surface. The bio-swales were designed in accordance with the Section 4.6.4 of the 1990 SWDM using the following assumptions: South Swale Contributing Area: 10,55 ftZ Time of Concentration: 2.8 min 2-yr: 0.11 cfs 25-yr: 0.20 cfs 100-yr: 0.23 cfs Slope: 0.5% Width: 3.8 ft 6 St. Thomas Orthodox Church i�-`.�- 1y1ta ��,�� DRAlNAGE REPORT 'rlf� � Length: 80 ft Depth: 1.3 ft North Swale Contributing Area: 8,161 ft2 Time of Concentration: 3.1 min 2-yr: 0.09 cfs 25-yr: 0.15 cfs . 100-yr: 0.17 cfs Slope: 0.5% Width: 4.0 ft Length: 65 ft � Depth: 1.3 ft The bio-swales were designed for the 2-year peak flowrate with a 1 ft freeboard depth above the ' design flowrate height. Additionally, the swales will provide capacity for the 25-yr peak flowrate with greater than 0.5 ft of freeboard and capacity for the 100-yr peak flowrate without overtopping. The ', design velocities through the swales are less than 1.5 ft/sec for all three design storm peak flows. 'I The bio-swale HydroCAD summary and calculations can be seen in Appendix B-5 and B � � respectively. 5.0 Conveyance Systems Analysis and Design The conveyance pipes for the proposed drainage system are required to provide capacity to convey the 25-year peak flowrate at a minimum. The proposed conveyance pipes will actually provide capacity for the 100-year peak flowrate. The conveyance system for this project consists of a pipe connection from the proposed swales to the existing ditch. The pipes are proposed to be 8" PVC pipes sloped at 1%. The capacity calculations can be seen in Appendix �7. 6.0 Special Reports and Studies No additional special reports or studies have been required in conjunction with this proposed project. 7.0 Basin and Community Planning Areas The proposed project site does not lie within an adopted Basin or Community Plan area. 8.0 Other Permits No additional permit requirements from the City of Renton have been identified at this time. 9.0 Temporary Erosion and Sedimentation Control Analysis and Design As required for Core Requirement#5, an erosion and sediment control plan has been provided in conjunction with the construction activities for this project to prevent the transport of sediment form 7 St. Thomas Orthodox Church 1�. Q1 �'� �� ,. � � IIII DRAlNAGE REPORT 'r��` �'�a `'�1 J r��'' �, __� the project site to downstream facilities, water resources, and adjacent properties. Due to the flat ', nature of the project site, no areas with high susceptibility to erosion have been identified. Erosion j and sediment control measures are proposed An Erosion and Sediment Control plan has been , included as part of the construction plans on sheet G2. The erosion control plan can be seen in ' Appendix a1. '� The ESC Measures as identified in 1.2.5.1 of the SWDM have been addressed as follows: Clearing Limits Clearing limits have been identified and depicted on the erosion and sediment control plan. The plan , requires that the clearing limits shown on the plan shall be dearly flagged in the field prior to ' construction. No disturbance beyond the flagged dearing limits shall be permitted. I Cover Measures ' The ESC plan requires cover measures for areas of striped vegetation that are anticipated to remain ', unworked for a period of two days. Additionally,the plan requires cover measures for any disturbed 'I areas that remain unworked for more than two days during the rainy season. 'i Perimeter Protection I'� Perimeter protection measures will be provided through the installation of silt fencing around the perimeter of the project site. The plan also requires that silt fencing be inspected immediately after ', each rainfall and daily during prolonged rainfall. The plan also requires that any required repairs to the silt fencing be made immediately. ' Traffic Area Stabilization ' Stabilized construction entrances will be provided to prevent the transport of sediment to off-site road , ways. Sediment Retention It is not anticipated that a sediment trap is required forthis project. Per Section 5.4.6 the 1990 King I CountySurface Water Design Manual (SWDM), perimeter protection is sufficient as the sole form of treatment for sites with small drainage areas. The site is nearly flat, has no flowpath greater than 150 ft, and will result in little to no runoff. Perimeter protection will be sufficient. Surface Water Controls Surface water controls are not anticipated to be necessary for this project site. The project area is small enough that perimeter protection should be sufficient. As an additional protection measure, the plan included inlet protection for downstream catchbasins to additionally prevent sediment from entering the public storm drainage system as necessary. Dust Control 8 St. Thomas Orthodox Church ��ta �'��J�� -'�, DRAINAGE REPORT � There are no anticpated traffic hazards expected to result from wind transport of soil. Preventative li measures will be implemented through watering practices should the need arise. � 10.0 Bond Quantities Worksheet, Retention/Detention Facility Summary Sheet and Sketch, and Declaration of Covenant A bond quantities worksheet has been provided for this project and can be seen in Appendix C-1. There are no flow control facilities proposed for this project. The drainage plan for the site can be seen in Appendix&8. 11.0 Maintenance and Operations Manual The orrsite bio filtration swales and associated elements will be maintained privately by the property owner. The operations and maintenance details for the private facilities are provided in the . Operations and Maintenance Manual found in Appendix E. 9 St. Thomas Orthodox Church j� ��a ��,�,��'�, DR.4INAGE REPORT -�� .-�J � Appendix A — General Exhibits Soil Information A-1 City of Renton Aquifer Protection Map A-2 Downstream Analysis A-3 St. Thomas Orthodox Church ��- ��a �'��J�,J��-r� DR.4INAGE REPORT '�l-t� _� A-1 Soil Information Soil Ma�King County Area,Washington (11651 188th Ave.SE) "a o N N N �`1 56149D 561500 561510 561520 561530 561540 561550 561560 561570 47°26'2" 47°26'2' r -�: � ,.�r � � ` � r � � �. � r _, . �, - � '�' 4"Y,e".: .._ �. � ..:.. N ��. � � � C� � N N � �OK _ _ I O �i:� .i� O II p O n � N � � 7 N �4 $ �� 7 �i _ . a F . . �#:' .�- .: :I� , -�., ,.. x:�.�: �` •, � . O .�.q � -_ . .�-.,.� .. �� ..,.. �.- � O � ' n ' '� -. ` .a r _ ,� '"` - (�^. .S?�: �,' ::. . ., � _ �.» .. . . . C'] .ti � .n.. .,. � � _ S O � � � �� N a._ 1I� . .. .,. .('t.,. ' �'-" � N N A�� - .. -r� . . . �5 '..5 .. � � � � � " N . $':. ... N . . .�� _ •. ... � _... > k: ... r�, .�. . aYF.-e � � � N . .. ._. . . .. o '_::'- ` :,,:. . _�. � ��- o v � :o � h vNi N � � v. ,.�� . � �r �' o _ � � , . � � . v � "i-.. ' ' . � � ,�;..... . :.: : ..�' � . . ,.�� 8.. . .�.. ; v 4 „sm• , �ff- . _-- .'- ��': - — � . .:N � ' � ��r,� a, .. 4 -`: , . . �. .., �: ,n , ._ � � �� , � � � _��.. �� ._:. . � :.:» . ,� :�_.',. . ., .. 47`25 59" .' � -... -..... 4T 25'59" 561490 561500 561510 Su"152D �61530 561540 561550 561560 561570 -' MapScale:1:577 if prin:ed onAsize(8.5'x'11")sheet. �„ N Meters y � � o s ,o za �o � Feet 0 20 40 80 120 US�A Natural Resources Web Soil Survey 1/14/2010 � Conservation Service National Cooperative Soil Survey Page 1 of 3 Soil Map-King County Area,Washington (11651 188th Ave.SE) MAP LEGEND MAP INFORMATION Area of Interest(AOI) (� very Stony Spot Map Scale: 1:577 if printed on A size(8.5"x 11")sheet. � Area of Interest(AOI) �. wet Spot The soil surveys that comprise your AOI were mapped at 1:24,000. Soils + Other Please rely on the bar scale on each map sheet for accurate map Soil Map Units measurements. SpecialLine Features Special Point Features _ Gully Source of Map: Natural Resources Conservation Service �� Blowout Web Soil Survey URL: http://websoilsurvey.nres.usda.gov , . Short Steep Slope Coordinate System: UTM Zone 10N NAD83 � Borrow Pit • X Clay Spot ^� Otner This product is generated from the USDA-NRCS certified data as of Political Features the version date(s)listed below. � Closed Depression a Citles Soil Survey Area: King County Area,Washington � Gravel Pit Water Features Survey Area Data: Version 6,Sep 22,2009 „ Gravelly Spot Oceans Date(s)aerial images were photographed: 7/24/2006 � Landfill �.., streams and Canals The orthophoto or other base map on which the soil lines were h Lava Flow Transportation compiled and digitized probably differs from the background �.+. Raits imagery displayed on these maps.As a result,some minor shifting �, Marsn or swamp of map unit boundaries may be evident. x Mine or Quarry +� Interstate Highways � Miscellaneous Water �'�- US Routes p Perennial Water Major Roads .� Rock Outcrop /v Local Roads + Saline Spot Sandy Spot . = Severely Eroded Spot 0 Sinkhole � Slide or Slip � Sodic Spot � Spoil Area Q Stony Spot �� Natural Resources Web Soil Survey 1/14/2010 Conservation Service National" �erative Soil Survey Page� Soil Map—King County Area,Washington 11651 188th Ave.SE Map Unit Legend King Counry Area,Washington(WA633) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI Ag6 Alderwood gravelly sandy loam,0 to 6 1.4 100.0% percent slopes Totals for Area of Interest 1.4 100.0% USDA Natural Resources Web Soil Survey 1/14/2010 �� Conservation Service National Cooperative Soil Survey Page 3 of 3 St. Thomas Orthodox Church ��• ��a �'�1�(,;��1 � DR,4INAGE REPORT '�J'�� _� A-2 City of Renton Aquifer Protection Map �i i• i- �i• i ' i'i , ` �J .` _l._.�J._ ��. l. L. �_ _`L�'" if II i �i; �' Y 11��-� ' ��,- ;�-� ��I I�'� ��JI �Jr�� . - . ;— ..— . ,_.,— .\�� I --,Il _r _ ly,e�d_¢..__�LWy_ ��I`�u��,��: �II y �!�/ -7 �;�C L��'�V�JI]��cF�jq/ N �„-. ( ,j 1��i ik i�u � � �, I 7 �t. • �,/I ��yl I�_� I 1 i n :� � M —� ti� ! Ih� � � ` '''��"��'' �� , � ��- � _ . _ ._—__�...__` _ ____ \\ I5 �I; �� `'u^11+ _II ��.�'�,` /Q I �r ..��(; �:��• :r � ,�� . hlhd x IF ,� � �— .I�.__ V----- .J;` ��Y ..\ I'� i _._.�`.�:__ ��-.�� I�+_�� t..`Jl��r`� �� i:;» MF °' �1�� -ly .��'""F�hc '�M � �;,F �� O\� SI n 1�µ�__�Y_ � �„�P'-" �' �4. »_ __ _.- _��as _- ....�lY., -_'\ .,,,.;i��i�rw111 / .,. ..,.....- '. . � -�, ...a ��"�� '� .f�tP ....y. Ji.._'i. '�r.a *,. � � �� 11 � �e ,iY�ix II� iP � �an�N�`�� i'?a �. '� : �� ,� �� .L_ .Iw-,/1- -�", � � .'� —�.._ „ �� r�,`�,a�: � �f„�� ,�, (� �I �� i-- � '-�.i �� " ^•. � � � '1 \�� -t�;�,'�,:I� �� _r-.:;�-,.,. 9 � ,I,7'."if _, , '•� � �j�� \ ,�.x :� �� I.�d� i 1 _-- �� I ,�" + � � �� r� ��r��+ ''�jal ti ! \ r-'�a � � � " � � � C i �,m' � r;l ��'j� �dr IL�� i �+ L�. � ?S�h7p �1.�,� .,+, j� ro � ��g �f' r�" f ti'- ( �� r� ,,� � ` '� '� �;�T r = ,_ � ��'�i �: �.o� fn � )FV � II�, -I �� .. � @�. �I�' ,-gn y?a�•%� — . .w5u�i.b\N �P' ,4�� w1L J{��- al.` I4I*�rI I F y��. y�,_ . ��., ; :, ..,.��c,Y" �- - ;'1 � _�� f z•_�{ , � r 6 + ��r�� C��r�.. ��j� '.. cµ-W �r�h i? L I s f�.�, r °`�.r c `�,: l � 'Y ��(�'f 5 '„ I� I i .y, --'"'� 9 . 9•` _ fi C fi ,�p:r ep,i., �� .�� n 1/ � �� i�i ,, . �_•. �qt w i� -� � l r'�'�t-1 ""�7. ar .., @ �--'""q ��'. ��Y �� i J i �I�G. � �V .`��A �„_.."�'_.�--�iw p�I �_ll_-.r:..I'��.c. �' � �- i�i ./ ��-.{r��i�,�� " � {� ��.�.�''r�' n -'� � _a .7 �;., �� II ��:., �� ■ ■ ■ �" ii� �� 'I" . � A � �"�i�� I k-r II „�d , �� . � "t� � ��. � �1 _�-._ L . i� � � 1 fl� _ �". � _ � _ _ � fy��. '� \ ��6 ik ` r�� 11��,, `,IC- ,� �� e � �1�� ii �'I- ��Y;� _ �I . �(� � -� ,. . �, ��• I �.o�� h '' ��° .� �i_I!�:�-!i °' " h= . � "� ,� - �� -i�� - �i� �� a�� 7�'i �, i'' �'�� . �� .' �� it 'pp �� J ,/� � e� � i ; � � �0 ii . ��.�� J��.�i�I� � .�' j� 4�<�.w �� i�� / ��a..�(�� .`• L '�L��-ir ..4-',i � .�.��'�"� Ir �.d�ir I .�, ��i �,� � � rli �----I'j� l=-, �� /�� ,;y� �-��„ ;��'i''�-xf I��+� k i.: f '��1G �� „� ��i _ , . 1� i c n �-�e;� iw�,_j� __�,ry��l J�.�i -�"J�_w�"�Lil-M�L � li/ /�°��a s / ,4 L h„�,��I� r-,v \'��,:p� �r��;��j �.5 . V, 4- o u� � � u Y r r,r —._ y. • •�. � ,�It� ..`. f� \ � ./ ��i;� ir� �� r y, .il.,� I,. - ,...1 .4 "l� II•� .. e..i,: ��r -_'.. � ' �:`�,. r I�t �"�4� ti � u I I . 1� _.._ I-- - I �.,.. 1 ,. I" _��9x, y s�r`d �'tw- , "__./.. . ,� ` /� � „,. 9 p 4 .,�t� .,- ��•-r �: I� fi ,��I -s II .. �- �� _�� J(�"�.� W='JSJr�+a.,, r.5^��. { ��_v�"�:+ �� ` �� ,y� r�?��jr)�!I i,�:'a�" i� ,. T�J ii;:tu�._I �t�� ' ��W,4 i,,:4 ..II" 1 , r 'a Q�. �_'._J ,/+sr� f.y �,,..... �y, ;�.� �\ �;,��„-n��`�R�I�I��,li � .,.:�Twy«w,N�.v��'\��2 y��, .yil.'" /� y y � .., M-�—, �.. � ` I � �.. , � �,�.t � ' , �,I u� J ,�� (^;;�.� i� I.,�.I i �6�, �,\w/l�. �� p,�.,Xy.. � �.�' .t�� .,�... / �k,l; I��.'�+. � .Ir'1 �I _ �d � �,c�i� ij � 1 i. )i}� � ' ^° �i ;- r I o a�b . .,YY �^ �... s I.9r�°� . ' .: �I i ��` � � � r'" l 1 � � �"'�, �� p Yi�"N"t� ':'7.^�`\� �� ( 7( � r � -1 . Q � ia ° I�� .__,-_ . �. i ,.,.,� �, S II _i �.J � �'1 .i� iilw \..yx i6 �\d .,�a-u-i"��;-K � , �( �4� _. _. . _t.. ".�s ' -.� .._ � ��-� �_ 4 r -� /�) i...` r Y+�'�• I J � , � q " i i �l _ . I� /r .s`�7'�" . .y+=-' r ? _ � — , �� l�'�� ( "� � �r� b�� ,�� 7 ��'vv.ti� ,"az �� y�r'��'c:q+ I��,�C_ .c�'i�� '�� l'��i �� -�d ,1,� s t„ � � _� ..,..>�� _. �� il ,��„ f�6'�' I� � �� uw� UpYI�_��vy3'�N y�� ,�� '�� - I� 1 �� . �• � � � �Q / l ��_ L,\ I: I�'^ � a •�I 1 II M � �• x � _ (�, ti%`�,� �,�c.��' l- �I i ,:.j_�t, aL�L 'f. `r' - io .w �� i I i�k.rY-'�., ',}'"� �.a� I ��l� . , . � I -_-�{��J . I `� _99 ��b"� � , , a .`�`�: �IP I�i. ..a- ry�:�Jr t h �I( 4, '�`a, y �,�� f��I'- .,� - .�i� :i� � ��.r� ' ��y i �� ii° �- s�� /%. .a..�� i y �� `�� ` q�( �x. 1�� ll3�l�i ��_`;>---f,�'� Je�'�� .,� �'�;.. 7�-�"� i �x JL� P F �r i� i_ �L�� 64.^_�� y„ °��"��'' a� ` � � �'�i q , � � �"'� -_��. .� �I P,. '4 ��.�-�� ...q.!'7��t��d:f1�" ._ ..'...�.v �� .� lyrkl�Go � ��\� '� i 1Y�, ..�� i�' ,r� .i u. I ti�'!1 �II'"iii�, �i � "`- - � - � . .. . o / �'� �� i��F' ;� '" �'�� i " '$'r3. F� .,.. �� ' ��.N(��';» ..Y.,"'�� I�� (�� . ' �ap�`�.ii �r�; „x�.�� '�' �� c'�i� ,�.,r, 4r �t�1.�..; I' �� p,��„��.?,,' K d � II �' I� _' -�r• h• I 3 �� ,.�`*� � ti ��iq� � I �� '�� \�� ,��'-jq � �� L �> � �+i I� �'� -- --- ___ �� :"' ��. - y�.�u�� _ �r <�� '� . -' �•�� ; � � �: -�-- � -�� ___ ��5' v' ��., �. �� ,� , ,��, � _ �� -� , �� r ��y� � �`� — s � � - � � t °� �,� ' � � 1 � 'j�� 1 _,:J� �;� 4 7 Yta;F+ II /.� \` ��`x�a- J � ". �r 1:�., � �{y`� '. � G � ��--�� --II �1' l i�1 T'\ p� �� "1 i w � ��v Y - ' '� O �q�� l� 5�� I� s .....y �, ., � �,� �J t � s��i' . �`i�h � '�� I e { \ � .� ' � , ' � i� a '� � �� y� "-x � � � y � ,� • �� e,�� ;i �1� i�� l� �� r�� . . Lv �._i ��i li �,R � t � - __ i q ��' �I. . � ,(�� 1( + � � �I, � � -�r.' _� � C .�.� i • ,,., . '' �( • �' ��' r„� �" � i ! I 7�� i �� y� � d j� �;M �"'' �. Z �....... ��_.�.,., ; - , ,.. i � � � , �l � n�� . �,� �. ; �,y (-�°` ` ��" �°��,w°"`�,� 6 li ;" � i� � p ,�� :`�, � ,. . - , . � / �� y��.,�--��'�' � �' . _ � . �, y 3 d d�l " _ � .....�.,.., . f��/ s��, ,. ' � � i � ^'/ s ��!JtJ�J� 'et"-?'^'"�ia.G� r' '"�"'�! �I L �...,�6 j 1 w.. A I �`� 11 _ N `; �� -- ,!`�r ' 1----- � . � r�� s � \\ —�- - A .. �,:a � �� '"""�� :��:��\"� 3e r��'\\��' I�-�y� �rk f�.�— _ ' � / ��• �, �� ';su.z� �'e.'r) �^ �• 1 / � '��. '� �," i��'.�:�c!!`(�0(��4�.��j�� , ,'I � , I_.��'4„�i�I�1�' u �� /;� / �J - S� � � C �� , �'�` �`^ �r�r' ' , ' ��". ,� ��G�4�-��v��!q_'��n�I`,I ��`-.�� <.� r''� ro�ll i Lp I�- . ��..��I�M+....�i�F��L�� ✓��.�;%'i l � .- Z r �.! l r r.�r, _�� va �� rn � � �^�� - �°"�� , ��,� �� ;�� -��_� ��.,�� ° - � ��J � -��,� �� N� � � $ '�' _ ,..w'��// �'��_3� � �I � �I��,�il-,�i��- I � ��e �I��i � � 8 ;I J I '', ,� I �'��?� y,j��• _ �� l '��L��:]eu� '� ,� _ � // � � �; ..... / �� 3�:'�y{"�=��-�. � ' ; =:��„N ur ��r, � �,-- �!��-?---� , � �'� � � _ .. _-�-- St. Thomas Orthodox Church i�� Alta �I:��r,�r� DRAJNAGE REPORT 'r1-�� ' -� A-3 Downstream Analysis LEVEL 1 DOWNSTREAM ANALYSIS Prepared for.• St. Thomas Orthodox Church, Seattle 11651 SE 188`h St. Renton, WA 98058 Prepared by Thomas Mudayankavil, P.E. 20207 25th Dr SE Bothell,WA 98012 August 20, 2008 �.MU11q ' �°`S w,��'� �,'��Yw �" ��9� I a, o C � " �� 2 � "O.p �025 .ty'� '�, O�, �15•�•'�G�C' ' �IONAL�� EXPIRES 10/02/OB ' St. Thomas Orthodox Church, Seattle LEVEL 1 DOWNSTREAM ANALYSIS TABLE OF CONTENTS I. INTRODUCTION 1 II. PROJECI'OVERVIEW AND STUDY AREA DEFINTTION 1 III. REVIEW OF AVAILABLE INFORMATION ON STUDY AREA 2 N. FIELD INSPECTION&DESCRIP'I'ION OF DRAINAGE SYSTEM 3 A. UPSTREAM DRAINAGE ANALYSIS B. ON-SITE DRAINAGE CONSIDERATIONS C.DOWNSTREAM DRAINAGE ANALYSIS V. CONCLUSION � 5 LIST OF FIGURES FIGURE 1—VICINITY MAP FIGURE 2—SITE MAP FIGURE 3 -TOPOGRAPHIC MAP FIGURE 4—SOILS MAP FIGURE 5—DOWNSTREAM ANALYSIS MAP FIGURE 6-STREAMS MAP FIGURE 7 -EROSION HAZARD AREAS MAP FIGURE 8—LANDSLIDE HAZARD AREAS MAP FIGURE 9-100 YEAR FLOOD PLAIN&WETLAND MAP FIGURE 10—SEISMIC HAZARD AREAS MAP APPENDIX A 1. Off site Analysis Drainage System Table 2.K.C. Flow Control Application Map 3. King County Drainage Complaints INTR�DUCTION �i This report was prepared at the request of St. Thomas Orthodox Church in I sup�ort for their CUP application to remodel the existing shed located 11651 SE I 188 h Street, Renton, King County to be used as a w�rship place. This Level 1 Drainage Analysis was prepared in accordance with Core Requirement #2 of the 2005 King County Surface Water Design Manual. PROJECT OVERVIEW AND STUDY AREA DEFINITION The property is located near the intersection of 188th street and 118�'Avenue SE on the west side of 118�' Avenue SE in King County and situated within the Soos Creek River Basin, a sub-basin of Soos Creek. The totaf site of 1.1 acres consists of a single family residence, a guest house and a mechanical shed. The project is to remodel the existing Mechanical Shed to be used as a Church with a seating capacity for 70 people and to expand the existing parking area to have a total of 19 parking stalls including 1 ADA parking. The church will conduct Sunday services and occasional Saturday evening services or church activities at this site for the lndian Orthodox Christian community in and around Renton. Currently, the church has 20 family memberships and serving a totai of about 50 people. The proposed site is a 1.1 acre parcel located in Renton. THE EAST HALF OF TRACT 1 IN BLOCK 1 OF NORTHWESTERN GARDEN TRACTS, DIVISION NO. 4, AS PER PLAT RECORDED IN VOLUME 47 OF PLATS, PAGE 74, RECORDS OF KING COUNTY AUDITOR; SITUATE IN THE COUNTY OF KING, STATE OF WASHINGTON. The site is zoned R-4. (Figure 1: Vicinity Map, Figure 2: Site Location) Existing Site conditions: The site generally slopes from west to east with slopes from 1 to 2 percent. Along both the west and south sides of the site, the topography is parallel with the site which eliminates any off-site water from the west or south from entering the site. (Figure 3: Topographic map} A level 1 drainage analysis was performed for the site to determine any pre- existing drainage problems downstream. The onsite soils have been identified as Alderwood gravelly sandy loam(AgB, according to SCS soil survey for King County, which is Type "C" in SCS hydrologic soil groups. The offsite soil has been identified as Alderwood gravelly sandy loam (AgC). (Figure 4: Soils Map) LEVEL 1 DOWNSTREAM ANALYSIS 1 REVIEW OF AVAILABLE INFORMATION ON STUDY AREA The following is a description of the resources that were reviewed for the preparation of this Level 1 Drainage study: A. Basin Recognizance summary reports: Enclosed within are downstream and upstream basin area map which clearly define the flow pass and the drainage basins related to this project: See (Figure 5: "Downstream Analysis Map�) a. Evidence of ExistinQ and Predicted Problems Lack of capacity of constrictions in the existing drainage system On site: No evidence of any problem Off site: Ditch sections: None noted Channel section: None noted 12 inch culverts: 3 24 inch culvert: None b. Overtopping, Scouring, Bank, Sloughing of Sedimentation On site: No evidence of any problem Off site: - Ditch sections: None noted Channel section: None noted 12 inch culverts: 3 24 inch culvert: None c. Flooding, etc. None noted d. Significant Destruction of Aquatic Habitat or Organisms None noted B. Adopted Basin Plans: Soos Creek Basin Plan sub-basin of the Soos Creek (See appendix A: "K.C. Flow Control Application Map) C. Critical Drainage Map : The site is located with-in a "Level 1 Flow Control Area" as indicated by the King County Drainage Manual. (See Appendix A: "K.C. Flow Control Application Map) D. Floodplain/ Floodway (FEMA maps): The project is not located within a floodplain of a stream as determined by the FEMA maps. E. Other off—site analysis reports: None noted F. Sensitive Area: Each one of the sensitive area falio associated with this area was reviewed. LEVEL 1 DOWNSTREAM ANALYSIS 2 Sensitive Areas Folio (See fiqures 6-9) Wetlands Property: Property not affected 100-Year floodplain and streams: Property not affected Erosion Hazard Areas: Property not affected Landslide Hazard Areas: Property not affected Seismic Hazard Areas: Properry not affected G. SWM Division Drainage Investigation Problem Records: An investigation in to King Counry SWM records shows that there appear to be no applicable drainage problems within '/a mile downstream of the site. Of the 59 complaints listed within one mile of the site, none of them were within the downstream area of the site. Most of these complaints deait with issues other than flooding or capacity problems. See Appendix A: KC Drainage investigation Problems. H. Soils Survey: Attached with this report is a soils exhibit map for the subject area. The on site soils has been identified as Alderwood gravelly sandy loam (Figure 4 : Soils Map} , I. Wetlands Inventory Maps_ There are no wetlands on or near this site i J. Road Drainage Problems: A check with the maintenance department ��i showed no drainage problems along 188�' Street. K. Migrating river studies: There are no rivers or streams near this site. � L. Downstream Table: See Appendix A: "Downstream Table" for drainage components table. FIELD INSPECTION AND DESCRIPTION OF DRAINAGE SYSTEM WITH ' EXISTING AND PREDICTED PROBLEMS Included in the report is a narrative of the field inspection. The level 1 analysis , and the filed inspection of the property and the surrounding area were performed 'I on July 15�' 2008. Weather at the time of inspection was sunny. The total I distance covered was about 3/4 mile downstream. (Refer to Figure 5 �, Downstream Analysis Map) , A. UPSTREAM DRAINAGE ANALYSIS A review of the site showed that there is no off site runoff flowing onto the site. Along SE 188th Street and 118�' Ave SE, access road has V-ditch with driveway culverts to intercept the runoff from the adjacent properties. The new development on the south side of the property has a drainage system to collect the runoff. B. ON-SITE DRAINAGE CONSIDERATIONS The property is mostly flat, but a slight slope can be noticed to the north east side of the property. One drainage system a V-Ditch on the property leaves the site to LEVEL 1 DOWNSTREAM ANALYSIS 3 the V-Ditch along the east side of the access road. The existing vegetation is mostly grass lawn and landscaping with smal! trees. 3 cedar trees are along the east side of the boundary line. There is no wetland in the area. C. DOWNSTREAM DRAINAGE ANALYSIS 1. Grass lined V-Ditch & Culverts Drainage leaves the site by a V-ditch and enters the V-ditch along the east side of the access road (118th Ave SE) via a 12" culvert. So the natural point of discharge for the site is the Iower SE side of the property. The drainage flows north along this V-ditch about 60 ft and joins the V-ditch along the south side of the SE188th st. It flows another 120 ft and cross the street via 12" diameter culvert and joins the seasonal stream. The ditch sections are vegetated and show no sign o# problem, overtopping, capacity, erosion or scouring along this section. 2. The seasonal stream The seasonal stream runs from the north side of the SE 188th street and follows the property lines of a number of parcels and finally joins Soos Creek. 3. Soos Creek The seasonal stream discharges in to the Soos Creek. The creek is deep and wide with flat bottom with side slopes. It is heavily vegetated with slopes of approximately 1% and flows south-east through heavy residential areas. The Soos Creek appeared to have adequate capacity. There was no indication of problems including overtopping, capacity, erosion or scouring along this section. LEVEL 1 DOWNSTREAM ANALYSIS 4 CONCLUSION � The total distance covered was about a mile in the upstream and downstream analysis. This Level 1 analysis indicates that there appears to be no drainage problems downstrearn. The proposed internal modification of the shed is not adding any new impervious area and will have no impact on downstream conditions. The 0.15 acre of graveled parking surface is less than 10% of the total drainage area of 400 acres. The existing V-ditch along the side of the property can serve as the Level 1 flow control and will mitigate any impact the proposed development may have on off- site runoff. LEVEL 1 DOWNSTREAM ANALYSIS 5 N i`�• .'L��.� i � � � JL_� s}�'n I � � j �;. �1 „ . � i�,.Clllli.. � �,I '-r�.J;--.I r-- � �1 ��c�.��1 \-�,�� ; � ! ,.—, .� ��_ �`��.i -- ,,�--� �U I; I, �_II�-� r- _ -- � ;` q � `�- � ��- i�� Parcel Map and Data s��l ��'�`�f� � ��z�� 9' i ��,��..r_1 , \ �n o�r �+ . �r,�i i,� "�-^.�;.``_�;i��"'�.c, 4 �' rrn�eoy�e ��n�mw� 1r�+lRm y /J �C�� Mtl�fM • D/ � /��-1� il II ,i �, + an . ..._ � 'J� � 'f�;i II !j1 r � rf 1{ !� nnrero ` �i I� LJI i � j� a �,�;,:�YgIT c�� i I' ��r.mor �-� �l� C�_�_ �I � �+� � �''�� ci�(� ��_ 1�:i�f. ��«smi+ Ra . L+�-- r., � . �'' r—, ��mn �_ _ ��a ?---� � l.��5`�' f .�.�m.e �_- s � � l ,1~�� •rr"ao" M..m.+ ' � �--��-� �� k v 11-J � _ � «.�.�.� �...�. � ��- � , �' �r�� r 1 � � �-- 1_:y '��'�r' �S° ,� � eiwwew, � �-_- --....- ..L-_,/ ��s._ � 9t � �� , . nr�mro �� ._� Q �� ,�.1 , r �� ....._ ..----____--._ _ ------_...._. ..'�.. ___ ��, li �� !L Ii� ParcW Munbn 818E�00020 .. I � ��IM�Q-�'R��q�r AddlMi 1185t SE 188TH ST �P� � PRQIECT AREA _ T4xn•r� PARAYIL BABU K+MARCY B ST. THOYAS ORf}IODOX CHURCH woMe 11651 SE 18aT}1 ST, RENTON, IMA 98058 �uc is. zoos VICINITY MAP � _...__��..._ � �M * � x � I =� � �ivevnr� x �� EXISTING GRAVEL PARKING � (VITH ADDED PARKIHG STALLS7 .-__ _`"`--„--�""=— O ...._� � _ ____._._......... � k + � � m �� EXISTING DRIVEVAYi � � � � n �� w = � � H �� —a � D x � = d N � tl �p o � p � m � K � �n � SZ B �, � � � � g = � �� S �c� N � �� 4 � � � � D[TCH ♦ p M�lIQ / GAS LINE SANITARY SEYER � NATER LINE 118TH AVE SE � I i � � Z _ -� p � 44 � � 04 '� �. � � � � � �' � ' � � tt y a � � � � � � � � �ESSIONED: ST. THOIdAS ORTHODOX CHURCH �' � � PARAYIL 1'�40' � � � � p��. 11651 SE 188TH ST, RENTON, WA 98058 pA� � � 30 r�run� a/a/oa � � � CHECK¢D: SITE PLAN BHECE NO PARAYIL 2 Map Output Page 1 of 1 � King County _ iMAP �_,= � , -- .. . . 6i9�800i23i 6iDT800i?0 6�9T800283- 6�978pb18{ L� � ;-: , �,�., _ _ ' - 7 " , ; � ^ounty Boun ary _ , � � � , � ... �- ,� � � .. ;67D78001�o i � _ , r — Coniours f5tt 6gfit) -_ . . ._ � _ 6 9T8[3D3D0' _ _ I � ' . . - :� , _ _ - - �'- ' 4 - �� . .- - - � ,aasaoa�, � � -- -, � 8i91800.30J _ _� . � -' 67978tl0327 � '�^a 6ip1800j6p 6991800J63 6fD)800i8r . Y - 3723DS9i�9 • A�D7stlOfEi . '�;� � 6i918003i9 ,� f'dghways _ ,� ,�._ �-�, -- ��`� f_...`"'�� 6i91800375 • �� ASndulturalProdudbn pislri!8oundary *�_.. ' !I Bi078Do16tC7800i6 rBODf66191800i83 ��6i9)8003ei ^' `"��` : 6i9f800323 � Incorporated Area Ei9Td00i9i1 � 67978003f0 6i�YB00.770 Si97d00j2s-... 5tfeefs �t � 6�97800i6r � - 1� - _ `; f, . ._ , g ��`� � " ... � , r�E/'�ar �'- ._._� .k �'� .. -- _ v * - .. ;_--, ~�.... � Aria.as 3T230390�3 �r .' � y' ' ,_' ; -. - r 6�98f000L5': �;�_ ; . ' � I m ; � ' ; i ' 6i0E�002a3 � , �I . � 3i98�000U�� '; .-, �679BID0?23 6i9910020i b198�d07A5"j � Lakes and Large FYn�ers :6t98sDi002i -6i0B100�02U•.: � 6�9As0�?i8 � 6799ff107d2 1`i Stteama : �', t�i - , l i .. . �'_ 6i98�0U'110 _c �1 � � '(�( 6198100010. �, " ,� �.. J 6iD810b201 61900000N ' Pafoels � 'r ''}J . .679BIOOOf? � , : ;� '� ` ' � Paiks �32?J039i4� �� i � � � 6748�002a0 i 6�09000026 { iJnnco�orated KCZaning ,,i,�; �! f ��- , - . � ; � �- . ._ � f;'' '- `6f48s00222 •. . A lo Ag+as►ry.oeUuo�to <:` i� ,6l98i00061 �j � ' = , �` ;: � t 699�Bi00065 : 674HIOi02t3 ,', �m 4H10 I, i , t•• ` .._- - . . , t619BIQ0213 614Af0021� . _ � �, � i r"'I A..aS ,4�,w�s�.oc Ou:a 35 ; � ;61481d0od3 � 6198I0o060 bi98�00�066 ai9es0o2lf 619i8100212 >;� � _� +�� 1E1l8MtM�; .,� - - ' -- ;..__ ^ - - --�~, }Fy 6�9810024f i= �� g fomt ' �•�' �I� � A1�Mirsy �..� 6946�OOOBO •� �' '. �� '1 �`- ; _ -�, 67�9�910026U �i A��2 5 aus,k�.�au oQ s ' �� 32?3059096 ' I �; �._ F �,.t (_ i� ��j� . RA•5�R�rif hs.are OU o�i r �� V.� , �- �.. ��. , .;;: L: O RA Nl Rvar Arm oc DU�s 10 T,.-�. 6i4B100780 i; '. � - '. , . 6i 99000i 20 � URmii.an Rasvrc,v�e IXl os 5 ' . �� 6fP8100100 - i '. I avm ;t '`� , . _. .y�_.. _ y . _ . �` , _._ � .;�_ - - Q�DD000123 � iavtf � - .. . _. � i 6T461d0?25 � �--�: 6i9B�OQ300 61�DOOOi{� �cJaooswnpCo�rny � � :,- 619BIOOi2a 0 316it , County. Date:246-2007 Source:King County iMAP-Property Information (httpJ/www.metrokc.gov/GISIiMAP) FIGURE 3 TOPOGRAPHIC MAP http:!/w«wS.metrokc.govi servleU'com.esri.esrimap.Esrimap?ServiceName=overview�&ClientVersion=4.0... 2/26/2007 1 — r a� i ,, � � � >.� ! xi :� �.!�`- N�' , H .s�. W.� AA....'� ��.,,� ' `��:.'��I/'. "��—�`��I � .'�':�.""'"�� .. 'p,.�,��,�" �M1� I,� .�� . . ;3F"3L� a� � �. ! � � �d 'i"'�"�'_ tii� f�� i ,� .k' ` '�y ..,` '� ,►.�� '# •��'�; /�♦,r{ ° '�'•- - ��p�ya • i .� � ��•�... ` �, ,�, n �'u, ��, Q'1�y ,� �� ;ia. �� `�:? � ! ...� �� ',�_ :�4�� Ir�' � Kj .�.� A �'�4'� `�„ � "'i� � �� i_� ,` � �n \ �� , �''� .w..� ��4 � J. v �i.i�j ',�,{ ( i!!'�".� Ti� �� •F . '�1. � ,�, �� i.�., � y l J.. '.• �y 4 .V�/ �..�..� �y,��f�,/JI"` �t* 'I �Y 0r F�• 1 �.j` -Hr" �l�,.� ' � , .�� . 'Q Y' . „ w� 'ti+1R• .b� (�1�;,'�, . _ ,. ,�+'�:� �`'.'�. ,1d . . "�� v.. . - `.��r ��;��f y ...�L��e'�� F;��S,��' �q� �� ,l�. 4� �i 3 f � � .� �\," �. .N.. ' � �j :; L' . � ' .. +y � ` :-�,� . '�'��- °w'�� . *'�.. �.�d'A �:t`� ?4► 4".3�!'. � - t� r ,�� .y,F. ,� ��r.7 ,� �� ' y 3�� ., w ,a�' �� -..f �"�� ' �r 4�.I .,� ��e��-� .. "� `>' . �:..ri , �' . � I � � . i . � � �(�� Mb ��+� �,'S �St�r.iJFFHr -9�� -:;� � __,�, )�� , `�� ¢;.;,� , , �;,�.,� f .� ' J ��_� �� . . �''' :� '. -M 3� ;;t �� y.. �. f�'�� .� ^�� % i►;��r iy.14� t.; : � ��,s'' � — •�- �G� �� "i' � ' �. � � C�`. �. ,;,�„ '�' If�� ivl �� ,1�� }�11�� 7��.� �A .��.*, � a ,;''�� µ ... �..��.� �.. I•. �} �M � � .;F' l' ,� _ ��I��. � �;,'�r.: '� . '. ' . ��..� r,��. ,w.,..+� .;, �y 'x ..r, �FS' ,.i: �ifz?'{� •�� —= " '� r� �.�' . •••a.. � .��I,' �`' ..x��" ;s, !P� '�s'MNMr "f�� " ��i 1 ��F�. � � ' `.eir'��„ r � � I J � , q �� ' "sr � ;, y�'�!i� ,�5� i!P.'k'Si�"'�, °�il'� i5� �� ._ . � wlr y� ��, �. �' � uS�• ,+�. �"t,1 � .� -. y�r��l i c 1 tur +c� n:y, .. � x �. ��r 1. � hr . "1 j�� .. ,.WP} .��'. qL � �. � J �� — + Y� + �'�. ,'�'`'�, �� ~YI'""{ � �.�Wj�� "''u . I '� �,� �, � i 4 W. � � ,�. . Q� ',ti � 4 ' o�; �. ta�? �� -`—� �$�orw�j. � I� ,�� v��+ r �V. I� ��MM' .. �ji �E f�+�� 4. �. _ � ;�,�g�� / '�� 1�; ��; � , __.. � � .�'Y4t"" '� .�'A N�.� _t`�� 1�'+. .,�r t} ,��)��'" ''.. , 6��7 ��' � — � +•: �i; �,�,!� �II �,, 7`� ,�'x a�,�('1��, ,. � �, 1'M`w,k`� ..Y ':iG�'•' r � r- :I �':?"� vid�"�°'f. a 4'�� i�. IF �'�. � ti� � ,� �'� `'.i �,'I� �' , . i , �, e,y?y�' 4 � 31�Sr i � F� , .�y f 9 f{ �. u � r i � ' �R. � rly r� �7Y 23: ti�� '`� r,.1 � . , r � � � � �y f �, ,�,,� . #� � � +Mr�..�.��+Si��''` �;rvsile�'µlR 4 ' ��,n 7�'a�'a ��T*t�F�d .�t�'el�� +'�'e �"�i4 ',.,��'_��M �-;�^J y�, • �s ;�,i �f 4 a -�� r �,.�,�.a,�7rt�` j ':� z�a�,:i:� �,` �.:�� ,�,, :+,y", r.,°""; - ;�„eK ,�r.. +;��... �nr:• �^ � � �; } 4�jn;,• �{ s 1. � e.�.�.�. ,s. ..� H � �. r i..�.y .y� ��i� ' y �,�(, ,� o r. .� ��'�4I�1�'. . �w: �.Y.;.�. .�� .,,, "�:'S �y ,'.. .. .�".'.F.l�*+.MdM. J�� ,� �'�.�iC. �i ��}ie�.� .;,�� y,w' �dF" .'�� i y,,,�. 3 F y �� F'. '� T�� :�.,:' ± ��;�� . V �.t'�� 3i� �'��q �i�r�l �1 i ' �i a �. � . ._ F � '.r _..�•. - , .. �'�- F�*•. .d�. ^�;� s Q s �. Y�a� ��.+M1+� o� � � . � �� °`�'�:, a �� ' ...�', �{� 'a . �Giu�� :....�a f`•.� . . . i� r+t+y��'�L L�;t• � a.,. ,;j t �+4� �,� . R+ ��. !ti t e . 'y' t 1'�'. :, �� . � 1 � , .. ` �...� �� ,�� ►�tl�f :t yr� ~"�'��'��h ��y�� t��,,�y� �q M15,� �i I��'} I ��M''. 'I �*`''� ,,� y �� i. T � y.ti; - . .#, , "�.,• t'��a'T.rr .,�zl{`• �� .�' ",,�,.+''� ' `', y� "1 r � 1 X i! ,� b � '�, y� � g.R�1. !�: �S�y � � 'iq1 `� YF p � t�� Z_�`� r�', � � ��{ f °i_�,�j.��' '7�� '� Y+r�'+��t �•, . �Y� �w ___�� : .. . T� u/,�. +,. .. ` � "�,,�.4 �a('� ,,y � I �r � ff,jt � �� M�+.;�'•�` "�i � �q� � _ � • � ,�:� ' 'ti .. �� ;�w'S�S�M� aw ,F� .9rr.i .a.� w]i .t.., a�]Ai��- �i', .�' .�:;� '�� -,`.. �—i m1 t�crs {, _.,F�:��x '�-- �',L �, f��r 1 � �rwk'��.'L'�; h ��, 'y,�l 7j,�f, . ,� • .!. { 4�•�� r}� _� . �.. f.. I �:��j , ��,, h, i !R�'�'��. fet� - �� fk �/l"t'�i 1C'�. �•�.}�f� 3 ��l�"��.,,. �G�IS �."��, �� ... I4',.' �i�� '.4 F �' I � .•� , 1� — ' F : ��'�,; ii�ra": L< I K�. 1`�•u.,;li' .,7,;�''^� , ° �r,,y�. . !9 �i.�Y,^r � ��i�w ',�, � bti i"�� .• ri "�. � �,y. f��7� 4� ti / A ��; .v � � _r+�� ir �'�+•: 'K � � r f +;� ��''�r.'S�6$Ciai"e.. i ��"3 :�1i�'Y �'� ' � ��YI '�:l ��p '-�c �,, �j,�{ �Fr �4 '7�r �• "t: � '�' � F �. '•�,�� '�'��u ��'. , : �<.. '. /✓'"i•,�`b� r .'!� ��a 7 '� f�.'. �,� � � M. � �. 4��r � y� ��r! -,;a ��, ��pr�,� , � ,:. ^ c _ I . -s�.'�� . I # '} '+ ' s � .� F C�'"��'�� n3} .. �',..y�fi . � ^j i.�„ �.s� w. r — �g�F'tR �rF� . "�� iii � ,�r` �,a C ' :.� a L H � "t7�.!,�, .-n,� .^�t ��y, �j"��,��1��S}�"i'��, . �.> {.�f��' �� .� .� �.� �":��R�� 'y ip.r �..�. 1i�..;�j ' ry'�1 �e6�fL7� �•I � it �"�{�— f. � ,,,,,,((. M' �\yj�}�.;y��. 'F h .i� � J' R� ..r. `'tai�r,� 5^k ":5,. �i,l'2.t2 .S��'"'� M ��r� �;.(� �s5 n� .�4� � A� � x�;� �'r t�f ��s�,✓� � � '" �' ,• � "��R�'"".': v„r. �t ti w� S �� ? �1 .h�� •�� ,,,•�,� .� � 1 "�:� � nf��,�1 . �� t�. �CM •i.i�Tk�[14..'�u;,MM1 �p1�� Yi .. Y�, �� • k M`'. ��I� .•.zt9"'.� � t ��[ ��./� ,�y'� f 'd�C'�� •� ��e� . ti� '��: � 14:.��IE'� o � ' '�., .,. i, .. ��', s ¢"� � ��,�y i�� . YL ` �1i ' ��7�i �\ � ,}^r 'f 1�. �, ��'11RI�� r �.a�,� �' � "+ .`R' ('J � 'a,n"..!'�osT :'�':'' �is��, �', '" ��.�', � '�� - ,•,�,��f �r;,� � +.}�.�,�,,. �!"*L�,,�,! �,� "^', 1� `� I��.� �� !'"�. ' �.� . N �' `•� Y � y� L��^ � �r 4 :I� � �+". . :",.t.t+� �1t „ _i . , ., , ; c� ,..: ,...A �� c rr �� ' � :� �� . .4� ..a„�..�e,w�*`I ,,:�'. " �.,,� �.,,,�, , �� . . 1 � �h � r aYi F ,,� P��' � ;;, " , `�,•.�....�"i""`'"'".."'. - `,� `,�. �`�Y 1�" � �'W" r., " :r��'IR`P�!i A'l,p'. ,".��.a y� ti _ � � y§ ' �1l� �'��a i �� G 4' .. ��q�' M.� I � � '��i�i'' e'�1•�v. �... ��t y� _ +F��Na��die.. �Ow.. �,� { i i7�� '-',�=�,�—_•. TMry'1 4 � ,y. ��,� i�,rt :.l � �°'lNeaY°h � c i�^a�"S' v �,�"' V� af. �`�"Y`""w"'.'. `'� ,�a1 `'� ;�.��l�- �'r��" 1.�'. �. , w�.�,�,,� � ...�y�..5! �. ''*•I� R ��,... �. n. ,� •�I+fF\y . "—�M� �^" t l+.,rY-" ..��^. .:. i � . �: t'' t, t�' 1 s1Yt ., � k�+f,. .� ,� ,;.' , 'J ..i""ri y�lrill�' � � .. y� , . , A i I .:. „ ; , ,;� .. . � •,• .,rr•.. , , - ...�__ - - .- -��11�,, iMAP sE tar�r sr s��aaHa sr � se,az.n sr i `, � . I i' �, ;` i t� � .i ', � / r' S£1AyT�sST � / ;.� � > . � ; < � � sE�asr�.vn � � �� ; � � _ � �,� j � ;' Renta n � , � �� ,�� ! , R� /I I� ae,a�m�. . � �� ',� �� . '� � . : � �t �_ � � � 3 i; sAl�IL�� LY f� � � � ;i �+ � � �.i - __. �t91S't 3T � rt � � i 9F t9r5t G7' i� '. _. - � � � � - - -. _ _ _._ _.._- S£HG21�ID-�9T � �� _�. __—.. - - - - � - - �...�.�__._..�...... .� -=----- � . _ . ___.,, ... . ... _. _ __ T __ _. .. . .. .. ; . --�---. _�------- ---- -----�---i�.. _._.__., i.,_ -_ 9E�T� . � . �� 1 d� � � � � � F�i 'ry !� 8£fSli�id PL - � � � ,� \` �..�-.,.�.. �Y bsThBT- . , � �, l �� ` i' `-�--` � �� . �� '� �' � �.... : . ��ar,+sr yy _ _; I � O � � � . �; ` �� 4` � �: ffi i; � �� '{ � ; � �s�� .�,, �:aelttss. . �, � ~��_i ic�zoa x;M eaori, o � �sstt L.e�nd f.* ��°�'�+ ��e� FIGURE 5 Ccr�tours{9�DOft4lgntj r-�� ,,,,�y t�rai�ta 'Shtdies �,r�:' p� � � pOWi�{STREAM MAP Hlghways t �,oal � lncarporated�a � l.aices�rut iarge Rivers r�' Stream� r fAMMENTS:DOWNSTREAIN MAP The imomietbn inc0.ided on tlYs maP has been cotsq�ed by lUnp f�aYrty�t�t From a variAy of soumas ertd!v suqect b chen0e w�d tYotice:IQnp - Caunty ma�iqs no reprasanoanars or warrmufes,e,cpresa or.tnptlad.as to accu�,y,amnplete�ass,iimeiu,ess.or dphu a�he uae d such Intomiatlon This dowment is nd iraersckd tdr usa�as a survey produ(.i.Kinp Counh'shau not be U�7a i«an5+9enerN,svede4��ec4 f�dde�teL�a convaquqntlal' s �, � �/�' � darre3g�Inclu�in9.but ndt Nmited ro�-lost ieve�ues w bst proXM tesutting frmn Ne use or Inisuse Ot Ute httormation oonSaMad on Ilis mep.My ede oF. ��'�M,./un��( this�or INorme&on on Ihle rtre�b prohWirod azcap[pY wAtmn partrissbn of King Couny. J Da1e:&t5�20p8� Source:IGnpGoia�ty�iMAP-Slortnwater�httpJlMnvw.metrokc,goWGISIiMAPj'- � � � Map Output Page 1 of 1 ��If'��.OIY't�y iMAP M1�'� � �� 4�� r �� 5 � ! _.� � �� f:--� � -�''� ., � � �'-'`J .�-�J y�r •i�fTff ''� � ,�—r � r' � � � � � � D � r � �, ,�6 lr� ' �, p ' � ,� . ��---�� fg-�, i r� � � ; � � � , � � � � �� : � �: a y� � � 2 G' � .: � ,,� � � �� J � �.� �` � ' � � � �� , � �r . , ;, �, � { � � � �� ; � � � . � � o� � � � ¢Q � � ° ° {cl2oosK:qcamey � � 0 _-..:- , .�. ,- 5331t �, - _ ... .... -- -- _ _ -----. ._.._...- --- - - — -- - ---- -- L,�ge11d � I �+�Y�►�rY N ar�afparat�d�irsa �.f Stroams I x Nour►tain P�aks 8tre�ts Parc�la i:or�lotxa(5ft dsrk� �,'; �. i wf t0Q;90q10E0 ��+� I r.-f fY � � I�i H��Ys � Lains and Larga Riwrs _ _.. _. - _ - _... The information induded 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 representaGons or warranties,express or implied,as to accuracy,completeness,timeliness,or rights to the use of such information.King County shall not be liable fa any general,special,indirect,inddental,or consequential damages including,but not limited to,lost revenues or lost profits resul6ng from ' the use or misuse of the information contained on this map.Any sale of this map or information on tt�is map is prohibited except by written permission of JCing Counry. Date:3-2fi-2007 Source:King County iMAP-PropeRy Information (http:JMrww.metrokc.gov/GISliMAP) FIGURE 6 STREAMS MAP http://www5.metrokc.gov/servlet/com.esri.esrimap.Esrimap?ServiceName�verview&ClientV ersion... 3/26/2007 Map Output Page 1 of i �K��'�Y _ iMAP - �; :, - ,, ;�- •; -.. _ - ; i: ' i m: O •SE-1 TM � �� "' SW 4f5T�ST...� ,-�^ �f8 S�. �-.__ -___ _ .5�� :,_ . � �'_ _ _ - ,;-----, rr ,— b _T kwil �j ,,, ,�r� a�, � �j ;; �1; - - ' =gl� �i 'f �i �i� � � �!; <� �'_ '''� '1 �i r i ; �I j' z si � Re r ;� , ��. # �: '� �` ;:. � . �: �3i � I' �� ^� � � �I _ I; j ( I' I ( II I� �`-_=_----- ——-.'SE-t92NO Sf------- ��=__----_= �.� �---- ------ 1 � - �,� - iE , '' �1 ` (� j; �j o �� -- =— -__$=t96TM-ST� �F is � 1� �j �I ,i � � � /+ s �i' i �� i �� kl�� I . � ,� � �s �° �� _ < �, i 1 I k � Pan[her La E � � ,, �I � �� I) � � li Lake You s 1i7 � � �%`' - , Kent r �,� � �� -------- –�-� �____...__._;�,.__---''se-zoerH_s_r—.___--..-_ � ----._....-- I 'Y �1 • I��—_� ____._... -._ _._S 272TH.Sl_._S 213Tfi-S �'A � ,�i �� -�r--- --___—i _____. ;, . �, i� _; � "'' --_..__--� �' `� 'i ° �' : �� _g.z,�H. �i a�� i� iI F� F �,�,-------- 1 , i .� � �� , � �! ' f �s � b� ;�� _� I I� m� , • �l�. � ��-=,.---------__ . .l� i �- � 1 ,:-' t � --------�-- - __ --SE.22�TH•ST_....-- ��` :�__._._.�-------'_�r i, ; ' _' r Q " �- -- g _T.li 5T p � I� �� t�; -=�; --- � �� ,,, � � I d il � ` �+ � e a r� �c}�K.wearxr , r `ti �� a - �7i1R,� . �� _ _ -- - - ----. . . . ._- -- -- ---- _ . - -... . -- -- - -- - -- -- - - _ L.6y�nd � I ��Y � M�W�+.y SAO Erocion Fli�n.ays 4:1;t �n..r � Incarporatad Arwa � 8tr..ts � Lak.s a„d l.arga Rivers �� _ . .. _ ..---- - ---- - _ _ --...--- _ _.. _ ._ _ 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 imptied,as to accuracy,completeness,timeliness,or rights to the use of such infortnation.King County shall not be liable for any general,special,indirect,incidental,or consequential damages induding,but not limited to,lost revenues or bst 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 pertnission of King County. Date:3-13-2007 Source:King County iMAP-Sensitive Areas (httpJJwww.metrokc.gov/GIS/iMAP) FIGURE 7 EROSION HAZARD AREAS MAP http:/iwww5.metrokc.gov.lservlet�'com.esri.esrimap.Esrimap?Servicel�ame=overvie�a�&ClientVersion... 3;13!2007 Map Output Page 1 of 1 � ��y _ iMAP _ _ _ _ ,�' ,: ;. ,� ;� :, , �; ' - m i 4 ' � (+; SE 1tstM,;,St: - � � �: � __SW.4iS��Si . �' �O i _,_._._._.�=._. ,,� '7-.'..s�� G •� _?�u il ;� ---,; --�� a fg !{ !I �i ', ��:: �� '; � �' '� a�° ��I i; �j {� � �� I - j ��;- . ii ii �� Rent �n '; z� ,�~` $i I a:. �, �� h., �, iI ;t m. . �� I . , , p � _ �, i� �i : �; , :. �S i � i.� � � �� '_ i' '�. IF I: �� ' i I;�=�—:_�'�=--=_�-------------._SEJ92ND ST._._.._,._.. ' � F; � ; -�-----.�.�------- �: �, --------�--,: �. �� i, � ,� o i -u._-"-`__...5-196tM_SY' �r I� �I � I� �� ----------- � ---- ,i �� a .. �� . �, f� � �I w; • i ;: (� �' . ;i � � j Panrher take �� i i � � �I �I � �e - - � lake Yourt�gs ' .;.: .:.- _;_ :.: :;=. . Kent '� r ;- �� ;� � ,; _._.�. .—._ �------ - --- - .r.------=_ _..__...__......__.___._ti� �_9E.20BT„.gj_._.. _....: � � ^�..._ _.__ !' �i__._ - .. . _.._u�{� : If ti �` ' ` � � -— 52�nH5S_ .9212TH-S -- �'�� j ` C ��- -_. _.._. .� . Y �'I i o �'I i i: i� . �_ �1 F� . h� '� �; W _-- _ i j �'' �� <� 61�aTH_ �----- " ti i ' ' �I <; � ��------ , _. �� l, I: 1 _, �! � �i �{ �� ,�� i �' �) � t „ ', � � ' � � a�-; : �� , , , .; t „ � s� > [�-:' `----:__-......._.. ' .. I--- 224iH-ST--__� - '�;i ff p � I� Qr•� -r- -� ..._-I�'---e--- ,_� _..._�._ �� TNST (� . � �i ��1 �:_�:r----- €i--- ?, i i , � � � � �� °t = �i [� � 6 r. {1 .i �1. � ii �s i � � iC�7005KapGowtr i'� >J '7 ! I! U ' :_ . _ - <T81ft��. , � - - - -_ .. .. - -- __ - ----._. . - ---__ . _. .. _ L��Jend � � 1 �W►tY�+�rll �' �q+�Y � S,4A l.andti!<fa liighways :"' An.,rs � Jncorpora�d Ana �-ei1 str..ts � Lsk.s��e�.�pa Rlyers ��f - - ___ _— . - - -.. _.- --- -- _ __.. _ _ __ __ .. -- _ The information included on tfiis map has been compiled by King County steff frnm a variety of sources and is subject to change without nofice.IGng County makes no representations or warranties,express or implied,as to accuracy,compteter�ess,timeliness,or rights to the use of such infortnation.King County II shall not be liable for a�y general,special,indirect,incidental,or consequential damages inGuding,but not timited to,bst revenues or lost profits resulting from the use or misuse of the information contained on this map.My sale of this map or information on this map is prohibRed except by written permission of King ' County. Date:3-13-2007 Source:King County iMAP-Sensitive Areas (http://www.metrokc.gov7GlSfiMAP) FIGURE 8 LANDSLIDE HAZARD AREAS MAP http://www5.metrokc.gov/servlet/com.esri.esrimap.Esrimap?ServiceName=overview&ClientVersion... 3/13!2007 Map Output Page 1 of 1 ��9��Y iMAP �/ j'� 'y , . ,� t� .` �r'� �,_ �[�`e� , � � ]}- ,J.,_. �� i Q•�-�5�-77f'j►H T ._—_ — „-" '__ . �i SW d1Sf Si ,�-�, - ��"_ �' S�c ] ,i f �� ' k�� .��` �,'— +;/� g� �'�,�3 '� "�w�• ''}j.; _ � �� ., �I� � 1! �i � ti �.;, ,: t� 'I �I = _ � �., i �� [1 ,a��' Re n .� � �; � ,� t �� !� �� ,i ( ' ti. ;; :.� ♦ i; - , , , ; , �, ,{ �' � , �, ,. ;, � , � � � _.--- --_---_�_- � ,� ;; , L. .._._ __---�---__.._�, --_�__ a sr_.._.. .. �. �, � ��.-:--.-_. - - -.-_ _.� � -�_ `I �I �-;;� -�s_s�rr�.sr . �°.; i, #; � —� ��' {� �" � �` i� I� . .� C �� `} �� 4� �� Parrther take �! �� i i �( �� ':� � i � � � �; ,�� :� �; ` kent '�' -� �� .� !�; .��' . iake Younqs �� i : P ] y'��.-��_—.— _L_Ji_�._i� . I; -=------�:. _ — - -- = ----___ �.aoeT ��i.._::-_��I �, . �� '`�� , � � i; �: � �� i ��, 212TM-3� '�I �. 'i — -�r--. �� A�1 � i� ts'i -- ---� {! ` 1(� � �I• � $ >� <G . I �x�arH_ �� j � =I ti, ;,� I � � O �` �. �, � � � 6,: �. �i ��%', � .!r � _ �� .�: �! 7t `[ �� _��---SE224TH�ST_ � � II � � j� �T'�'� �' �' -- r---- �'T. S i � � � ';:'.I �r I � � � , . , � , � . � � {Cl2mQKiqCo�.Ry,` z.� � i� ` - +761it�j�. ti. _ _ _ __ __ . _ --- _- -- �� 1 '��Y��rll SAO Stroam f.f Stroams hMghways � p�� 190 Ysar Fbodplain � Jncorporaled Ana � c�2�..r�ir � SAO 1Metland . Stifets � ci�2S�nrmid ' � Mj�y� � CI�] �� , Uad�id � t.ao � lskas�nd Larga Rivers I - .._ _.. . .. . . _ _ - _ _ .. . The infortnation inciuded on this map has been compiled by King County staff from a variery of sources and is sub}ect to change wfthout notice.King County makes no representations or warranties,express or implied,as to accuracy,corr�leteness,timeliness,or rights to the use of such informadon.King County shall not be liable for any general,speaal,indirect,incidental,or consequential damages including,but not limited to,lost revenues or lost profits resulting from the use or misuse of the informa[ion contained on this map.Any sale of this map or information on this map is prohibited except by written permission of King County. Date:3-13-2007 Source:King County iMAP-Sensitive Areas (http:!lwww.metrokc.govlGlS/iMAP) FIGURE 9 100 YEAT FLOOD PLAIN&WETLAND MAP http://www�.metrokc.gov/servlet/com.esri.esrimap.Esrimap?ServiceName=overview&ClientV ersion... 3/I 3/2007 Map Output Page 1 of 1 ' ��Y _ __ iMAP � ' ,}' . _._ ,. .q',. . .._y ._. . �_.- -. - .�� ,_ ,: . � � Q,O ,:SE_»�rH sr----=-_ -- -- - - � StM�ItSLST_ �` - r---�-- �— S.f - �T�uk il __~,,�� , � �� ;; �Jy �� !; � "�r �'i � �I a�� ' 1 �� ; Q� �:;' �'+! 1 w z; li i �? .-i .. . �+ < g, � � Rent ;; =i -;; ,,.. �; , n: . ~:` ;� �i � i�; �; �` :� �: ; �: ; ,: i; �; ;, ,: ' ' 'L_._.._-- _.i., t.—..c:�_::-:-.SE 1�ID Sf_ i r:r. .::�--_-:.._... _ ; _ ._.._. . _. . i' � Ea � .. _ . _��.__,... - . t ;i .... ----__—._ I, . �i ' ! I . . .._ - ''_5.196TH-ST� �; i� ` � I i Or o :. r . W�; � li j� � ?i � ' �� .Parrther Lake �� ,ii I �� }I �� I ��+ ` Lake Youngs . Ker�t '�' � <� �I '�` • �� l -�___--.�r:..--.._,�__�_��---!sF aoeT„.sr�._- :--.-_. �� L : . �� g,___._`�.J_ - -- ---�� ' �� i -�---5.212tH_ST__�S212TM.ST ti �) i� ---------��---_--��r-.-_ -y � � i� =E . �; y, i' �� I � . '�� ua� ----� � �I j ° � �'� r s s�3tH. � au� � ' 4 s "�-_— � � I; � � � t-I � �J a�+� m�� e �j' � n ^ �f . !�� li - .,;' 1` ;��; :-• ••� - _-_._ _,_.�-_.... _-----_:--_–_ �'--'`"' � SE YlATM-ST.. .. �! Q ,+ �� .�j r = S 228TH IS7 '� .,r ��j ]:.----- i) i� �; �� I! t� � `;, if , � # II E =i . a � 1�12om Kip Gousiy , r`' �j '� �� 781 R jl�„ � �I _ _ -- �YgYfll� � � Courrty Bountfary � trp�w,y � SAa Sai�mie Mighways '' � � lnca�poralad Arva � e�..� � u«.s�,�a�.r�Y.� �c�� _ ... _ _.. ------. . _ ... . __ . _- - . _--- The infortnallon 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 Counry shall not be liable for any general,special,indirect,incidental,or consequential damages including,but not limited to,lost revenues or lost profits resutting from ; I 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 I Counry. i Date:3-13-2007 Source:King County iMAP-Sensitive Areas (http:l/www.metrokc.gov/GIS1iMAP� FIGURE 10 II SEISMIC HAZARD AREAS MAP i http://www5.metrokc.gov/servlet/com.esri.esrimap.Esrimap?ServiceName=overview&ClientVersion... 3/13/2007 ' � ''d b C�7 z d � � � TABLE 1 DOWNSTREAM TABLE SURFACE WATER DESIGN MANUAL, CORE REQUIREMENT#2 DOWNSTREAM PATH BASIN: SOOS CREEK ' ,�."�I Draina e , ainage;Campon t�f��•�i , a i lope ;,;i�,; Distan�e Ext�stin„g Pr„bls,tp,s Polantial Problems QUServations Qf;fi�;lci inspeNr�kot`::; ;,:, I, , � �i, g Qf, �� r �' �Ii � -., �I'�^i' ° `' "�fl'1 0110f1t T . @ r i:�', i!, � S r1 �Tdf1l i��i dH H� '�p x+ �Y jli�l ��:� ' :4� y [ m� rr�h,:Yif i ��.,'.,, . , �;�.!d , �:, C P �YP ,.��i�, , � � p, ,i��r,�,�'��( ,� 'i,i,�'��r, ,,�,Fro►�.�� ,�.,r,�� ,,,;.. �aurG��reviaw�r,or'resitt�n��, � �� ' .,,� �` �;, � �s �ia � � i i ii tl , y I , ' d �� il ,u ildy9� I.i' f i 9iwdll�llilq,��il�� '' �i ,°.,< < ��I i ��- r,Y.�m ,t� ��* ,,�,W,I Name &Size "�" �,�� .,� , f�J��r, Disch� e� �,.��a ��,II_ � ., .a r ,, ',:;�� ;:'� : i:� , ; � �w , "�"�iil, �;w ,^"w�� ConstruCtions, undAr c�pacity, �pond;n'g,f{ibuL�i`Ij�are,likei'ihoQdrbfptpnlerri,:overflo�rl, ��i i . �i,' Type:ysheeb.flo�t swale, ,�I� �, � ��k��+p��, � � �� overtoppiny, flooding; habitat or qrganism pathways,potentiat imp�cY;� � Str am�r,l�annel "e. . dr�ina e basi ver,de th,tYPe ��II�� :. '` �''j�� ` _ � ,` E �`� se p � �'sl�A,�f7a e p of S si ve a ea,v lu�tion,co � P � . /�..1;3<0 ft� . destn,v�t�on, ,.�ccyunng, bank� sGau9h7ng, . . ; ,u e ma � p . �'� 1 , . �' , P�I�1• ,.. �� E ' ?, k.oTi"� �, n .e .:vrV"ile. F� i�uf� �s,i,�r, ir��na:l' ,..'i' S9dItYl89fl��,inCision,Okh@f8f451011. �,1�t�:N�r�x.+a 'rm �n� ;�,� .� surlacaAres � �. � �� : �� • r ��:tif ; - , , � r ;,, , �` � � v � � � ,,�I il" �� ' � ��.�-� a � �.� i� ��.� ,II��'�. �•��°(, , • �., . � . � . . ��f i'p�ilh .�.� n�'Jn :`��u� f, y i' I i i ... .0 . ' '�� `11 IUiPYvF �. A Sheet Flow Lawn, Gravel � 1% 0' None observed None Anticipated None - Refer to Site Plan, Fi ure 2 B V-DITCH On Site Ditch �2% 0' None Observed None Anticipated None- Refer to Site Plan, Fi ure 2 C V-DITCH Alon Access Road 118th Ave SE �2% 0-120' None Observed None Anticipated None- Refer to Site Plan, Fi ure 2 D 12" CMP Alon Access Road 118th Ave SE -2% -120' None Observed None Anticipated None - Refer to Site Plan, Fi ure 2 E V-DITCH Alon SE 188th St �2% 120-200' None Observed None Anticipated None- Refer to Site Plan, Fi ure 2 F 12' CMP Draina e Pipe across Drive way --2% -170' None Observed None Anticipated None- Refer to Site Plan, Fi ure 2 G 12" CMP Draina e Pipe across Se 188th St �2% 200'-230' None Observed None Anticipated None- Refer to Site Plan, Figure 2 None- Refer to Downstream Map, Figure 5. It did not appear to be any H Seasonal stream Seasonal stream with ve etation 7-15% 230'-3000' None Observed None Anticipated obstruction or histo of erosion I Soos Creek Stream dischar es to the creek NA �3000' None Observed None Anticipated KinGJ GOKNty � Flow Control Applications Map � ,i55A �� "+ / � � � � - - �.;� �`-- � ��, �p� r . � '�, �`'r + .�' � y+�i . k� y �, �� 1 — J�/� -� 5�r �: `y-r �Fc..r� � ' � 4 �� , '_ y �•f��Fj �•�� t . RFNI.ON-� ;-� }+. � ��s a ��,.,rjya� �,�- � ,��r •, ,.��,4 � yh,. :r-�'�.�+r.:� ,r ._t .. �5 � J�� 4 �� . � -_ �. � "�iY: � �`F 1 y� }��iT��-._�'� , '-.��'.�`S F..(°7 r" . . �� 3��i:��'+ ;..r � � �„��2� .s� _ G�..�r(��- .r1?�' :1 ;�yL_;;:. � o �3� ��.4�� > �� '.; �� '`t �_��;� t� �� 3..� F �;,�� , `�--'�'� .'n��m.� 1 .-��-�- l Y%a t ��?� � � �_-� `�"= ,, � �. �.�`-}t�-"'�f�c .3R . � s ry =� .'z>�s5` � '. �� ,.,, a'g�. .P#��'i"� � ��, � f � � i �`t�L�� ;'�' ,� � ,; �3.; � ; �� x._ � � :�� - `:� ��n q.�V'•. � }� _ y • I' I� � � '$rt' } �.- ' _ �. II � : �'�7� _ t.�.. PL E �� ' � .� . � , ' . ':. � '—.`'.-.,� . ALLE7 I�I - � _ � ��,- -�� .. . CQ'1NGTJN . . � J � � - � � s -� �' t � �.�� - �. - `. �. �/ �. — -K,. _ � , BLACK�. �'. ' • . ... �� ..... .....� IAMQN, r• . �� . * ir �: :�_; � - - `�..�;_ �� . ; _ � *.. �� ,, � '�� • z _ �� 1- 2 � #� ��. :� ` - �V E Y a - `,�a�:_ t �., �,r,r- -,.��-,��,�F.:_. PIERCE COUNTY � w �y� �"� � � - :. . ' � Basin Bourtdary�fhicker line designa'es � Bosic Flow Conhol Areas areas with p�blished Basin%ans) _ Conservdion Flow CoNrol Anas •—•—�— Urban Growlh Area Boundary Mojor Reoeiving Woters �_'._._.� _ Fbod Ptoblgm Flow Co�N1d Nsns See Dae%R0.schorpe�Ntu�m�eer 3 � i-----' Incorporoled Area �nu.o iow.�t.o.��. Ny.aac lo4a.and Pm�h.r laka 1.C.du Wr ]S�wqwlm.0.+a � Foresl ProducNon Zone Area z.se.�„,.�,n u... � wa,nd,h.sa.+. 3.WF:r/SmdRh.r e�.dµdd. A.Seull Fw4 SkyYeM�h tivv 8 W D�Swnd S.'aA Wwr 9.bY.wa�h:ngwn 6 G.wn/DwamlJ�0.i..� l0.tnlu5emmami�h 6�bw W d ad a6o+s R I! � King County Department of Natural Resources and Parks Waterand Land Amources Oivision o z 4Niee � - M:mlrxii�w u ol ih a map ia w Aa61�or►u �`-`"�'�0a S•ormmab Map Set�Kng Co�ny.Mep�cl �,�, �. .,m........r w......-......,..,.. .�,.....<..�.o, ..�_�.,.-�..., h.ep:/i..�✓w. 1o4c9or/9��/moppo+'VJ.AAP_main.km _�... , .. Kinp Cuu�f Wa�er an�I.a�d Remurce�Nvls�n-D�ai�ge ServN:es Sect�n Printed: 08/15/2008 12:37:10 PM I�be� Type iypo ot P�'obrol Ardr�sa et� �ovnMnts ikes P�e 1975-0076 C FLDG RD WY/FLD'D/112TN AVE SE/SE 186TH 686E2 1979-0047 C 11403 SE 204TH ST SOIL BULLDOZED/PANTHER LK AREA 686E2 1986-1166 C FLDG 11202 SE 186TH ST STORM OVERFLOW 686E2 1986-1185 C FLDG 11202 SE 186TH ST SEE:86-1166 BRYANT, BILL 686E2 1986-1190 C FLDG 11001 SE 186TH ST BASEMENT GETTING WATER 686E2 1987-0334 C DRNG 11202 SE 186TH ST CULVERTS BLOCKED 86-1166,1185 686E2 1987-0471 C FLDG 11202 SE 186TH ST SPRING GLEN 86-1166,1185 686E2 1987-0545 C DRNG 18627 109TH AVE SE INADEQUATE SYSTEM 686E2 1989-0650 C DRNG 16631 111TH PL SE S/W DRNG AND DAMAGE 686E2 1989-0700 X DRNG 18631 111TN PL SE WATER ON SIDEWALK/89-0650 FRITON 686E2 1990-0075 C DRNG 11254 SE 186TH ST PLUGGED CULVERT/STORM 686E2 1990-0141 C FLDG 18400 112TH AVE SE POND OVERFLOW/90- 686E2 1990-0149 C FLDG 11202 SE 186TH ST R/D POND OVERFLOW/ROBERT/STORM 686E2 1990-0231 C DRNG 18425 112TH AVE SE R/D POND OVERFLOW/STORM 90- 686E2 1990-0235 C FLDG 11202 SE 186TH ST WATER IN BASEMENT/STORM/90- 686E2 1990-0274 C FLDG 11022 SE 184TH PL R/D POND FLOODEDISTORM 686E2 1990-0342 C FLDG 11202 SE 186TH ST R/D POND/ROBERT/STORM EVENT 686E2 1990-0372 X DRNG 11202 SE 186TH ST R/D PONDS OVERFLOW9/90- 686E2 1990-0709 CL FLDG 18504 112TH AVE SE CL#12959 SEE CL#13224 DUE 686E2 1990-0884 C DRNG 18427 112TH AVE SE R/D POND DRAINAGE/STORM 686E2 1990-1061 CL FLDG 11202 SE 186TH ST CL#13224 SEE CL#12959 GARAGE 686E2 1990-1186 CL FLDG 11044 SE 186TH ST MEMO/RUDDELLS STUDY TO PA 686E2 , 1990-1212 C DITCH 11044 SE 186TH ST RD/SIDE DITCH-FILU90-1186 686E2 1990-1212 E FILUDIT 11044 SE 186TH ST WILL START WORK 09l20 CHK ON 09/30/93 686E2 1990-1212 ER FILUDIT 11044 SE 186TH ST RUDELLS STUDY 686E2 1990-1226 C DRNG 18615 107TH AVE SE FLOODED BASEMENT/BAD ROADWAY 686E2 1990-1445 C DRNG 18427 112TH AVE SE R/D POND OVERFLOWING TO STUDY/91- 686E2 1990-1530 SR FLDG 18427 112TH AVE SE STORM EVENT 686E2 1990-1531 SR FLDG 18427 112TH AVE SE STORM EVENT NOT NDAP 686E2 1991-0150 C DRNG 18624 112TH AVE SE 686E2 1991-0150 SR DRNG 18624 112TH AVE SE NOT NDAP 686E2 1991-0196 C FLDG 18425 112TH AVE SE 686E2 1991-0196 SR FLDG 18425 112TH AVE SE NOT NDAP 686E2 1991-0253 C DRNG 11254 SE 186TH ST 686E2 1991-0438 S1 SPK TO FINISH S1 3/4-S2 TO'92 CON 686E2 1991-0667 CL DRNG 18427 112TH AVE SE SEE 91-0438 SEE RUDDELLS 686E2 1991-0837 C DAMAGEC 19001 11fiTH AVE SE C/B BELOW GRADE 686E2 1991-1095 C FLDG 11200 SE 186TH ST RUDDELL POND OVERFLOW 686E2 1991-1132 C DRAINAGE 19006 116TH AVE SE INFO TO PM&D 686E2 1991-1149 X FLDG R/D 11200 SE 184TH ST CCF#SWM-1031 R/D PONDCAPICITY 686E2 1994-0038 C PONDING 11430 SE 192ND ST POSS GRADING/FILLING VIOLATION 686E2 1996-0805 C DRNG 19400 120TH AVE SE DRAINGE FLOW QUESTION DEVELOP INF0686E2 1996-1564 C DRNG 18908 113TH WAY SE PRiVATE PROPERTY IMPACT TO PVT 686E2 1997-1123 C GRADING 18908 113TH WAY SE PVT PROP IMPACT NO DRNG INSTALLED 686E2 1997-1123 R GRADING 18908 113TH WAY SE PVT PROP IMPACT NO DRNG INSTALLED 686E2 1998-0019 C DRAINAGE 19016 116TH AVE SE NEW GRAVEL RD POSSIBLE PVT PROP 686E2 1998-0058 C DRAINAGE 18820 116TH AVE SE SFR CONST IMPACTING ADJACENT 686E2 1999-0306 C DRAINAGE 11618 SE 188TH ST ADJACENT PROP PAVED 2500 SQ FT 686E2 2000-0572 C DDM ACROS 19029 120TH AVE SE APPARENT FILLING OF ROADSIDE 686E2 2000-0572 R DDM ACROS 19029 120TH AVE SE APPARENT FILLING OF ROADSIDE 686E2 2002-0553 C DTA 19013 114TH CT SE CONCERN REGARDING POSSIBLE 686E2 2003-0847 C DDM 19230 116TH AVE SE APPARENT OBSTRUCTION OF OFFSITE 686E2 2003-0847 NDA- DDM 19230 116TH AVE SE APPARENT OBSTRUCTION OF OFFSITE fi86E2 2003-0847 R DDM 19230 116TH AVE SE APPARENT OBSTRUCTION OF OFFSITE 686E2 I�ier Type T�ot Prlbha Ari'a=of Prerlem C�wb Tb�� 2005-0428 C RFN 19128 113TH WY SE Water flows across sidewalk from water 686E2 2005-0682 FCR MNM 19133 113TH WY SE Referral from KC Health. Rats in D91898. 686E2 2006-0299 C RFN 18621 116TH AVE SE Broken drainage pipe �r Benson Hill Elem 686E2 2006-0450 C DTA 18621 116TH AVE SE Schoo!const causing water seepage into 686E2 2007-0221 C DTA 19128 113TH WY SE Request permission to remove veg from 686E2 Page 2 of 2 i St. Thomas Orthodox Church ��-a �'(�J�,�� ('� DR,4INAGE REPORT � Appendix B — Drainage Design � Pre-developed Sub�asin Map B-1 Developed Sub-basin Map B-2 Pre-developed HydroCAD Summary B-3 Developed HydroCAD Summary B-4 Bio-swale HydroCAD Summary B-5 Bio-swale Calculations B-6 Capacity and Conveyance Calculations B-7 Storm Drainage Plans B-8 St. Thomas Orthodox Church iJ�• ��a �'�1��,�� r, DRAINAGE REPORT 'f1�� __� B-1 Pre-developed Sub�asin Map _ PRE-DEVELOPED SUB-BASIN � _ � U v� a � x m —�� O �� m � ..�.:I . SCALE 1" = 30 FT. O �m N no'�....—.-l--_.. v� � �} � , � vwn ar uuvux�uexr M ua an � �i � r, p �� O � � ' o 72'CONC NOt'21'44"E / I O � __ Zs_�B 6.SLI � 1.1R � � I \ +�� I � ' ��'�, � . "--�� ,—�,.—_.�,-�-_ �9 �� / 12"`CMP . ` " .. N I � � � ___ _. \ I _ 1851F � -�.1X ."+�—�--snl�'�� EXISTING � � i _ HOMF 41'J SF � o� � 610 SF ASPHALT \ I' �y � � � ' 7.580 SF.' � ___ DRIVEWAY) ,1� � GRAVEL � "' . — / o I �RIVfWAY/PARKIN(i •'i \ � � x .�. , ��`. . .�'�� - w . 1 382 SF r� CONCRETE I\��: � . .'.'., ...ALNWAV�UftIVIWAY � -�``---_�_- _ _ - : � I � ��I' . T • � l p � I 909 SF `. „ � /� I �.' �' ��,•'�� . �� 5 I a r �i �o \ 12"�CMP '� �� r CONCREfE , �..— '"...... "��"�"... PA�S�WALNWAV --�' . I � E ' _`__ ... 2 LF O 0 J. p I � ' 4.; ��l � �I I i � i � � —� - -- �, ow,iHnce � � � DITCH I � i CXISTING I � I � A I �\ ♦ .� � ' HOME g �%� i . 1.815 SF %� � I EXISTING EXISiWG � I STORAGE SHED .,�� I '� � I m n \ SF 1.488 SF \ % • � �I - I / !� - - - � � `I� I ,� /� _ I �. \ �� 12"CMP 21LF O O.6R . I I � I �. _ + � 14"CMP I � � � .��==W��_�l� _ \ � 4 PVC 1J SLF 0 1 9 I I 4 x_ x-x- �Mp ` t \ � -- _ — �_� r� 2 5LFSb'1 J '=z-��'=�� _—K-.—% x�—_,x�—x �.--�c". . . .. . ' I ��$� — __ ._ _ . . --��.s -M—�'__ � ��..�T_ _— —504-- __ � ��yg , 3347 SF �.:.- . . T NI �. I «�S GRAVEL ROAD - .��s''' l ' � '"�e � � � � - ^ �i0.1' ' +y'�y " � . 118TIi.AVC SE � E 8 E fi 296.50' f,�� 12'CMP � 26.5LF m 1,5% I I _ � � � ( ; � � �� ' � 12"CMF' � � e p � ,m A � I Sf. Thomas Orthodox Church ,fi��.=j-��ta �'��,��r'�' DRAlNAGE REPORT � B-2 Developed Sulrbasin Map _ DEVELOPED SUB-BASIN � _ U Z � _ — O m T` '�, SCALE 1"- 30 Ff. � �� m � O „ � �a' — � _ —i cn a�..��.��. � y� o 5�5(� .. �R O � w t � o N = � I Q W � w � i z'coNc O � / � __ N01'21'44"E / I �. 2 � -- 296_7A' I 6.5LF O 1.1R � I $ �/ /i'��-�- _--� �—_�._� \ I. � �' � + + + N (n . / F 1' / $'J_.— ��I.r _ � � � i I �d��y ,p' 18�71� �� . � .� � — I "��: NSS4A � �� g� � '�y / ASPHALT J' � � J. / , EW 7 00 0 � ' � ti , � / � � ; � � I\ -- — ._,�,i� �_ � \ � � � - ,.� go 1 i` I�i —12'CONC � 62LF 01.0X ri I \ / \ i ' � _ >��"'�\_ _ 4 �� . i @� � / �. g I m � —� \ -- � \ :I � ��oI g � PItOPOSC�CHURCH �, � � I a (FUTURE E%PANSION) � � \ _ I : i•,� EXISTING � ~o I p \ 3,970 SF - HOME � � '� / � ,.a,s s� �1 �I � � � � � !� �I: ;- JI�-a� �I i � \ I. . • � I_ DIOISWALE BIO-SWKE 1 � _ 'i � •I� � I � / _ �_� ` — _ I I � ' I _ l � H,�� I ` � /,f\ 1!"f.MP• m I I �� ,�� ----/�� ' ' I � ,�4'PVC� \3.SLF O 1,9A I F i_ � " �—�——� �� 4�g — — v __v —1;'�-@�AP h � �g F — —. _�_��. 3Y.SLNd1.3 �� — x�—z—y-_ __"- _ — . i�3 a - -- ---soa-� _ � x� `.� -- 3.341 SF .- I �� CRAVEL ROAD --ou`�' , _' _ _ . -.- .r ` 11 ATH AVE SE i I � �I-0 ��'� � 1 298 30' 12'CMP 26.SLF O 1.5% I I 8+50�� R i � � �� l.� � � i�•r.ur Q i � � �m e @ St. Thomas Orthodox Church ��s��a �'�1��,�� r'r, DRAINAGE REPORT ' � B-3 Pr�developed HydroCAD Summary St Thomas Prepared by Alta Cascade, Inc. Printed 1/22/2010 HydroCADO 9.00 sln 02638 O 2009 HvdroCAD Software Solutions LLC Page 1 Area Listing(selected nodes) Area CN Description (acres) (subcatchment-numbers) 0.666 74 >75% Grass cover, Good, HSG C (P1) 0.291 89 Gravel roads, HSG C (P1) 0.010 98 Asphalt (P1) 0.103 98 Building Roof (P1) 0.053 98 Concrete (P1) 1.122 TOTAL AREA St Thomas Type!A 24-hr 2-yr, 24-hr Rainfall=2.00" Prepared by Alta Cascade, Inc. Printed 1/22/2010 HydroCADO 9.00 s/n 02638 O 2009 HydroCAD Software Solutions LLC Page 2 Subcatchment P1: Pre-Developed Hydrograph _ _ _. _ __ _ __ _ _ 0.11 _ : , , ■Runoff 0.105 o.�a� � � � � � . . o., :-- _, ---�---T-- ;--- ; --_ TYPe lA 24-hr 2-yr o.oss -- ---�- T-- -;-- ; ---- o.� _ ---_ _---�---�-- ; _ _; _ 24-hr �.ObS ---__ _--�---r-------------- _ _ o.os : _ _ --------- -;-- . Rainfa11=2.00" 0.075 , ---__ _ ____ --------;-- _ _ _ _ o.o� - --- -_ _ _ ---�---- _ _ Runoff Area=48,853 s# �,o.oss ___ ;-- � 0.�6 --_ _ �-- -Runoff Volume=0.046 af a�0.055 _ _ . _ ,� 0.05 i-- _ _ _ __ __ Runo�f Depth>0.49" O.Q45 --- � �__ 0.04 ----- _ _ _ . 0.035 , . -- _...- -- __ ' Tc=13.7 m�n o.os - -;-- -- --�__ , __ __ a.o25 ;_ , - - ' ; ; CN=81 � o.oz --- �- - �-- � ___ � 0.015 _ _ _ _ _ '- _ _ 0.01 _ ___ _ _ _ 0.005 p , . 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) St Thomas Type lA 24-hr 2-yr, 24-hr Rainfa11=2.00" Prepared by Alta Cascade, Inc. Printed 1/22/2010 HvdroCADO 9.00 s/n 02638 O 2009 HydroCAD Software Solutions LLC Paae 3 Hydrograph for Subcatchment P1: Pre-Developed Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inches) (inches) {cfs) 5.00 0.31 0.00 0.00 18.00 1.72 0.43 0.04 5.25 0.34 0.00 0.00 18.25 1.73 0.44 0.04 5.50 0.36 0.00 0.00 18.50 1.75 0.45 0.04 5.75 0.39 0.00 0.00 18.75 1.76 0.46 0.04 6.00 0.41 0.00 0.00 19.00 1.77 0.47 0.04 6.25 0.44 0.00 0.00 19.25 1.79 0.47 0.04 6.50 0.47 0.00 0.00 19.50 1.80 0.48 0.03 6.75 0.50 0.00 0.00 19.75 1.81 0.49 0.03 7.00 0.54 0.00 0.00 20.00 1.83 0.50 0.03 7.25 0.57 0.00 0.01 7.50 0.62 0.01 0.02 7.75 0.73 0.03 0.06 8.00 0.85 0.05 0.10 8.25 0.91 0.07 0.09 8.50 0.96 0.08 0.07 8.75 1.00 0.10 0.07 9.00 1.04 0.11 0.06 9.25 1.07 0.12 0.05 9.50 1.10 0.13 0.05 9.75 1.13 0.14 0.05 10.00 1.15 0.15 0.05 10.25 1.18 0.16 0.05 10.50 1.20 0.17 0.04 10.75 1.23 0.18 0.04 11.00 1.25 0.19 0.04 , 11.25 1.27 0.20 0.04 11.50 1.29 0.21 0.04 ' 11.75 1.31 0.22 0.04 12.00 1.33 0.23 0.04 12.25 1.35 0.24 0.04 12.50 1.37 0.25 0.04 12.75 1.38 0.26 0.04 13.00 1.40 0.27 0.04 1325 1.42 027 0.04 13.50 1.44 0.28 0.04 13.75 1.46 0.29 0.04 14.00 1.47 0.30 0.04 14.25 1.49 0.31 0.04 14.50 1.51 0.32 0.04 14.75 1.52 0.33 0.04 ' 15.00 1.54 0.33 0.04 ' 15.25 1.55 0.34 0.04 ' 15.50 1.57 0.35 0.04 i 15.75 1.59 0.36 0.04 , 16.00 1.60 0.37 0.04 '� 16.25. 1.62 0.38 0.04 I 16.50 1.63 0.39 0.04 � 16.75 1.65 0.39 0.04 i 17.00 1.66 0.40 0.04 I 17.25 1.68 0.41 0.04 I 17.50 1.69 0.42 0.04 i 17.75 1.71 0.43 0.04 St Thomas Type!A 24-hr 25-yr, 24-hr Rainfa11=3.40" Prepared by Alta Cascade, Inc. Printed 1/22/2010 HydroCADO 9.00 s/n 02638 O 2009 HydroCAD Software Solutions LLC Page 4 Subcatchmer�t P1: Pre-Developed Hydrograph 0.4 __ _ 0 Runoff 0.38 , o.s�� —_ � ---,- -- -- -- - _.. _ . 0.36 =_ ; --; ;-- --- --- Type lA 24-hr 25-yr 0.34 _._ _ __ ----r -*-- ----. , _ -- . _ ' _ 0.32 _ _ __; _;_ _ _ � __ 24-hr , , 0.3 , -----_ _ -. ----;---�- -._ _ Rainfa11=3.40"_ o.2a __ ____ . _ _ ___--�----i--_ _ 0.26 � Runoff Area=48,853 sf a 0.24 - r r- r � o.Zz __ _ _ - r.-- ,_ __ Ru noff Volume=0.129 a#_ _ , � 0,8 :__ __ :_ �-- . . Runoff Dep#h>1�38"- °.,s ` ` . Flow Length=326' 0.,4 --- -__ _ _ 0.,2 _ _ _ _ _ _ _ __ _ _ Tc=13.7 min o., _ _ _ _ _ _ __. _ _:___ - 0.08 __ _ _ __ __ ___ o.os _ _ _ __ - -__ _ _ 0.04 _ _ - o.oz o , , � , , , . 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) St Thomas Type lA 24-hr 25-yr, 24-hr Rainfall=3.40" Prepared by Alta Cascade, Inc. Printed 1/22/2010 HydroCADO 9.00 s/n 02638 O 2009 HvdroCAD Software Solutions LLC Page 5 Hydrograph for Subcatchment P1: Pre-Developed Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 5.00 0.53 0.00 0.00 18.00 2.92 1.25 0.08 5.25 0.57 0.00 0.01 18.25 2.95 1.27 0.08 5.50 0.61 0.01 0.02 18.50 2.97 1.29 0.08 5.75 0.65 0.01 0.02 18.75 2.99 1.31 0.08 6.00 0.70 0.02 0.03 19.00 3.02 1.33 0.08 6.25 0.75 0.03 0.04 19.25 3.04 1.34 0.08 6.50 0.81 0.04 0.05 19.50 3.06 1.36 0.08 6.75 0.86 0.05 0.05 19.75 3.08 1.38 0.08 7.00 0.91 0.07 0.06 20.00 3.10 1.39 0.08 7.25 0.98 0.09 0.08 7.50 1.05 0.12 0.11 7.75 1.25 0.19 0.26 8.00 1.45 0.29 0.37 8.25 1.55 0.34 0.30 8.50 1.63 0.39 0.23 'I 8.75 1.71 0.43 0.20 �� 9.00 1.77 0.46 0.18 �I 9.25 1.82 0.49 0.15 , 9.50 1.87 0.52 0.14 � 9.75 1.92 0.55 0.13 10.00 1.96 0.58 0.13 ' 10.25 2.00 0.61 0.12 ' 10.50 2.04 0.63 0.12 ', 10.75 2.08 0.66 0.12 I 11.00 2.12 0.68 0.11 ' 11.25 2.16 0.71 0.11 �, 11.50 2.19 0.73 0.11 � 11.75 2.23 0.75 0.10 12.00 2.26 0.77 0.10 12.25 2.29 0.80 0.10 12.50 2.32 0.82 0.10 12.75 2.35 0.84 0.10 13.00 2.38 0.86 0.10 13.25 2.41 0.88 0.10 ' 13.50 2.44 0.90 0.10 �', 13.75 2.47 0.92 0.09 I 14.00 2.50 0.94 0.09 14.25 2.53 0.96 0.09 , 14.50 2.56 0.99 0.09 14.75 2.59 1.01 0.09 , 15.00 2.62 1.03 0.09 i 15.25 2.64 1.05 0.09 '! 15.50 2.67 1.07 0.09 ' 15.75 2.70 1.09 0.09 ' 16.00 2.72 1.10 0.09 16.25 2.75 1.12 0.09 16.50 2.78 1.14 0.09 16.75 2.80 1.16 0.09 17.00 2.83 1.18 0.09 17.25 2.85 1.20 0.09 17.50 2.88 1.22 0.08 17.75 2.90 1.24 0.08 St Thomas Type IA 24-hr 100-yr, 24-hr Rainfall=3.�_ Prepared by Alta Cascade, Inc. Printed 1/22/20 HydroCADO 9.00 s/n 02638 O 2009 HvdroCAD Software Solutions LLC "' Subcatchment P1: Pre-Developed Hydrograph _ - _ _ _ _ ; 0.5- o.ee crs � ._�� __ ___ _ _ ---�--_ _ _ _TYPe tA 24-hr 100-yr � 0.45 � I, _._ ___�_.__L----,--- --__ _ 24-hr � � � � � , �.4 _ i � � � --_- _---i- ---�----�— _ Rainfa11=3.90" 0.35 � � _ __ Runoff Area=48,853 sf a 0.3 Runoff Volume=0.162 af � _ __ _ __ _ � °.25 Runoff Depth>1.73" , � __r- . _ . _ . -,--- , _ ____ _ _ �2 ' Flow Length=326' _ _ _— _ _ __ _ _ o.,s Tc=13.7 min o., _ _ _ _ _. _ �.�5 p , , . . 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) JL I (lOfTlc'�S �yNc i�1 c�+-I�r �v'v-y�, ��+-Iu izair�raii=�.yv Prepared by Alta Cascade, Inc. Printed 1/22/2010 HydroCADO 9.00 s/n 02638 O 2009 HydroCAD Software Solutions LLC Pa,ge 7 Hydrograph for Subcatchment P1: Pre-Developed Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) �hours) (inches) (inches) (cfs) 5.00 0.61 0.01 0.01 18.00 3.35 1.59 0.10 5.25 0.65 0.01 0.02 18.25 3.38 1.61 0.10 5.50 0.70 0.02 0.03 18.50 3.41 1.63 0.10 5.75 0.75 0.03 0.04 18.75 3.43 1.65 0.10 6.00 0.80 0.04 0.05 19.00 3.46 1.68 0.10 6.25 0.86 0.06 0.06 19.25 3.48 1.70 0.09 6.50 0.92 0.07 0.07 19.50 3.51 1.72 0.09 6.75 0.98 0.09 0.08 19.75 3.53 1.74 0.09 7.00 1.05 0.11 0.09 20.00 3.56 1.76 0.09 7.25 1.12 0.14 0.11 7.50 1.21 0.18 0.15 7.75 1.43 0.28 0.35 8.00 1.66 0.40 0.48 8.25 1.78 0.47 0.38 8.50 1.87 0.53 0.29 8.75 1.96 0.58 0.25 9.00 2.03 0.62 0.22 9.25 2.09 0.66 0.19 9.50 2.14 0.70 0.17 9.75 2.20 0.73 0.17 10.00 225 0.77 0.16 10.25 2.30 0.80 0.15 10.50 2.34 0.83 0.15 10.75 2.39 0.86 0.14 11.00 2.43 0.90 0.14 11.25 2.48 0.92 0.14 11.50 2.52 0.95 0.13 11.75 2.55 0.98 0.13 12.00 2.59 1.01 0.12 12.25 2.63 1.03 0.12 12.50 2.66 1.06 0.12 12.75 2.70 1.09 0.12 13.00 2.73 1.11 0.12 13.25 2_77 1.14 0.12 13.50 2.80 1.16 0.12 13.75 2.84 1.19 0.11 14.00 2.87 1.21 0.11 14.25 2.90 1.24 0.11 14.50 2.94 1.26 0.11 14.75 2.97 1.29 0.11 15.00 3.00 1.31 0.11 15.25 3.03 1.34 0.11 15.50 3.06 1.36 0.11 15.75 3.09 1.39 0.11 16.00 3.12 1.41 0.11 16.25 3.15 1.43 0.11 16.50 3.18 1.46 0.11 16.75 3.21 1.48 0.10 17.00 3.24 1.50 0.10 17.25 3.27 1.52 0.10 17.50 3.30 1.55 0.10 17.75 3.33 1.57 0.10 Sf. Thomas Orthodox Church ,�1��ta �'��1 r�� DRAINAGE REPORT � B� Developed HydroCAD Summary I St Thomas Prepared by Alta Cascade, Inc. Printed 1/22/2010 HydroCADO 9.00 s/n 02638 O 2009 HvdroCAD Software Solutions LLC Page 1 Area Listing(selecbed nodes) Area CN Description (acres) (subcatchment-numbers) 0.444 74 >75% Grass cover, Good, HSG C (D1) 0.096 89 Gravel roads, HSG C (D1) 0.430 98 Asphalt (D1) 0.132 98 Building Roof (D1) 0.020 98 Concrete {D1) 1.121 TOTAL AREA St Thomas Type IA 24-hr 2-yr, 24-hr Rainfal1=2.00" Prepared by Alta Cascade, Inc. Printed 1/22/2010 HvdroCADO 9.00 s/n 02638 O 2009 HydroCAD Software Solutions LLC Paqe 2 Subcatchment D1: Developed Hydrograph 0.28 ,_ ■Runoff 0.26 ,: o.zs�rs � � __ , __ -�-- �--- ------- _TYPe lA 24-hr Z-yr , , o.2a � � � � � � __ _ _--------�-- -i-- �----�--___ _ _ 0.22 ; , --- , 24-hr _ _._.�...--_ ;...._ .----r----r-----r-----r-----�__.___ _._.. .. .. . .. . . _ .. . . . . . _ . ._ _ _ 0.2 � � � � _._.__ _ ____.__--�----;--- ;-__ Rainfa11=2.Q0"_ � � � o.,$ - -_ ___.__ ----'�- ----- ._ RunoffArea=48,851 sf � o.,s �� ---�_ __ _-- ----�'- ---- _. RunoffVolume=0.077a# � , � o.ia _- - �}--_ _ ----------__ LL 0.12 ;__ Runoff Depth>0.82" --- __ _ ----_ _-- �--- _ _ _ o., ' Flow Length=266' __._._._ _ - --- - _ _ _ _ _ _ _ _ __ ___ _ �.�$ Tc=3.6 m i n o.os 0.04 o.oz o � , � . , , � ; , ,�� , . ;� . 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) St Thomas Type IA 24-hr 2-yr, 24-hr Rainfa11=2.00" Prepared by Alta Cascade, Inc. Printed 1/22/2010 HydroCAD�9.00 s/n 02638 O 2009 HydroCAD Software Solutions LLC Pape 3 Hydrograph for Subcatchment D1: Developed Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 5.00 0.31 0.00 0.00 18.00 1.72 0.74 0.05 5.25 0.34 0.00 0.01 18.25 1.73 0.76 0.05 5.50 0.36 0.01 0.01 18.50 1.75 0.77 0.05 5.75 0.39 0.01 0.02 18.75 1.76 0.78 0.05 6.00 0.41 0.01 0.02 19.00 1.77 0.79 0.05 6.25 0.44 0.02 0.03 19.25 1.79 0.80 0.05 6.50 0.47 0.03 0.03 19.50 1.80 0.81 0.05 6.75 0.50 0.03 0.04 19.75 1.81 0.82 0.04 7.00 0.54 0.04 0.04 20.00 1.83 0.83 0.04 7.25 0.57 0.05 0.06 7.50 0.62 0.07 0.08 7.75 0.73 0.12 0.22 8.00 0.85 0.17 0.25 8.25 0.91 0.21 0.15 8.50 0.96 0.23 0.11 8.75 1.00 0.25 0.11 9.00 1.04 0.28 0.10 925 1.07 0.30 0.08 9.50 1.10 0.31 0.08 9.75 1.13 0.33 0.08 10.00 1.15 0.35 0.07 10.25 1.18 0.36 0.07 10.50 1.20 0.38 0.07 10.75 1.23 0.39 0.07 11.00 1.25 0.41 0.07 11.25 1.27 0.42 0.06 11.50 1.29 0.43 0.06 11.75 1.31 0.45 0.06 12.00 1.33 0.46 0.06 12.25 1.35 0.47 0.06 12.50 1.37 0.49 0.06 12.75 1.38 0.50 0.06 13.00 1.40 0.51 0.06 13.25 1.42 0.52 0.06 13.50 1.44 0.54 0.06 13.75 1.46 0.55 0.05 14.00 1.47 0.56 0.05 14.25 1.49 0.57 0.05 14.50 1.51 0.59 0.05 14.75 1.52 0.60 0.05 15.00 1.54 0.61 0.05 15.25 1.55 0.62 0.05 15.50 1.57 0.63 0.05 15.75 1.59 0.64 0.05 16.00 1.60 0.66 0.05 16.25 1.62 0.67 0.05 16.50 1.63 0.68 0.05 16.75 1.65 0.69 0.05 17.00 1.66 0.70 0.05 17.25 1.68 0.71 0.05 17.50 1.69 0.72 0.05 17.75 1.71 0.73 0.05 St Thomas Type IA 24-hr 25-yr, 24-hr Rainfall=3.40" Prepared by Alta Cascade, Inc. Printed 1/22/2010 HvdroCADO 9.00 s!n 02638 O 2009 HydroCAD Software Solutions LLC Paae 4 Subca�chmerrt D1: Developed Hydrograph , - -_ . __ : _ -_ _ ■Runoff 0.65 o sz� - -- _ __ -. --�-- —r--------,----- _ - o.s ; ; � Type lA 24-hr 25-yr ____.--_._ ___ -�----�----�- ------�---- -__ ___ _ 0.55 . � � � � __ _--- _ --�---�--1--------�--- __ 24-hr , , , 0.5 � � � � � Rainfa11=3,40" � � � ----- _ ----------- - _ _ � � o.as � ----' =-- - -- Runoff Area=48,851 sf �, a.a " --'-- --I � - -- - -- -- ----- � RunoffVolume=0.175 af v � D.35 " � ---- _ ___ _- --------- �- - - � RunoffDepth>1.87" a 0.3 ___._...__ _ ------- ,--- _ o.z5 _ Flow Length=266' _ ___ � _ _ __ - -- _ _ 0.2 Tc=3.� min 0.15 � 0.1 0.05 p , , . . , , , , , . . 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) St Thomas Type lA 24-hr 25-yr, 24-hr Rainfall=3.40" Prepared by Alta Cascade, Inc. Printed 1/22/2010 HydroCADO 9.00 s/n 02638 O 2009 HydroCAD Software Solutions LLC Page 5 ' Hydrograph for Subcatchment D1: Developed �'�, Time Precip. Excess Runoff Time Precip. Excess Runoff II (hours) {inches) (inches) (cfs) �hours) (inches) (inches) (cfs) ' 5.00 0.53 0.04 0.05 18.00 2.92 1.75 0.10 i 5.25 0.57 0.05 0.06 18.25 2.95 1.77 0.09 '� 5.50 0.61 0.07 0.07 18.50 2.97 1.79 0.09 i 5.75 0.65 0.08 0.07 18.75 2.99 1.81 0.09 I� 6.00 0.70 0.10 0.09 19.00 3.02 1.83 0.09 'I 6.25 0.75 0.12 0.10 19.25 3.04 1.85 0.09 6.50 0.81 0.15 0.12 19.50 3.06 1.87 0.09 6.75 0.86 0.17 0.12 19.75 3.08 1.89 0.09 7.00 0.91 0.20 0.13 20.00 3.10 1.91 0.09 7.25 0.98 0.24 0.17 7.50 1.05 0.28 0.21 7.75 1.25 0.41 0.57 8.00 1.45 0.54 0.61 8.25 1.55 0.62 0.34 8.50 1.63 0.68 0.25 8.75 1.71 0.73 0.24 9.00 1.77 0.78 0.21 9.25 1.82 0.82 0.19 9.50 1.87 0.86 0.17 9.75 1.92 0.90 0.17 10.00 1.96 0.93 0.16 10.25 2.00 0.97 0.15 10.50 2.04 1.00 0.15 10.75 2.08 1.03 0.15 11.00 2.12 1.06 0.14 11.25 2.16 1.09 0.13 11.50 2.19 1.12 0.13 11.75 2.23 1.15 0.12 12.00 2.26 1.18 0.12 12.25 2.29 1.20 0.12 12.50 2.32 1.23 0.13 12.75 2.35 1.26 0.12 13.00 2.38 1.28 0.12 13.25 2.41 1.31 0.12 13.50 2.44 1.33 0.11 13.75 2.47 1.36 0.11 14.00 2.50 1.38 0.11 14.25 2.53 1.41 0.11 14.50 2.56 1.43 0.11 14.75 2.59 1.46 0.11 15.00 2.62 1.48 0.11 15.25 2.64 1.50 0.11 15.50 2.67 1.53 0.11 15.75 2.70 1.55 0.11 16.00 2.72 1.57 0.10 16.25 2.75 1.60 0.10 16.50 2.78 1.62 0.10 16.75 2.80 1.64 0.10 17.00 2.83 1.66 0.10 17.25 2.85 1.69 0.10 17.50 2.88 1.71 0.10 17.75 2.90 1.73 0.10 St Thomas Type IA 24-hr 100-yr, 24-hr Rainfa11=3.90" Prepared by Alta Cascade, Inc. Printed 1/22/2010 HydroCADO 9.00 s!n 02638 O 2009 HydroCAD Software Solutions LLC Paae 6 Subca�chment D1: Developed Hydrograph I _ ■Runoff 0.8 � � �---- + ____'__ 076ds ____._�,___ �____.____ _____ ._ . .. . .._.. __ __.._._ _.._ ' i : i i i i o.�s �, - —�--�- � � � _'.T _ -- - --- --- � Ype IA 24-hr 100-yr o.� -- -- ---- '�- -�'.__ 1- - ;-- _ 24-hr - , � o.ss I � � _.— —... --- � ---- �--. . _ _ _ __ o.s Rainfa11=3.90" 0.55 - - ----- ----- -_ Runoff Area=48,851 sf � 0.5 ---- _ _-- --- _ . _ _ r-- _ � o.45 ___ _ Runoff Volume=0.211 af _ � 0.4 _ _ _- _ _ _ --- -�----1--__ Runoff Depth>2.26"_ LL 0.35 ---- . _ �_. _.... --- -- 0.3 ' __ Flow Length=266`_ . a.z5 . Tc=3.6 min o.z - _ __ : __ =88_ D.15 __ _ _ _ __ _ _ 0.1 I , , : 0.05 , p , , „ ,� � � , ; . , , 5 6 7 S 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) St Thomas Type lA 24-hr 100-yr, 24-hr Rainfa11=3.90" Prepared by Alta Cascade, Inc. Printed 1/22/2010 HydroCAD�9.00 s/n 02638 O 2009 HydroCAD Software Solutions LLC Paae 7 Hydrograph for Subcatchment D1: Developed Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 5.00 0.61 0.07 0.07 18.00 3.35 2.14 0.11 525 0.65 0.08 0.08 18.25 3.38 2.16 0.11 5.50 0.70 0.10 0.09 18.50 3.41 2.18 0.11 5.75 0.75 0.12 0.10 18.75 3.43 221 0.11 6.00 0.80 0.15 0.11 19.00 3.46 2.23 0.11 6.25 0.86 0.18 0.14 19.25 3.48 2.25 0.11 6.50 0.92 0.21 0.15 19.50 3.51 2.28 0.10 6.75 0.98 0.24 0.15 19.75 3.53 2.30 0.10 7.00 1.05 0.28 0.17 20.00 3.56 2.32 0.10 7.25 1.12 0.32 0.21 7.50 1.21 0.38 0.27 7.75 1.43 0.53 0.70 8.00 1.66 0.70 0.75 , 8.25 1.78 0.79 0.41 '� 8.50 1.87 0.86 0.30 � 8.75 1.96 0.93 0.29 I 9.00 2.03 0.99 0.26 �, 9.25 2.09 1.04 0.22 ' 9.50 2.14 1.08 0.20 ' 9.75 2.20 1.13 0.20 10.00 2.25 1.17 0.19 10.25 2.30 1.21 0.18 10.50 2.34 1.25 0.17 10.75 2.39 1.29 0.17 ' 11.00 2.43 1.32 0.17 ' 11.25 2.48 1.36 0.16 ' 11.50 2.52 1.39 0.15 ' 11.75 2.55 1.43 0.14 ' 12.00 2.59 1.46 0.14 , 12.25 2.63 1.49 0.14 ' 12.50 2.66 1.52 0.15 12.75 2.70 1.55 0.14 13.00 2.73 1.58 0.14 13.25 2.77 1.62 0.14 13.50 2.80 1.65 0.14 13.75 2.84 1.67 0.13 14.00 2.87 1.70 0.13 14.25 2.90 1.73 0.13 14.50 2.94 1.76 . 0.13 14.75 2.97 1.79 0.13 15.00 3.00 1.82 0.13 15.25 3.03 1.85 0.13 15.50 3.06 1.87 0.13 15.75 3.09 1.90 0.12 16.00 3.12 1.93 0.12 16.25 3.15 1.96 0.12 16.50 3.18 1.98 0.12 16.75 3.21 2.01 0.12 17.00 324 2.03 0.12 17.25 3.27 2.06 0.12 17.50 3.30 2.09 0.11 17.75 3.33 2.11 0.11 St. Thomas Orthodox Church d�•._1y1�-a �'��(��r1� DR,4INAGE REPORT �rlF� _� B� Bio�wale HydroCAD Summary ; . St Thomas Prepared by Alta Cascade, Inc. Printed 1/22/2010 HydroCADO 9.00 s/n 02638 O 2009 HvdroCAD Software Solutions LLC Page 1 Area Listing(selected nodes) Area CN Description (acres) (subcatchment-numbers) 0.242 98 Asphalt (WQ1) 0.242 TOTAL AREA St Thomas Type !A 24-hr 2-yr, 24-hr Rainfal1=2.00" Prepared by Alta Cascade, Inc. Printed 1/22/2010 HydroCADO 9.00 s/n 02638 O 2009 HydroCAD Software Solutions LLC Page 2 Subcatchment WQ1:WaterQuality. South Swale Hydrograph 0.12 _. __ .. ■Runoff _ aiiu� -----�-------�----�-----_ 0.115 ___ , � � � o.,, ____ _ - -------r----,----,------ _ TYPe IA 24-hr 2-yr . 0.105 ---- — — __ ' __ � � � ---r----'�---r---,----�----- _ o., .__ _ . __-,-----;-- --;---�-----�---_ _ _ 24-ht' � 0.095 —_ ----� - -�-- -�----� -- 0.09 -_ - _--------� ---} - -�--- �---_ Rainfa11=2.00" o.oas � � _ ;__ . . .. ___ __r 'r__ �_.___�____._ o.o$ �-- --,----�- �-- �----;-- Runoff Area=10,550 sf o.o�s '. ' ---;----;- ' - =---� . � o.o� .- _ - ,---;- �-- ----�- Runoff Volume=0.029 af , � ��os ,-_ _ ---- ----�— � -----�- _ RunoffDepth>1.45" � , , *__ __ _ .'_r' "T' "__" __ ,�o.oss ' __ _ -�-- -� - --- --- Flow Len th=168' � o.os _. --; ; - --_, _ g 0.0�5 _ _ -- -�-- ---- -- -- _ Sfope=0.0120 �� o.oa _ _ _r_ 0.035 _ _ _ _ __ _ - _ ___ Tc=2.8 m i n 0.03 _ __ - _ o.o2s : CN=98 0.02 _ _ _ 0.015 _ __ . _ ___ __ 0.01 , __ _ ___ _ _. __. .. 0.005 p . . . , , , 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) St Thomas Type IA 24-hr 2-yr, 24-hr Rainfa!l=2.00" � Prepared by Alta Cascade, Inc. Printed 1/22/2010 HydroCADO 9.00 s/n 02638 O 2009 HydroCAD Software Solutions LLC Page 3 Hydrograph for Subcatchment WQ1:Water Quality: South Swale Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 5.00 0.31 0.15 0.02 18.00 1.72 1.50 0.01 5.25 0.34 0.17 0.02 18.25 1.73 1.51 0.01 5.50 0.36 0.19 0.02 18.50 1.75 1.52 0.01 5.75 0.39 0.22 0.02 18.75 1.76 1.54 0.01 6.00 0.41 0.24 0.02 19.00 1.77 1.55 0.01 6.25 0.44 0.27 0.03 19.25 1.79 1.56 0.01 6.50 0.47 0.29 0.03 19.50 1.80 1.58 0.01 6.75 0.50 0.32 0.03 19.75 1.81 1.59 0.01 7.00 0.54 0.35 0.03 20.00 1.83 1.60 0.01 7.25 0.57 0.39 0.04 7.50 0.62 0.43 0.04 7.75 0.73 0.53 0.11 8.00 0.85 0.65 0.11 8.25 0.91 0.71 0.06 8.50 0.96 0.75 0.04 8.75 1.00 0.79 0.04 9.00 1.04 0.83 0.03 9.25 1.07 0.86 0.03 9.50 1.10 0.89 0.03 9.75 1.13 0.92 0.03 10.00 1.15 0.94 0.02 10.25 1.18 0.96 0.02 10.50 1.20 0.99 0.02 10.75 1.23 1.01 0.02 11.00 1.25 1.03 0.02 11.25 1.27 1.05 0.02 11.50 1.29 1.07 0.02 11.75 1.31 1.09 0.02 12.00 1.33 1.11 0.02 12.25 1.35 1.13 0.02 12.50 1.37 1.15 0.02 12.75 1.38 1.17 0.02 13.00 1.40 1.18 0.02 13.25 1.42 1.20 0.02 13.50 1.44 1.22 0.02 13.75 1.46 1.24 0.02 14.00 1.47 1.25 0.02 14.25 1.49 1.27 0.02 14.50 1.51 1.29 0.02 14.75 1.52 1.30 0.02 15.00 1.54 1.32 0.02 15.25 1.55 1.33 0.02 15.50 1.57 1.35 0.02 15.75 1.59 1.37 0.02 16.00 1.60 1.38 0.01 16.25 1.62 1.40 0.01 16.50 1.63 1.41 0.01 16.75 1.65 1.43 0.01 17.00 1.66 1.44 0.01 17.25 1.68 1.45 0.01 17.50 1.69 1.47 0.01 17.75 1.71 1.48 0.01 St Thomas Type lA 24-hr 25-yr, 24-hr Rainfal1=3.40" Prepared by Alta Cascade, Inc. Printed 1/22/2010 HydroCADO 9.00 s/n 02638 O 2009 HydroCAD Software Solutions LLC Page 4 Subca�chment WQ1:WaterQuality. South Swale Hydrograph --- - __ 0.21 - ■ Runoff 0.2 o.zo ds , --- -- - --_ o.,s . -__ _ _ -�------- ;--;-- --��-- . Type lA 24-hr 25-yr _ " _---__ -----� �� , � -- 24-hr o.is �---, ---,----,---- ' o.n _T—_ _ _ -----�----r----,----,----_ . _ �� o.,s -_ _ __-----�---r---------------_ Rainfa11=3.40�� 0.15 -_ _ -- �� r-- � - � --- _ _ 0.,4 --- --- --, -----, --, _ _ RunoffArea=10,550sf , _ o.,s ____-- - --------r---;---�___ RunoffVolume=0.051 af � o.i2 — – ---- --� �-- �----.�.. � �o., _ __; ;-- �----;- Runoff Depth>?.53" � ... _.. ......_L _ _1__ .l___ J_._._.. _.. . " o.os _ _ ,_ ___, ___ ;__--;---- Flow Length=168' � o.os _ __ �-- �----� -- _ Slope=0.0120 '/' � , � o.o� _ _ -- -�-- , -- , o.os _ _ __ _ _ _ _-- _ . Tc=2.8 min 0.05 _ _ _ 0.04 __ - -- CiN=.98 0.03 __ _ _ . 0.02 _ _ _ _ _ 0.01 p , , . . , . . 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) St Thomas Type IA 24-hr 25-yr, 24-hr Rainfal1=3.40" , Prepared by Alta Cascade, Inc. Printed 1/22/2010 HydroCAD�9.00 s/n 02638 O 2009 HydroCAD Software Solutions LLC Page 5 ', Hydrograph for Subcatchment WQ1:Water Quality: South Swale ! Time Precip. Excess Runoff Time Precip. Excess Runoff ' (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) ! 5.00 0.53 0.35 0.03 18.00 2.92 2.69 0.02 ' 5.25 0.57 0.38 0.04 18.25 2.95 2.72 0.02 ' 5.50 0.61 0.42 0.04 18.50 2.97 2.74 0.02 5.75 0.65 0.46 0.04 18.75 2.99 2.76 0.02 6.00 0.70 0.50 0.04 19.00 3.02 2.78 0.02 6.25 0.75 0.55 0.05 19.25 3.04 2.81 0.02 6.50 0.81 0.60 0.05 19.50 3.06 2.83 0.02 6.75 0.86 0.65 0.05 19.75 3.08 2.85 0.02 7.00 0.91 0.71 0.05 20.00 3.10 2.87 0.02 7.25 0.98 0.77 0.06 7.50 1.05 0.84 0.08 7.75 1.25 1.03 0.19 8.00 1.45 1.23 0.19 8.25 1.55 1.33 0.10 8.50 1.63 1.41 0.07 8.75 1.71 1.48 0.07 9.00 1.77 1.54 0.06 9.25 1.82 1.60 0.05 9.50 1.87 1.65 0.05 9.75 1.92 1.69 0.05 10.00 1.96 1.74 0.04 10.25 2.00 1.78 0.04 10.50 2.04 1.82 0.04 10.75 2.08 1.86 0.04 11.00 2.12 1.89 0.04 11.25 2.16 1.93 0.04 11.50 2.19 1.97 0.03 11.75 2.23 2.00 0.03 12.00 2.26 2.03 0.03 12.25 2.29 2.06 0.03 12.50 2.32 2.09 0.03 12.75 2.35 2.12 0.03 13.00 2.38 2.15 0.03 13.25 2.41 2.19 0.03 13.50 2.44 2.22 0.03 13.75 2.47 2.24 0.03 14.00 2.50 2.27 0.03 14.25 2.53 2.30 0.03 14.50 2.56 2.33 0.03 14.75 2.59 2.36 0.03 15.00 2.62 2.39 0.03 15.25 2.64 2.41 0.03 15.50 2.67 2.44 0.03 15.75 2.70 2.47 0.03 16.00 2.72 2.49 0.03 16.25 2.75 2.52 0.03 16.50 2.78 2.54 0.03 16.75 2.80 2.57 0.02 17.00 2.83 2.59 0.02 17.25 2.85 2.62 0.02 17.50 2.88 2.64 0.02 17.75 2.90 2.67 0.02 St Thomas Type IA 24-hr 100-yr, 24-hr Rainfa11=3.90" Prepared by Alta Cascade, Inc. Printed 1/22/2010 HydroCADO 9.00 s/n 02638 O 2009 HydroCAD Software Solutions LLC Page 6 Subca�chment WQ1:Water Quality. South Swale Hydrograph _ _ 0.25 _ 0.24 ■Runoff . . . _r_ . ..__ . ._- - --- _ _ _.. 023 c(s . __.�_.. _ _ _ . . ._._. o:zz , : -;- -- � -- , --- TYPe IA 24-hr 100-yr 0.2, � ,. _ ,. ._ _,_ � � � � 24-hr oz _ _�- , .._ ,_. _ ,. o.�s .. �__ . _-------�-- - ---- - - ------'— 0.18 � ;_ . , _ .. _ Rainfa11=3.90" ; , o.�� _ _ _ �. �_- �--.- �_ o.,s --- -- ----�- -�-- '----,-_ _ RunoffArea=10,550 sf _ o.,s ; — -------� -r-- ;--- -- Runoff Volume=0.059 af : w o.ia " --- --------'- -'-- , ---- - = 0.,3 `; - --- --- ----� -�-- �--_ _ Runoff De th>2.92'� . � o.�z " - --- > - -----� -�-- � - P -- -- _ � LL o.,, ---- _ - '- --� r— ,-_.. __ _ Flow Length=168� . , , o., --- _ - -;-- �— - --- o.os � �-- �---- - --- 3fope=0.0120 '/` o.oa _ _ _ _ _ '-- -�-- ---�-- 0.07 _ _ _ _ _ Tc=2.8 mirr o.os —_ -- —_ _ _ _— — _ _ _ _ o.os _ '-- _ CN=98 o.oa . - _ ___ __ 0.03 __ _ -_ , _____ 0.02 _ __ __ __ ___ _ _ : _ 0.01 p 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) il � St Thom� Type IA 24-hr 100-yr, 24-hr Rainfa11=3.90" , Prepared by Alta Cascade, Inc. Printed 1/22/2010 ; HydroCADO 9.00 s/n 02638 O 2009 HydroCAD Software Solutions LLC Page 7 , Hydrograph for Subcatchment WQ1:Water Quality: South Swale j Time Precip. Excess Runoff Time Precip. Excess Runoff I (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 5.00 0.61 0.42 0.04 18.00 3.35 3.12 0.03 5.25 0.65 0.46 0.04 18.25 3.38 3.15 0.03 5.50 0.70 0.51 0.04 18.50 3.41 3.17 0.03 5.75 0.75 0.55 0.05 18.75 3.43 3.20 0.03 6.00 0.80 0.60 0.05 19.00 3.46 3.23 0.03 6.25 0.86 0.66 0.06 19.25 3.48 3.25 0.02 6.50 0.92 0.72 0.06 19.50 3.51 3.28 0.02 6.75 0.98 0.77 0.06 19.75 3.53 3.30 0.02 7.00 1.05 0.83 0.06 20.00 3.56 3.33 0.02 7.25 1.12 0.91 0.07 7.50 1.21 0.99 0.09 7.75 1.43 1.21 0.22 8.00 1.66 1.44 0.21 8.25 1.78 1.56 0.11 8.50 1.87 1.65 0.08 8.75 1.96 1.73 0.08 9.00 2.03 1.80 0.07 9.25 2.09 1.86 0.06 9.50 � 2.14 1.92 0.05 9.75 2.20 1.97 0.05 10.00 2.25 2.02 0.05 10.25 2.30 2.07 0.05 10.50 2.34 2.12 0.04 10.75 2.39 2.16 0.04 11.00 2.43 2.20 0.04 11.25 2.48 2.25 0.04 11.50 2.52 2.29 0.04 11.75 2.55 2.32 0.04 12.00 2.59 2.36 0.04 12.25 2.63 2.40 0.04 � 12.50 2.66 2.43 0.04 12,75 2.70 2.47 0.03 13.00 2.73 2.50 0.03 13.25 2.77 2.54 0.03 13.50 2.80 2.57 0.03 13.75 2.84 2.61 0.03 14.00 2.87 2.64 0.03 14.25 2.90 2.67 0.03 14.50 2.94 2.70 0.03 14.75 2.97 2.74 0.03 15.00 3.00 2.77 0.03 15.25 3.03 2.80 0.03 15.50 3.06 2.83 0.03 15.75 3.09 2.86 0.03 16.00 3.12 2.89 0.03 16.25 3.15 2.92 0.03 16.50 3.18 2.95 0.03 16.75 3.21 2.98 0.03 17.00 3.24 3.01 0.03 17.25 3.27 3.04 0.03 17.50 3.30 3.07 0.03 17.75 3.33 3.09 0.03 St Thomas Prepared by Alta Cascade, Inc. Printed 1/22/2010 HydroCADO 9.00 s/n 02638 O 2009 HydroCAD Software Solutions LLC Page 8 Ar� Listing(selectied nodes) Area CN Description (acres) (subcatchment-numbers) 0.187 98 Asphalt (WQ2) 0.187 TOTAL AREA St Thomas Type IA 24-hr 2-yr, 24-hr Rainfa11=2.00" Prepared by Alta Cascade, Inc. Printed 1/22/2010 HydroCADO 9.00 s/n 02638 O 2009 HydroCAD Software Solutions LLC Page 9 Subcatchment WQ2:WaterQuality. North Swale Hydrograph - -_ _ . __ 0.095 I _ _ _ . . _ _ _ ■Runoff 0.09 - o.os crs ----a-—-- � � _..... - �-----�---�-- __*_ o.oe5 , . . _ ----' ---;-----�--;----;-- TypelA24-hr2-yr o.os -- _ _ _ __ � � , � _ w . . _..---r----r----r----r_....._. ___ .��F��r i i i 0.075 -�---. F ._ ..,._ _. o.o� ;' _ _�__ ___�____. � Rainfa11=2.00�. , 0.065 ' ' � - -� --------�--- r Runoff Area=8,161 sf o.os ---- __; _ --�-----� - r— � _ � 0.055 ---__ _� _ - -----,-----�----�---_� Runoff Volume=0.023 af , � = 0.05 ----- _ - ; - ,----�----, Runoff Depth>1.45�� - -- � 0.045 --- _ — ---� � �____r__ ,-_ __ . . . . ___.. LL a.o4 _ ___- _ __ ----�--�---�---�-- _ _Flow Length=186' � � o.oss . - _ ---�-----�--- -,----;- _ _ Slope=0.0115 '/' o.os __ � � � � _ ' 0.025 _ � _ . . . ' � . Tc=3,1 m i n 0.02 � _ CN=98 o.ois ` _ _ : _ _ _ o.o� _ _ : _ . _ 0.005 p . , . . , 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) St Thomas Type !A 24-hr 2-yr, 24-hr Rainfall=2.00" Prepared by Alta Cascade, Inc. Printed 1/22/2010 HydroCADO 9.00 s/n 02638 O 2009 HvdroCAD Software Solutions LLC Paae 10 Hydrograph for Subcatchment WQ2:Water Quality: North Swale � Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) I 5.00 0.31 0.15 0.01 18.00 1.72 1.50 0.01 5.25 0.34 0.17 0.01 18.25 1.73 1.51 0.01 5.50 0.36 0.19 0.02 18.50 1.75 1.52 0.01 5.75 0.39 0.22 0.02 18.75 1.76 1.54 0.01 6.00 0.41 0.24 0.02 19.00 1.77 1.55 0.01 6.25 0.44 0.27 0.02 19.25 1.79 1.56 0.01 6.50 0.47 0.29 0.02 19.50 1.80 1.58 0.01 6.75 0.50 0.32 0.02 19.75 1.81 1.59 0.01 7.00 0.54 0.35 0.02 20.00 1.83 1.60 0.01 7.25 0.57 0:39 0.03 7.50 0.62 0.43 0.03 7.75 0.73 0.53 0.08 8.00 0.85 0.65 0.08 8.25 0.91 0.71 0.04 8.50 0.96 0.75 0.03 8.75 1.00 0.79 0.03 9.00 1.04 0.83 0.03 9.25 1.07 0.86 0.02 9.50 1.10 0.89 0.02 9.75 1.13 0.92 0.02 10.00 1.15 0.94 0.02 10.25 1.18 0.96 0.02 10.50 1.20 0.99 0.02 10.75 1.23 1.01 0.02 11.00 1.25 1.03 0.02 11.25 1.27 1.05 0.02 11.50 1.29 1.07 0.02 11.75 1.31 1.09 0.01 12.00 1.33 1.11 0.01 12.25 1.35 1.13 0.01 12.50 1.37 1.15 0.01 12.75 1.38 1.17 0.01 13.00 1.40 1.18 0.01 13.25 1.42 1.20 0.01 � 13.50 1.44 1.22 0.01 13.75 1.46 1.24 0.01 14.00 1.47 1.25 0.01 14.25 1.49 1.27 0.01 14.50 1.51 1.29 0.01 14.75 1.52 1.30 0.01 15.00 1.54 1.32 0.01 15.25 1.55 1.33 0.01 15.50 1.57 1.35 0.01 15.75 1.59 1.37 0.01 16.00 1.60 1.38 0.01 16.25 1.62 1.40 0.01 16.50 1.63 1.41 0.01 16.75 1.65 1.43 0.01 17.00 1.66 1.44 0.01 17.25 1.68 1.45 0.01 17.50 1.69 1.47 0.01 17.75 1.71 1.48 0.01 St Thomas Type IA 24-hr 25-yr, 24-hr RainfaN=3.40" Prepared by Alta Cascade, Inc. Printed 1/22/2010 HydroCAD�9.00 s/n 02638 O 2009 HydroCAD Software Solutions LLC Page 11 Subca�chment WQ2:WaterQuality. North Swale Hydrograph � � _ . ■Runoff � 0.16 � � ' � o.�s� �. ,_ _ . �_. � 0.,5 � � � � TYPe lA 24-hr 25-yr _ ..._.. _._...__�_ _'_�____J_'___'J__..__ .._ i i i i 0.14 � � � � __ _ _ ---�---�---�----�-- 24-hr- � 0.13 � � � � -r- - -;----�--r---,----,--- _ Rainfa11=3.40" o.,2 � � � � � � , - . ---- -�- - --- o.,, ;__ ---� -:- -;--__ � Runoff Area=8,161 sf � � � � o., _-;- _ _----;----;---;---;- RunoffVolume=0.040af � o.os ' � -- =----=------ - --- _ _ ---- Runoff Depth>2.53" � o.oa ' ---� � � —— --�- -----�---- �-- LL o.o� _ �----�----;---;--- -- - Flow Length=186' o.os ' ' ' ' ' Slope=0.0115 '/' ___._._.. _ ,. _.._._ _.__'1_''_J___'J_____�_._.. � I I i 0.05 ' ' _ _ ___ , ,_ . _ Tc=3.1 min o.oa I o.os CN=98 __ _ _ o.oz o.o� o � � � , � � 5 6 7 8 9 10 11 12 13 14 15 16 17 1,8 �19 20 Time (hours) St Thomas Type!A 24-hr 25-yr, 24-hr Rainfall=3.40" Prepared by Alta Cascade, Inc. Printed 1/22/2010 HydroCADO 9.00 s/n 02638 O 2009 HydroCAD Software Solutions LLC Page 12 Hydrograph for Subcatchment WQ2:Water Quality: North Swale Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 5.00 0.53 0.35 0.03 18.00 2.92 2.69 0.02 5.25 0.57 0.38 0.03 18.25 2.95 2.72 0.02 5.50 0.61 0.42 0.03 18.50 2.97 2.74 0.02 5.75 0.65 0.46 0.03 18.75 2.99 2.76 0.02 6.00 0.70 0.50 0.03 19.00 3.02 2.78 0.02 6.25 0.75 0.55 0.04 19.25 3.04 2.81 0.02 6.50 0.81 0.60 0.04 19.50 3.06 2.83 0.02 6.75 0.86 0.65 0.04 19.75 3.08 2.85 0.02 7.00 0.91 0.71 0.04 20.00 3.10 2.87 0.02 7.25 0.98 0.77 0.05 7.50 1.05 0.84 0.06 7.75 1.25 1.03 0.15 8.00 1.45 1.23 0.14 8.25 1.55 1.33 0.08 8.50 1.63 1.41 0.05 8.75 1.71 1.48 0.05 9.00 1.77 1.54 0.05 9.25 1.82 1.60 0.04 9.50 1.87 1.65 0.04 9.75 1.92 1.69 0.03 10.00 1.96 1.74 0.03 10.25 2.00 1.78 0.03 10.50 2.04 1.82 0.03 10.75 2.08 1.86 0.03 11.00 2.12 1.89 0.03 11.25 2.16 1.93 0.03 11.50 2.19 1.97 0.03 11.75 2.23 2.00 0.02 12.00 2.26 2.03 0.02 12.25 2.29 2.06 0.02 12.50 2.32 2.09 0.02 12.75 2.35 2.12 0.02 13.00 2.38 2.15 0.02 13.25 2.41 2.19 0.02 13.50 2.44 2.22 0.02 13.75 2.47 2.24 0.02 14.00 2.50 227 0.02 14.25 2.53 2.30 0.02 14.50 2.56 2.33 0.02 14.75 2.59 2.36 0.02 15.00 2.62 2.39 0.02 15.25 2.64 2.41 0.02 15.50 2.67 2.44 0.02 15.75 2.70 2.47 0.02 16.00 2.72 2.49 0.02 16.25 2.75 2.52 0.02 16.50 2.78 2.54 0.02 16.75 2.80 2.57 0.02 17.00 2.83 2.59 0.02 17.25 2.85 2.62 OA2 17.50 2.88 2.64 0.02 17.75 2.90 2.67 0.02 St Thomas Type!A 24-hr 100-yr, 24-hr Rainfa11=3.90" Prepa�ed by Alta Cascade, InC. Printed 1/22/2010 HydroCADO 9.00 s/n 02638 O 2009 HydroCAD Software Solutions LLC Page 13 Subcatchment WQ2:WaterQuality. North Swale Hydrograph — _ _ -- _ _ _ _ _ 0.19 - _ __ ■Runoff � � 0.18 _� 0 77 crs _ _ t . _ �. .._ ._i .. o.,� _; ;_____� _ ._ __; _ -;-__ Type IA24-hr 100-yr o.,s - -�-- _ --�----�-------�---�---_ _ _ 24-h1' ' 0.15 _i__ _ - -----'- --- -�--- =-- — I o.,4 � � ' _'_ _ Rainfa11=3.90" --- - ---- --------- � � � 0.,3 _ _�_ _---;-----,�---,----�---_ Runoff Area=8,161 sf a�z ___� --__.�._. ___1 -.__�_ w o.,, __ �_ _ __�____�_____� . Runoff Volume=0.046 af � ; � o., ---'---�----r----;-- RunoffDepth>2.92" �O o.os _--�--------a-- " o.os _ . __.__-- ' . Flow Length=186' � _ , _--- - ---------=--- - , ' o.o� _ _ - ----;----;---,-- Slope=0.0115 '/' o.os " _ — -_ ____ _ ____ --. __---- --_ _ _ _ 0.05 Tc=3.1 min o.oa _ _ _ _ _ _ _ _ ___ _ _ CN=98 0.03 _ 0.02 __ . . . _ . _ _ _ _ _ 0.01 p , , , 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) I St Thomas Type IA 24-hr 900-yr, 24-hr Rainfall=3.90" I Prepared by Alta Cascade, Inc. Printed 1/22/2010 I HydroCADO 9.00 s/n 02638 O 2009 HydroCAD Software Solutions LLC Paae 14 Hydrograph for Subcatchment WQ2:Water Qualiiy: North Swale I Time Precip. Excess Runoff Time Precip. Excess Runoff , (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) , 5.00 0.61 0.42 0.03 18.00 3.35 3.12 0.02 ', 5.25 0.65 0.46 0.03 18.25 3.38 3.15 0.02 I 5.50 0.70 0.51 0.03 18.50 3.41 3.17 0.02 ' 5.75 0.75 0.55 0.04 18.75 3.43 3.20 0.02 6.00 0.80 0.60 0.04 19.00 3.46 3.23 0.02 6.25 0.86 0.66 0.04 19.25 3.48 3.25 0.02 6.50 0.92 0.72 0.05 19.50 3.51 3.28 0.02 6.75 0.98 0.77 0.04 19.75 3.53 3.30 0.02 7.00 1.05 0.83 0.05 20.00 3.56 3.33 0.02 7.25 1.12 0.91 0.06 7.50 1.21 0.99 0.07 7.75 1.43 1.21 0.17 8.00 1.66 1.44 0.17 8.25 1.78 1.56 0.09 8.50 1.87 1.65 0.06 8.75 1.96 1.73 0.06 9.00 2.03 1.80 a.05 9.25 2.09 1.86 0.05 9.50 2.14 1.92 0.04 9.75 2.20 1.97 0.04 10.00 2.25 2.02 0.04 10.25 2.30 2.07 0.04 10.50 2.34 2.12 0.03 10.75 2.39 2.16 0.03 11.00 2.43 2.20 0.03 11.25 2.48 2.25 0.03 11.50 2.52 2.29 0.03 11.75 2.55 2.32 0.03 12.00 2.59 2.36 0.03 12.25 2.63 2.40 0.03 12.50 2.66 2.43 0.03 12.75 2.70 2.47 0.03 13.00 2.73 2.50 0.03 13.25 2.77 2.54 0.03 13.50 2.80 2.57 0.03 13.75 2.84 2.61 0.03 14.00 2.87 2.64 0.02 14.25 2.90 2.67 0.02 14.50 2.94 2.70 0.02 14.75 2.97 2.74 0.02 15.00 3.00 2.77 0.02 15.25 3.03 2.80 0.02 15.50 3.06 2.83 0.02 15.75 3.09 2.86 0.02 16.00 3.12 2.89 0.02 16.25 3.15 2.92 0.02 16.50 3.18 2.95 OA2 16.75 3.21 2.98 0.02 ' 17.00 3.24 3.01 0.02 17.25 3.27 3.04 0.02 ' 17.50 3.30 3.07 OA2 17.75 3.33 3.09 0.02 ' St. Thomas Orthodox Church ,�1�`��-1y1ta �'��r! � DRAINAGE REPORT � , B� Bio�wale Calculations Bio-filtration Swale Calculations The biofiltration swales proposed for this project were designed according to the 1990 King County Surface Water Design Manual(SWDM)as shown below. South Bio filtration Swale Preliminary Steps WQ Flowrate=0.11 ft(from the HydroCAD summary, see Appendix B-5) P-2 Slope =0.5% (minimum slope without wetland vegetation per the SWDM) P-3 Vegetation Type will be Rural with a winter design height of 6 inches and a 4 inch design flow depth per Table 4.6.4.A of the SWDM Design Winter grass height=6 in Design flow depth =4 in Manning's number=0.35(Manning's number for swale function per SWDM) Swale shape will be rectangular Bottom Width Calculation Q _ 1.49 � '- AR 3 s= n Where: Q is the water quality flowrate=0.11 ft' y is the design flow depth =4 in=0.33 ft s is the slope =0.02 ft/ft(regardless of actual slope, a 2% slope is used for sizing calculation per the SWDM) n is the Manning's number=0.35 b is the bottom width in ft and A = yb and R_ A P and P =b+zy Substituting the above: � 1.49 yb 3 z Q n yb b+ 2y S Through trial and error,the appropriate approximate swale width for a flowrate of 0.11 cfs is 1.5 ft. 1 � � Q _ 1.49 yb yb 3 S',- � Q _ 1.49 �.33)(1.5) �0.33)(1.5) 3�0.02)'- -� n b +2y 0.35 1.5+ 2(0.33) , Q =0.112 , Flow velocity must be less than 1.5 ft/sec II Flow Velocity Calculation V = Q A Where: Q is the water quality flowrate =0.11 ft3 A is the area = b''y V is the flow velocity in fUsec �.11 V = — � V = � V = 0.22 A (1.5)(0.33) Calculated flow velocity is less than 1.5 ft/sec. Length Because the length is proposed to be less than 200 ft, the design water surface area must be equivalent. A = L *b -� A =200 *1.5 � A = 300 The proposed length is 80 ft. The required greater width to provide the equivalent area above is: b = A � b = 300 � b =3.75 L 80 A width of 3.8 ft will be provided. Swale Depth With the swale dimensions determined, the depths actual conveyance conditions for the 2-yr, 25- yr, and 100-yr peak flowrates to determine the required swale depth. 2-yr: Q _ 1.49 yb yb ' S '- , n b+ 2v Where: Q is the water quality flowrate = 0.11 ft' y is the design flow depth s is the slope =0.005 ft/ft (actual proposed slope) n is the Manning's number= 0.027(from Table 4.3.76 for Earth, Straight Channel with short grass) � b is the bottom width in ft=3.8 Through trial and error, the appropriate approximate depth to provide a flowrate of 0.11 cfs is 0.06 ft. 2 z 1.49 3 ; (0.06)(3.8) 3 ',- Q n yb b+2y s � Q 0.027 �0.06)(3.8) 3.8+2(0.06) �0.005)- -� Q = 0.13 The swale is required to have a minimum of 1 ft of freeboard over the design height. A swale ' depth of 1.1 ft will be provided. 25-yr: z 1.49 yb 3 2 Q n y b+ 2y S Where: Q is the 25-yr flowrate=0.20 ft' y is the design flow depth s is the slope =0.005 ft/ft (actual proposed slope) n is the Manning's number=0.027(from Table 4.3.7B for Earth, Straight Channel with short grass) b is the bottom width in ft=3.8 Through trial and error,the appropriate approximate depth to provide a flowrate of 0.20 cfs is 0.08 ft. 2 z 1.49 yb 3 2 1.49 (0.08)(3.8) 3 z Q �� yb b+2 v S � Q 0.027 �0.08)(3.8) 3.8+2(0.08) �0.005) � Q = 0.21 The swale is required to have a minimum of 0.5 ft of freeboard above the 2�yr depth. The swale depth of 1.1 ft will provide more than enough freeboard for the 25-yr depth. 10Qyr: � i.49 yb 3 2 � n yb b+ 2 S Y Where: Q is the 25-yr flowrate=0.23 ft3 y is the design flow depth s is the slope =0.005 ft/ft(actual proposed slope) n is the Manning's number=0.027(from Table 4.3.7B for Earth, Straight Channel with short grass) b is the bottom width in ft= 3.8 Through trial and error, the appropriate approximate depth to provide a flowrate of 0.20 cfs is 0.09 ft. � � J z z i.49 yb 3 z i.49 �0.09��3.s� 3 ; Q = yb s � Q = (0.09)(3.8) (0.005)� � n b+2y 0.027 3.8+2(0.09) Q = 0.26 The swale is required to have capacity for the 10ayr depth without overtopping. The swale depth of 1.1 ft will provide more than enough capacity for the 100-yr flow. Maximum Flow Velocity ' The swale must provide a velocity of 5 ft/sec or less for the 100-yr flowrate. 0.23 V = � � V = �3.8)(0.09) � V = 0.67 The maximum velocity is less than 5 ft/sec. 4 North Bio#iltration Swale Preliminary Steps WQ Flowrate=0.09 ft'(from the HydroCAD summary, see Appendix B-5) i P-2 Slope =0.5% (minimum slope without wetland vegetation per the SWDM) P-3 Vegetation Type will be Rural with a winter design height of 6 inches and a 4 inch design flow depth per Table 4.6.4.A of the SWDM Design Winter grass height=6 in Design flow depth =4 in Manning's number=0.35 (Manning's number for swale function per SWDM) Swale shape will be rectangular Bottom Width Calculation Q _ 1.49 � '- AR 3s' n Where: Q is the water quality flowrate =0.09 ft3 y is the design flow depth =4 in=0.33 ft s is the slope =0.02 ft/ft (regardless of actual slope, a 2% slope is used for sizing calculation per the SWDM) � n is the Manning's number= 0.35 b is the bottom width in ft and A = yb and R _ A P and P =b+2y Substituting the above: � Q _ 1.49 y yb 3 '- S� n b+ 2y Through trial and error,the appropriate approximate swale width for a flowrate of 0.09 cfs is 1.3 ft. � , Q _ 1.49 yb Yb 3 S 2 � Q - 1.49 �.33)(1.3) �0.33)(1.3) 3(0.02)'- � n b +2y 03 5 13 +2(0.3 3) Q =0.095 5 Flwv velocity must be less than 1.5 ft/sec I Flow Velocity Calculation V= Q A Where: Q is the water quality flowrate =0.09 ft' A is the area = b"y V is the flow velocity in ft/sec 0.09 V = � � � — (1.3)(0.33) � V =0.21 Calculated flow velocity is less than 1.5 ft/sec. Length Because the length is proposed to be less than 200 ft, the design water surface area must be equivalent. A = L*b -� A = 200* 1.3 � A = 260 The proposed length is 65 ft. The required greater width to pro�ide the equivalent area above is: b = A � b - 260 � b =4.0 L 65 A width of 4.0 ft will be provided. Swale Depth With the swale dimensions determined, the depths actual conveyance conditions for the 2-yr, 25- yr, and 10Qyr peak flowrates to determine the required swale depth. 2-yr: � 1.49 yb 3 ? Q n yb b+ 2y s I Where: , Q is the water quality flowrate =0.09 ft3 ' y is the design flow depth ' s is the slope =0.005 ft/ft (actual proposed slope) ', n is the Manning's number= 0.027(from Table 4.3.7B for Earth, Straight Channel with ', short grass) b is the bottom width in ft=4.0 Through trial and error, the appropriate approximate depth to provide a flowrate of 0.09 cfs is 0.05 ft. 6 z z Q _ 1.49 yb yb 3 S Z � Q _ 1.49 �0.05)(3.8) �0.05)(4.0) 3(0.005)' � n b+2y 0.027 4.0 +2(0.05) Q = 0.10 The swale is required to have a minimum of 1 ft of freeboard over the design height. A swale depth of 1.1 ft will be provided. 25-yr: z 1.49 yb 3 ? Q n yb b+ 2y s Where: Q is the 25-yr flowrate=0.15 ft' y is the design flow depth s is the slope= 0.005 ft/ft(actual proposed slope) n is the Manning's number=0.027(from Table 4.3.7B for Earth, Straight Channel with short grass) b is the bottom width in ft=4.0 Through trial and error, the appropriate approximate depth to provide a flowrate of 0.15 cfs is 0.07 ft. � � 1.49 3 ,'- (0.07)(4.0) 3 2 Q n yb b+2y S� � Q 0.027 �0.07)(4.0) 4.0 +2(0.07) �0.005) � Q = 0.18 The swale is required to have a minimum of 0.5 ft of freeboard above the 2�yr depth. The swale depth of 1.1 ft will provide more than enough freeboard for the 2�yr depth. �oayr: z 1.49 yb 3 2 Q n yb b+ 2y s Where: Q is the 2�yr flowrate=0.17 ft' y is the design flow depth s is the slope =0.005 ftlft(actual proposed slope) n is the Manning's number=0.027(from Table 4.3.7B for Earth, Straight Channel with short grass) b is the bottom width in ft= 4.0 Through trial and error,the appropriate approximate depth to provide a flowrate of 0.17 cfs is 0.07 ft. z z Q _ 1.49 yb yb 3 SZ � Q _ 1.49 �0.07)(4.0) �0.07)(4.0) 3(0.005)2 � n b+2 y 0.027 4.0 +2(0.07) Q = 0.18 7 ' The swale is required to have capacity for the 100-yr depth without overtopping. The swale depth of 1.1 ft will provide more than enough capacity for the 100-yr flow. Maximum Flow Velocity The swale must provide a velocity of 5 ft/sec or less for the 10Qyr flowrate. 0.17 V = � � V - �4.0)(0.07) � V = 0.61 ''� The maximum velocity is less than 5 ft/sec. I', 8 St. Thomas Orthodox Church ��y_,�ra �'��J�,�� r�� DRAINAGE REPORT '�1�� " __� B-7 Capacity and Conveyance Calculations Conveyance Calculations Diameter To size the conveyance pipes, the Manning's Equation was modified using the continuity equation below. Q = AV z � Q = kAR3Sz n Where: . Q is the flowrate (cfs) k is a conversion factor(1.49 for English units) n is the Manning Coefficient A is the pipe cross section area (sfl R is the hydraulic radius(ft) S is the slope of the pipe (ft/ft) Substituting A = ��' and R =� into the above and rearranging: 3 � 8 5 5 g k �D' D 3 S,'- � Qn = �cD 3 � Qn 43 =D g � D = � � Q rT 4 4 '- ' ' '- kS'- 43 kS 2 n kS''�' 3 3 5 g - D = Qn 43 � D _ 2.15Qn g � � (1.49)S 2(3.14) S� Velocity Pipes must be sloped such that the minimum velocity is2 ft/sec when flowing full. Velocities were calculated using the Manning Equation: k '`- '- V = —R3S2 n Where: V is the velocity(ft/sec) k is a conversion factor(1.49 for English units) n is the Manning Coefficient R is the hydraulic radius (ft) S is the slope of the pipe (ft/ft) And: R_ A P Where: 1 A is the pipe cross section area(s� P wetted perimeter of the pipe(ft) Note: For a pipe flowing full �cD'" A = and P =�D 4 �rDz R— A � R—_� � R — D P �rD 4 Substituting the above into the Manning Equation and rearranging: z 1.49 D 3 '- V = n 4 S, North and Soufh Pipes Both pipes are proposed to connect the end of each swale to the existing ditches on the south side of SE 18�' St. and thewest side of 118�' Ave. SE. They are both proposed to be 8 in PVC pipes sloped at 1.0%. The 10Qyear flowrate expected for the North swale is 0.17 ft3. The 100- year flowrate expected for the South swale is 0.23 ft3. The greater flowrate will be �.sed below to calculate the maximum capacity. Diameter Q =023 ft'(104yr flowrate from HydroCACfor the South swal� n = 0.013 (From Table 4.3.4V for PVC) S = 0.01 Slope of pipe. 3 3 8 D _ 2.15Qn g 2.15(0.23)(0.013) - , � D = , � D =0.36ft � D =4.3in S� (0.01)' The minimum pipe diameter is 4.3 inches. The specified 8 in diameter pipe will provide enough capacity to convey the 10Qyear peak flowrate. Velocity S = 0.01 ft/ft n =0.013 For PVC D=8in= 0.67ft , � 1 .49 D 3 ' 1.49 0.67 3 ' V = — S' � V = (0.O 1)' � V = 3.5 ft /sec n 4 0.013 4 The velocity of stormwater through these pipes is 3.5 ft/sec when flowing full. This slope will be sufficient to provide the minimum velocity when flowing full. The other proposed pipe will also provide the same velocity when flowing full as calculated above. 2 Sf. Thomas Orthodox Church /,�A1�-a �'` - ' (� DRAINAGE REPORT ��'��-�� ", � B-8 Storm Drainage Plans SITE & DRAINAGE PL�N � STORY pRJ11.f NaTFc. � 8�00 � _ _ _ I.KL MVRNIMNSIIIV.WD WTERVIS SIVll BC IX MCON6WCE WI1N CII'I O�FEMLOM StAHWR05 NIO LNF 40Si � U Z CURNENi COM Oi ME Sf�iE Oi N'�SNMIGTON SfANDMD 51'ECKIGTIONS F011 ROAp,BRI�GE IHO WHICIPAL C.HFD� OF STR 1.T�R S cor+saucnoN(wsoo*). ` X _ � � ) TNPoFAItY fR051(Ml/W�TfN V(IIIIITI(IN Yf SURiS SHNI fli PFOUIXEO IN IGWFNNGE WIM TXE NMC COUNT' 10 SI�IION i�WT IW! P�E� S�ALE 1�� 0 FT. � � � suRv�cc wracn ocsicN www�. -._--- ---� I.-� �� / � "�n w ].COUPLY WrtN N1 OTHER P[RMIIS AND OTHEN REOUIREMENfS BY T1E Cltt OF FEMON Ofl OTI[R OOYLRNINO 111M�501.00 ^ �^ a � s� Q �P �-� AIJiMORItt�R dLFNCY/5 YI�T 9F MPIICAflIF. �d�NS]i]G.E] IE 12'CONC E�500.9] �F I WI1H ��C_2 Uxlf Of M43lIRENEM IN V9 V'LE� b � (00'Lt) �E IS'coNc W-Soa.9) ��11ED CRATE _ -; 7 �.n PRECONSi11UC110N MEEIINL SIW1 BE XELO WrtM THE CIIY PXIOR TO TIC SVRf Of LONSLRUCfION. IE 12'GONG N�900.G] �... p� ��,____ � y� j 0 h� 0 S.SfORM ORNN%PE SWlL YER iNE iOLLOWING REWIRENE�. ' A PWN CONCNCiC PIPC CONfONMINC 10 TIC R[Wlq[NENR Of IA5�1f0 N!!, � � N �� i �Uyy y, )IG e 05x ) Qc X'a MfONCED COMCMFIF.NP!CONfOPY1HG 10 iK IIEWIMEYfN14 Of M IO u - - at•L'N'[ �B1 � I'�.. . IX,lI"LONC L ~ I, N19 c.wc rx srwi corrtaw ro nsrM o w��-n soH aa iox�•unm u' � � _._,.: _-_ . ._ , ' __, 1..__ e.air e i.�x � OWAflCR AL PIPE, NID SNNL CONiORM TO ASiM F!]9 fOX 1!'iHFU 2)' ♦ �� '��-�-,�--_-'�_. / 621f O O.szOS ' � I1WAFlFR PVC>WF.WffH J�INR AN�CASNFlS C(lNf(IR41Nf.T�ACiY II.l)1> � I � � x' � � � �c � / . ..i � -�`r�— - V ^"�'' 'I /�� , u�o�sn�r�n, ( /----+--�,f .._..._�_' - i' -�-._--H.._L_.. � � s H _�—'�--1 .. 0.OULTLE IMON PIPC LONiORMING TD T1E RCOVIRCYENIS 0�IN51 A31.�I,AIO / � � / i � j / I � ANM'A C 151, iHICNNC55 ClA£5 AS SHOWN ON 1HE PUNS. I � � � - / � � � � .d � �I I -' YN^,i d�( ie,iii sr f E.PoLYEfIMENE SMOOIH WALL PIPE PER MVNlCm DIWNAGE SME45(ADS) I � / 0 N-19 CONSINUCiFII PfX WSOOI SfNIpYtD SPFLYiIGilONS J-0�. IM3YfCIlUH 10 � � /ll � / � a�EN E%.11' � �y cNwnc cowrrcnow u�o�o rws rmc wa�e[uort[nwonaus iwr rmew � \/� / i �� / � �•f�r - - � �.«r cuivi�i � or�rn mrs�K,wwrcrxn srnr�u owm rivr�rtr usrn. y �: !'7 y e.SCECNL SIFUC1111iF5.OIIfN�TFG SEPMATpRS MID q11LEf CUMiFpS SMKL Bf NSTNIFO PFX PINIS/JIII I\ - I � I � �� \ I I RlMQlE'EM pRCH O £ YINUFACIURERS IIECOMMENMTONS � � � � --- __ I \ �.� � y _ �y � w . _/_ \y ��:` yA .5'%2.S E � r i CONC COLKFT \ " .VqONpE iRNFIC CONiN(N.PLW(5)AS XFWX�E�IH ICCOXpWCF WIiM YUTC�. I � ' S 35 V 8� R C.VI IIN�FFCAOIINII I(IGIi IINF 1-Mb�9�-5555 YINIYIIY IP HfXIRS PHIMV T�.1M'GMf VAi(INS. �I \\� \/� ��y�•�� _�I � � I �' �l 9.SfORM ORNN VIPELINES SHLLL BE MS�ALLEO�0 RIE FAR VROPEFtt IJNE(5)TO SER'vE MJACENT 1RIpUTAHY - , . 'h� \ 'I 1 � Uti/S WY tlt WINIUN�tU. IXtY SMML tl!1YYXUYNIAIfLY 51LtU IU IiGGOYNOIU�t fLUWS AS fUNIHEX \� f`RO!'OSCD CIIURCII �\ � \ � ' IOENTIFlEO MEREIN. PIPFS SHLLL 9E DESIGNE�t0 fACILRATf A MINIMUM J fEfT/SEGONp ROM'IINI£55 OTIERMISE � I �� (NTIIRE ENPNISION) � ' ; IXISIING / 'I�� t �B • � / I MPROVED BY THE CIiY CNOINFER. n� �' 3.Y10 5� �.'..� � - I' i••. �qME 1 / � � I I �^ 10.UNLESS OTNERMSE SPEQFIED ON PUNS.M1LL POOG qWNS S1NLL BE MCIp B-IHCX PVC OR UNCER 4. \ � ;•I� � I I�.�� 1,EI�Sf �I�{/ I � � � .5� COrv�ORYMC LO ASIM D.HIJ�,SDR.U. SUfi1CICNi CLUNWIS SIVll BC IHSTALLCD 50 TC M1CM K CA51LY f��= I•� �� ,.. �k� �I ♦ � ' MNNtN1kU INf I:UNINN:IUN 4W1L NlYY A DWtNSNJNk�XlCUNU p.LLL YIPFS MID 4'LfANW1Y/JlU Sl19Mt R � II C g IO iMf OWNfN N1U/W NI�GSCAOE.NC.UfqH fAM'LLIqX Of iMf WOPK. I \ j� •�I 1 • I �: `�.•, �S'LOSi SIOVF.]'0 1 .I __ Y I /��/ �� OMECILY TO�Mf AWN`StOM4 wo WG�AIlC�E SYSi�CMMOEO f MNmSLOPE iMip1GX NI XOCIIG�II�MIND%PC I �` \ � � � _.. � e0��xsx�510K1.J'0 ' $ � I r� SKTcu. I a I —r�-� \ ' � I• I C � ,��_ �� air s i ox` P� `~� \ I 1 I tl i _ ��--=-`� `t�6'' I � y`\ ��SLi y\1.Ofl '! � � I 1 � � �rw. __ _ _, � -�J �I.J' _ � •�---:� � '_� .� . ` � �ti _ � I - 'J��Q'��8'S�"�..:�r.�.. _��-1,. �p`�j �' I i r.�� = JY.SI�O ]a L ��Fx. � �Ew '1.:�'f'� ..r.�.�r.. 'l;Y�.�`.�ld� _ _L. _. G7 ,�� . �ieni�vE st� ��.nr e .ax �j 4 �.....��.....�... x9a.�o' �I.."�. '-'� '�� "..7"w:�i.:'N ...,..m........ re�i�rs i sx I �� I ,��''```TTT-��AJ///�, ` .......,..W.�__...��.� � I � ,W`�(I�,��'''�p}yI'- ��• , ~� '(41N) _ I Y `\ `1..wiw�.nM LOMPACIE� � ..a � �CI`TIIII.MA � �W� ) STORM DRAINAGE SCHEDLILE .w... �c�e, "•�'••� cour�cT[o Qi rrvr cur.H x.�s H r+Fu i»i,ui i � ��,�p y� .� D[nii .R , �� 4.,.I . GGFEG1EHt:9;5E Oj M'fluufT�a WC PPF VVjj . e ,i"' \ �.I ' � MNn� , �e�oo _�} R"t �r � � .. � � uc�uut��. - -- Q ero-sw.ic vca ocw�s/c-s � _ � �� s .�! � 6�, rw�� - ��R 9 'F ` OI Bq-SW�lE PER OEfNL l/C-4 � 6 � ,_,_ �I-I „�,�..., CALL 48 HOURS r� 3 q - � M OS it'DWICICN CONC i'IPE � a� ..a.�..w...nMr r�rr�� . ' """"""" BEFORE YOU DIG � ;�� . _._ , �_,_ �,...`.:.�:ww� Qe am-rur oisrwsioN r�n 1-800-424-5555 �;$ „w.�...�. ( � �� , . . mex � �' w. �� \i i:. �� i�.. \ �"""`n �i ix'ow.irrrn cuv aia� � i�i .�i)\i\\ ""'a��m PAVEMENT SCHCDULE � TYPE 1 CATCH BASI� � �z� ASPHALT PAVEMENT SECTION j ASPHALT CURB -I NO SG1E - NO SGLE - HO SGLLE .OS��" R`� - Q ASP141i P�VEMEM PEN DEfIJL 3 �a �.��,N��we�.�,N�, pR p� � � � a y U v � ! PROFILES �ND CROSS SECTIONS � � N _ � � � U X W N vrcrinitu suHFnr.r � �� v� 515;1 I � I ' �i � �� i i � � iblo "V,�<(�� TREATMENT AREA ��C�t;ir.. � ��' O � : I i �� . . WATER OUALITY = m< I I � I I � � � sc t!!n�5* ��r�'ic:N i�FN�H� 1'MIN FREEBOnRD � f 3 U ! I i �� i I i w'Q-w ' ' 0.26' �- � �o �._" - __._'_ .__r_ _ . ..i . ...._ � � I . ._..�__ _.__...._' _ � ___ U Stn', I I . . . "�_—+. �.� __Ifil� O � I ' . � � � �� i i 3.8'WIDM e b Q SOS� j �: �. : : � • IXI511NG:GROUN� �i, I I ' i � IDPS011 Al1X Ilf i nW N ' i . � i i � � Q l/) /— . . . 12 18�SOIL PER ; :__ .—_y_-.�I � , � I i � W , � , . . rnoroseo r+�v[w[wr I ; � . ,. . __._-. . tisos 2 SOUTH BIO-SWALE Q � �' i � � . � � I � i . —�--t—1 �� , _3 r�o scut = U � � - ' ' � -- _I_ ___U� �� H n[ 50°�� 6.-eo - --laa t.6o � x� I ( a i � _ _....._..__ � I � I I � - - --- oo �� z i so -i+aa -"--�-�� e+xa �--i:66 �+oo '�sao �a I-- Vl � PAVING PROFIIE NS STA 0+60 TO 4+40 vECE1n1ED SUkFACE TREATMENT AREA � -3 SouF�.�'-20'�o'�Ortrz ��?�t. WATER QUALIIV \.• ' �n !o� � � ' DESICN DEPTH� 1'MM FREEBOAR� ', �% .22' � . I o n a y � � �' a .. _4_0'WIDTH �o �_-� I .._._ ...____. s�s._.--- , , 5�5 � ..._... . ___---.-.._._._. .,�.F -iz�ie"soi�reR i ' '. � . , '�. . . � �. �. roasou. uix nn nw '�� . , � , I._.. _ ,.. ...--......� .....� ... _ -r--osro .sio ; ' - � ocsnHc I I � � @IO-SWALC GRASS S[D MxRTH BIOBIOWSWALE TOPSOIL MIX �� ` � a� I sio � ' ', , � � � �_ : : _ ._ � eo scuc � P�ViYfN! i _ ___.— ..... __.._... � I j 510 GROUIq I �, Y � GROPoSEO �. EYI9nHG � � i P�YtLINI � I r— �-.----+ �s � _--, , ; q � I �� _ Sos -+ - < .__ — _ __ _sos �5�. , � , _ _- i . I_ � - - Nl MFAWW R'+CUE �0-00f{ SM�DY LOAM.____ b _ f— T�Y � 10 201t CUY -- '. ' ' ' .IXISiINO� i � �� 10-IS1{ SCASqC CfICCVING OCMGU55 ' I I ��. I i � OR COLON41 OCMGMSS - . . i 10-101[ COMPO:LW ORGWIC WilCfl 'I S00 � 0 110 1l0 S� )0 .. M eo I]0 11 S� l-10i RfOTOP (IXCLUDING/JiIAUL WASIE) � �i �i i �'. '� :UIICN 0 �0 E 4 NDiE.GM55 SINLL 6E MIJNiNNEO TO HAVF •PEXYMIENT MEIONi OG BEIWEEN�' e �� PAVING PROFILE WEST TO EAST �1 PAVING PROFILE WEST TO EAST _ -,S sr r r-a'-o'vrrtr 3 seuc r.s'o•veei RECOM�IENDED PLANTINC OUANTITIES i']0'-0'HORIZ t'=1a'-u'Huxi( roN HNqOSCCDiNC fpt BHOIDCAS�SEEDING b lB CPw55 SEEO YI% S lB GUSS SEED YI% m(w--x)n �in io-m-2o(H-r-K)rcrmuzrn 90 lB W000 CRLUL05[{1BEn uuLCN )0 LB WOW CttLULOSE fIBER 4ULC11 S15 --�- � ��----�--- pl.� NUIE.iFiRILREP OUNliIIY IS AV ESTANiE ONLY $ I i. I �,. � ', F I I, �pROPoS[p . I � �w" i n 910 YI �_..... P�VF4EM �� - _+. . .r- � -�S10 � ��k . ..___...... ..._1.' '..�...._' 1 _ ..._._. _._ � I '.S i � i . � - � �A� � — � ; _.._ ... ..—+'_' .. ....._ SOe � . , ..t...—'_ f i'_"' sos 5 � H%ISIING GRp1N� � ,� i 5� CALL 48 HOURS � � � o �o so +�o ++o BEFORE YOU DIG %R� (; �PAVING PROFILE WEST TO EAST � �-SOO-hZ�}-S'rJSrJ � �'�� 3 5(Ailk 1'.`'-�'�Ai � 1�'fl'-0' ORI] ��d'W4 �� PR :�.�:p� � � � gw' 'p U A I r St. Thomas Orthodox Church � `� Alta ��L��' DRAINAGE REPORT '�1�� _� C-1 Bond Quantities Worksheet W eb date: 11/21/2005 Site Improvement Bond Quantity Worksheet . King County Department of Development&Environmental Services 900 Oakesdale Avenue Southwest Renton, Washington 98055-1219 For alternate formats, call 206-296-6600. 206-296-6600 TTY 206-296-7217 Project Name: St. Thomas Orthodox Church �ate: 1/25/2010 �ocation: 11651 SE 188th St., Renton, WA 98058 Project No.: Activity No.: Note: All prices include labor, equipment, materials, overhead and I Clearing greater than or equal to 5,000 board feet of timber? profit. Prices are from RS Means data adjusted for the Seattle area or from local sources if not included in the RS Means database. yes X no If yes, Forest Practice Permit Number: (RCW 76.09) Page 1 of 9 Unit prices updated: 02/12/02 Version: 04/22/02 Copy of King County Bond Quantities.xlsx Report Date: 1/25/2010 Site Improvement Bond Quantity Worksheet Webdate: 11/21/2005 Unit #of Reference# Price Unit Quantit A lications Cost EROSION/SEDIMENT CONTROL Number Backfill &compaction-embankment ESC-1 $ 5.62 CY Check dams 4" minus rock ESC-2 SWDM 5.4.6.3 67.51 Each Crushed surfacin 1 1/4" minus ESC-3 WSDOT 9-03.9 3 $ 85.45 CY Ditchin ESC-4 $ 8.08 CY Excavation-bulk ESC-5 $ 1.50 CY Fence silt ESC-6 SWDM 5.4.3.1 $ 1.38 LF 435 1 600 Fence,Tem ora NGPE ESC-7 $ 1.38 LF H droseedin ESC-8 SWDM 5.4.2.4 0.59 SY Jute Mesh ESC-9 SWDM 5.4.2.2 $ 1.45 SY Mulch b hand straw 3"dee ESC-10 SWDM 5.4.2.1 2.01 SY Mulch, b machine,straw, 2"dee ESC-11 SWDM 5.42.1 $ 0.53 SY Piping,temporary, CPP,6" ESC-12 $ 10.70 LF Pi in ,tem ora , CPP,8" ESC-13 $ 16.10 LF Pi in ,tem ora , CPP, 12" ESC-14 $ 20.70 LF Plastic coverin , 6mm thick, sandba ed ESC-15 SWDM 5.4.2.3 $ 2.30 SY Rip Ra , machine laced;slo es ESC-16 WSDOT 9-13.1 2 $ 39.08 CY Rock Construction Entrance 50'x15'x1' ESC-17 SWDM 5.4.4.1 $ 1,464.34 Each Rock Construction Entrance, 100'x15'x1' ESC-18 SWDM 5.4.4.1 $ 2,928.68 Each Sediment ond riser assembl ESC-19 SWDM 5.4.5.2 $ 1,949.38 Each Sediment tra , 5' hi h berm ESC-20 SWDM 5.4.5.1 $ 17.91 LF Sed.tra ,5'hi h,ri r ed s illwa berm section ESC-21 SWDM 5.4.5.1 $ 68.54 LF Seedin , b hand ESC-22 SWDM 5.4.2.4 $ 0.51 SY Soddin 1"dee , level round ESC-23 SWDM 5.4.2.5 $ 6.03 SY Soddin , 1"dee , slo ed round ESC-24 SWDM 5.4.2.5 $ 7.45 SY TESC Su ervisor ESC-25 $ 74.75 HR Water truck, dust control ESC-26 SWDM 5.4.7 $ 97.75 HR w � **** e 9 Each ESC SUBTOTAL: $ 600.30 30%CONTINGENCY&MOBILIZATION: $ 180.09 ESC TOTAL: $ 780.39 COLUMN: A Page 2 of 9 Unit prices updated: 02/12/02 Version: 04/22/02 Co��^'King County Bond Quantities.xlsx Report Date: 1/25/�(l10 Site Improvement Bor�u Quantity Worksheet Webdate: 1 i05 Existing Future Public Private Quantity Completed Right-of-Way Road Improvements Improvements (Bond Reduction)' i 8 Draina e Facilities Quant. II Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Com lete Cost I' �4�. ' Back(ill&Com action-embankment GI-1 $ 5.62 CY � Backfill 8 Com action-trench GI-2 $ 8.53 CY I Clear/Remove Brush b hand GI-3 $ 0.36 SY 1000 360.00 I Clearin /Grubbi /Tree Remwal GI-4 8 876.16 Acre Excavation-bulk GI-5 $ 1.50 CY 5 7.50 Excavation-Trench GI-6 $ 4.06 CY 25 101.50 Fencin cedar 6'hi h GI-7 $ 18.55 LF '�� Fencin chain link vin coated 6'hi h GI-8 13.44 LF � Fencin ,chain link, ate,vin coated, 20' GI-9 $ 1,271.81 Each I Fencin ,s lit rail,3'hi h GI-10 $ 12.12 LF Fill&com act-common barrow GI-11 $ 22.57 CY 15 338.55 I Fill&com act- ravel base GI-12 25.48 CY � Fill 8 com act-screened to soil GI-13 37.85 CY Gabion, 12"dee ,stone filled mesh GI-14 $ 54.31 SY � Gabion 18"dee stone filled mesh GI-15 $ 74.85 SY Gabion 36"dee stone filled mesh GI-16 132.48 SY Gradin fine b hand GI-17 2.02 SY Gradin ,fine,with rader GI-18 $ 0.95 SY Monuments,3'lon GI-19 $ 135.13 Each ', Sensitive Areas Si n GI-20 $ 2.88 Each Soddi 1"dee slo ed round GI-21 7.46 SY Surve in ,line& rade GI-22 $ 788.26 Da 1 788.26 Surve 'n lot location/lines GI-23 $ 1,556.64 Acre Traffic control crew 2 fla ers GI-24 85.18 HR ', Trail 4"chi ed wood GI-25 7.59 SY ! Trail,4"crushed cinder GI-26 $ 8.33 SY � Trail,4"to course GI-27 $ 8.19 SY W all retainin concrete GI-28 44.16 SF W all,rocke GI-29 $ 9.49 SF ' Page 3 of 9 SUBTOTAL 1,595.81 Unit prices updated: 02/12/02 `KCC 27A authorizes only one bond reduction. Version: 4/22/02 Copy of King County Bond Quantities.xlsx Report Date: 1/25/2010 Site Improvement Bond Quantity Worksheet Webdate: 11/21/2005 Existing Future Public Prlvate Bond Reduction' Right-of-way Road Improvements Improvements &Draina e Facilities Quant. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Com lete Cost ROADIMPROVEMENT � AC Grindi ,4'wide machine<1000s RI-1 $ 23.00 SY AC Grindi ,4'wide machine 1000-2000s RI-2 $ 5.75 SY AC Grindi 4'wide machine>2000s RI-3 $ 1.38 SY AC Removal/Dis osaVRe air RI-4 41.14 SY 50 2 057.00 Barricade,t e I RI-5 $ 30.03 LF Barricade t e III Permanent RI-6 $ 45.05 LF Curb 8�Gutler rolled RI-7 $ 13.27 LF Curb&Gutter vertical RI-8 9.69 LF Curb and Gutter demolition and dis osal RI-9 13.58 LF Curb,e�Aruded as halt RI-10 $ 2.44 LF 295 719.80 Curb e�Aruded concrete RI-11 2.56 LF Sawcut as halt 3"d th RI-12 1.85 LF Sawcut concrete er 1"de th RI-13 1.69 LF Sealant,as halt RI-14 $ 0.99 LF Shoulder,AC, see AC road unit rice RI-15 $ - SY Shoulder ravel 4"thick RI-16 7.53 SY Sidewalk 4"thick RI-17 30.52 SY Sidewalk,4"thick,demolition and dis osal RI-18 $ 27.73 SY Sidewalk 5"thick RI-19 $ 34.94 SY Sidewalk 5"thick demolition and dis osal RI-20 $ 34.65 SY Si n handic RI-21 85.28 Each Stri in , er stall RI-22 $ 5.82 Each Stri in ,thermo lastic for crosswalk RI-23 $ 2.38 SF Stri in ,4"reflectorized line RI-24 $ 025 LF Page 4 of 9 SUBTOTAL 2,776.80 Unit prices updated: 02/12/02 'KCC 27A authorizes only one bond reduction. Version: 4/22/02 C� 'King County Bond Quantities.xlsx Report Date: "'^"2010 Site Improvement Bc,� �� Quantity Worksheet Webdate: '2005 Existing Future Public Private Bond Reduction* Right-of-way Road Improvements Improvements &Draina e Facilitles Quant. Unit Price Unit Quant. Cost Quant. Cast Quant. Cast Com lete Cast BOAD SURFACING 4"Rock=2.5 base 8 1.5"top course For'93 KCRS(6.5"Rock=5"base&1.5"top course) For KCRS'93 additional 2.5"base add: RS-1 3.60 SY AC Overla ,1.5"AC RS-2 $ 7.39 SY AC Overla ,2"AC RS-3 $ 8.75 SY AC Road 2" 4"rock First 2500 SY RS-4 $ 17.24 SY AC Road 2" 4"rock Qt .over 2500SY RS-5 13.36 SY AC Road,3",4"rock,First 2500 SY RS-6 $ 19.69 SY 2080 40,955.20 AC Road,3",4"rock,Qt .over 2500 SY RS-7 $ 15.81 SY AC Road 5" First 2500 SY RS-S $ 14.57 SY AC Road 5" Qt .Over 2500 SY RS-9 13.94 SY AC Road 6" First 2500 SY RS-10 16.76 SY AC Road,6",Qt .Over 2500 SY RS-11 $ 16.12 SY As halt Treated Base 4"thick RS-12 $ 9.21 SY Gravel Road 4"rock First 2500 SY RS-13 11.41 SY Gravel Road 4"rock Qt .over 2500 SY RS-14 7.53 SY PCC Road,5",no base,over 2500 SY RS-15 $ 21.51 SY PCC Road, 6",no base,over 2500 SY RS-16 $ 21.87 SY Thickened Ed e RS-17 $ 6.89 LF Page 5 of 9 SUBTOTAL 40,955.20 Unit prices updated: 02/12/02 'KCC 27A authorizes only one bond reduction. Version: 4/22/02 Copy of King County Bond Quantities.xlsx Report Date: 1/25/2010 Site Improvement Bond Quantity Worksheet Webdate: 11/21/2005 Existing Future Public Private Bond Reduction' Right-of-way Road Improvements Improvements &Draina e Facilities Quant. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Com lete Cast DRAINAGE CPP=Co�rU at9d PlastiC Pi e,N12 or E uivalent) For Culvert rfces Avere e of 4'cover was assumed.Assume erforated PVC fs same rice as solid i e. Access Road R/D D-1 16.74 SY Bollards-fixed D-2 $ 240.74 Each Bollards-removable D-3 $ 452.34 Each ' CBs include frame and lid CB T e I D-4 1 257.64 Each 1 1 257.64 CB T e IL D-5 $ 1,433.59 Each CB T e II 48"diameter D-6 $ 2 033.57 Each for additional de th over 4' D-7 $ 436.52 FT CB T e II 54"diameter D-8 2 192.54 Each for additional de th over 4' D-9 $ 486.53 FT CB T e II,60"diameter D-10 $ 2 351.52 Each for additional de th over 4' D-11 536.54 FT CB T e II 72"diameter D-12 3 212.64 Each for additional de th over 4' D-13 $ 692.21 FT Throu h-curb Inlet Framework Add D-14 $ 366.09 Each Cleanout PVC 4" D-15 130.55 Each Cleanout PVC 6" D-16 174.90 Each Cleanout,PVC,8" D-17 $ 224.19 Each Culvert,PVC,4" D-18 $ 8.64 LF Culvert PVC 6" D-19 $ 12.60 LF Culvert PVC 8" D-20 13.33 LF 2� 2�9_93 Culvert PVC 12" D-21 21.77 LF Culvert,CMP,8" D-22 $ 17.25 LF Culvert CMP 12" D-23 $ 26.45 LF 2 52.90 Culvert CMP 15" D-24 32.73 LF Culvert CMP 18" D-25 37.74 LF Culvert,CMP,24" D-26 $ 53.33 LF Culvert CMP 30" D-27 $ 71.45 LF Culvert CMP 36" D-28 $ 112.11 LF Culvert CMP 48" D-29 140.83 LF Culvert,CMP,60" D-30 $ 235.45 LF Culvert,CMP,72" D-31 $ 302.58 LF Page 6 of 9 SUBTOTAL 1,590.47 Unit prices updated: 02/12/02 'KCC 27A authorizes only one bond reduction. Version: 4/22IO2 Co� -"'.ing County Bond Quantities.xisx Report Date: 1'^""010 Site Improvement Bona Quantity Worksheet Webdate: 1 �o5 Existing Future Public Private Bond Reduction' �i Right-of-way Road Improvements Improvements 8 Dreina e Facilities Quant. No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Com lete Cost Culvert Concrete 8" D-32 $ 21.02 LF Culvert Concrete 12" D-33 30.05 LF 62 1863.1 I Culvert,Concrete, 15" D-34 $ 37.34 LF I Culvert Concrete 18" D-35 $ 44.51 LF �I Culvert Concrete 24" D-36 61.07 LF Culvert Concrete 30" D-37 104.18 LF Culvert,Concrete,36" D-38 $ 137.63 LF I Culvert,Concrete,42" D-39 $ 158.42 LF Culvert Concrete 48" D-40 $ 175.94 LF Culvert CPP 6" D-41 10.70 LF Culvert,CPP,8" D-42 $ 16.10 LF Culvert,CPP, 12" D-43 $ 20J0 LF I Culvert CPP 15" D-44 $ 23.00 LF Culvert CPP 18" D-45 27.60 LF Culvert CPP 24" D-46 36.80 LF Culvert CPP 30" D-47 $ 48.30 LF I Culvert CPP 36" D-48 55.20 LF Ditchin D-49 8.08 CY Flow Dis ersal Trench 1 436 base+ D-50 25.99 LF French Drain 3'de th D-51 $ 22.60 LF Gedextile laid in trench ol r ene D-52 $ 2.40 SY Infiltration ond testin D-53 $ 74.75 HR Mid-tank Access Riser 48"dia 6'dee D-54 1 605.40 Each Pond Overflow S iliwa D-55 $ 14.01 SY Restrictor/Oil Se arator 12" D-56 $ 1 045.19 Each �I Restrictor/Oil Se arator 15" D-57 1 095.56 Each Restrictor/Oil Se arator 18" D-58 1 146.16 Each Ri ra , laced D-59 $ 39.08 CY 0.5 19.54 Tank End Reducer 36"diameter D-60 $ 1 000.50 Each I Trash Rack 12" D-61 211.97 Each I Trash Rack 15" D-62 237.27 Each ' Trash Rack,18" D-63 $ 268.89 Each Trash Rack,21" D-64 $ 306.84 Each Page 7 of 9 SUBTOTAL 1882.64 Unit prices updated: 02/12/02 'KCC 27A authorizes only one bond reduction. Version: 4/22/02 Copy of King County Bond Quantities.xlsx Report Date: 1/25I2010 Site Improvement Bond Quantity Worksheet Webdate: 1 112 1/2 00 5 Existing Future Public Private Bond Reduction* Right-of•way Road Improvements Improvements 8�Draina e Facilities Quant. Unit Price Unit Quant. Price Quant. Cost Quant. Cost Com lete Cost PARKING LOT SURFACING ri�. 2"AC 2"to course rock 8 4"borrow PL-1 15.84 SY 2"AC, 1.5" to course&2.5"base course PL-2 $ 17.24 SY 4"select borrow PL-3 $ 4.55 SY 1.5"to course rock&2.5"base course PL-4 $ 11.41 SY WRITE-IN-ITEMS Such as detention/water ualit vaults. �lQ- W I-1 Each WI-2 SY WI-3 CY WI-4 LF WI-5 FT WI-6 WI-7 WI-8 WI-9 wi-io SUBTOTAL SUBTOTAL(SUM ALL PAGES): 48,800.92 30%CONTINGENCY 8 MOBILIZATION: 14,640.28 GRANDTOTAL: 63,441.20 COLUMN: B C D E Page 8 of 9 Unit prices updated: 02/12/02 'KCC 27A authorizes only one bond reduction. Version: 4/22/02 Cop� ng County Bond Quantities.xlsx Report Date: 1/��"110 I Web date: 11/21/2005 Site Improvement Bond Quantity Worksheet Original bond computations prepared by: Name: St. Thomas Orthodox Church �ate: 1/25/2010 PE Registration Number: 40567 Te�.#: (253)864-6800 Firm Name: AItB CaSCade, Inc. Address: 310 N Meridian, Suite 200, Puyallup, WA 98371 ProJect No: ROAD IMPROVEMENTS 8 DRAINAGE FACILITIES FINANCIAL GUARANTEE REQUIREMENTS PERFORMANCE BOND" PUBLIC ROAD&DRAINAGE AMOUNT BOND'AMOUNT MAINTENANCE/DEFECT BOND` REQUIRED AT RECORDING OR Stabilization/Erosion Sediment Control (ESC) (A) $ 780.4 TEMPORARY OCCUPANCY"' Existing Right-of-Way Improvements (B) $ - Future Public Road Improvements&Drainage Facilitie (C) $ - Private Improvements (D) $ 63,441.2 Calculated Quantity Completed (E) $ - Total Right-of Way and/or Site Restoration Bond"/"" (A+B) $ 780.4 (First$7,500 of bond'shall be cash.) Performance Bond'Amount (A+B+C+D) = TOTAL (T) $ 64,221.6 T x 0.30 $ 19,266.5 OR Minimum bo�d'amount is . Reduced Performance Bond"Total *** (T-E) $ 64,221.6 Use larger o Tx30 0 or (g+C)X Maintenance/Defect Bond'Total 0.25= $ - NAME OF PERSON PREPARING BOND'REDUCTION: Date: •NOTE: The word"bond"as used in this document means any financial guarantee acceptable to King County. "NOTE: KCC 27A authorizes right of way and site restoration bonds to be combined when both are required. The restoration requirement shall include the total cost for all TESC as a minimum,not a maximum. In addition,corrective work,both on-and off-site needs to be included. Quantities shall reflect worse case scenarios not just minimum requirements. For example,if a salmonid stream may be damaged,some estimated costs for restoration needs to be reflected in this amount. The 30%contingency and mobilization costs are computed in this quantity. """NOTE: Per KCC 27A,total bond amounts remaining after reduction shall not be less than 30%of the original amount(T)or as revised by major design changes. SURETY BOND RIDER NOTE: If a bond rider is used,minimum additional performance bond shall be $ 63,441.2 (C+D)-E REQUIRED BOND'AMOUNTS ARE SUBJECT TO REVIEW AND MODIFICATION BY DDES Page 9 of 9 Unit prices updated: 02/12/02 Check out the DDES Web slte at www.metrokc.aov/ddes Version: 4/22/02 Copy of King County Bond Quantities.xlsx Report Date: 1/25/2010 St. Thomas Orthodox Church ,f%�� Alta ��L�rl�' DRAINAGE REPORT _� � D-1 Erosion and Sediment Control Plan � T�� "°TES GRADING & 1 ROSION CONTROL PLAN � � IJ�PqpJAL 01 IHt'lM�l1NN(Y FR0310N/SfIN4iNIA1MN f.M1iRIM FIAN(ItSCP)WES N01 � � I:HISIRIITF AH AYVX(NN��VFRWHFM ROY)di ORIJNACF 11FSiW(F.C..SI)i N11I IbC TpN�I � a w',UllY,YIYFS,NfSIMiC101t5,CIMNIE45,XETEVLqX fACI11i1E5,UPLI'IES,ETC.J. I G+00 = 2. TIE 41'lFM[NfATION Of iHE iESLf'AND iHE CONSTIIVC110N.4VMQMNCC,11EI'LICEYOff NiD � (� C uPoP.dINO Of 1FSCP fICILITIES IS iHE RESPONSIBLIIY Of TIE CONTRMIOH UNR ALL — �_ � �riusrmMrwr�is•aanwrn - X � .1. illC BOUNOMICS Of tll[CLGRINC LIMrtS SHOWN ON T1E MAN SIULL BC CIFMLY ftACG[� `;f;AI� 7"- JO FT I O � � IN IXF Flflll 1'NIl)N i0 C�)NSiNUCilI)N.I]UMINq INf LONSiRUCiION PFFqD,NO D5IUXBVII:k ' tltY0N0 iHf fIAG4f0 LIfAHING LIMI15 SINLL 9E PERMIiIED. iME FUCCINC SIINL BE EWMAINEU Qo 0� �i n �7 XY�H!AMYII(:N11/tAlNlffA(:I�N IUN IN!UUNAIIUN O��M!CUN}IXUGII(IN. ] W ,� 'I � I O �m �_> IMf 1lyCV fM.ILI�IfS SNOWN(IN IHIS PLW MIISI BE CONSIPUCfE�PRIOP i0 ALL 4FIAINC uxR OI 4USUIIN[M IN US R£! I �. = m� Z N1D GWDING IG�M�IfS,M!�IN SUGM�MMNGN 10 lNSIIP!�XA�SEOI4ENi UOtN W��lR DOES ' � � ; U NOi CNTCI!T11C OR/JNALC SYSTCM OA NOLATC APPLICAOIL WATCN WAUiV STMlMNDS. ��I' —�I n-- � IHk IfSf:Y IM.ILIIIl5 SMOWN ON IME YIAt1 ME IH4 YINI4W XEOUiREl1EN15 fql M'IICIP�ilU I 6�Stl O N� O SfIE CONDf�ONS.DUHING 1HE GONSTIIVCTON 1'ERiOD.TNESE lESCI'FALI4TK5 SHLL�BE � � , � e i � UPLP E�(E C/�DpItqNAL SU4P5.HELOGLION Of DILCNES ANO 9Li FENLES,EfC.)AS NEEDEO � I �� f]q IINE%ViCRD SfOHY MHfS ANO,�S TIC CIT'P[WiRCS. I Y (n - W iHF iFSf.P�ACiIRi(S SIWI flG INSGFCif�MIIV qY 1HG/.CGlif.�/CONfR/CTOR AN� I I � c e� MNNTAII[0 AS N[CCSSI,M t0 FNSUFE i11EF C�NiNUFO NNLT p OPFlU1qN. -- - ��, ,,,�F I ANY INIA 1IRYPIf()f VF<AIAII)N,Nf.I)Nf X<MIIW.IY f YNI\ WH�Nf N111��XIHkX �-�' i��. 1 / I 'j � 0 ' W<�N 5 MIICYAIF�i�F A PGRI(1�Of IW()(9j IMri,SNM X" G�NIGIY 1 AN /41 WIIH � i � I I I = ` RPPROVFII TGSCP Nf'MOpS(F.C.SFF�ING,Mlll CHINf. Nf'filNf. �OS q ANNRS FfC).CR/.t5 u� 'I� '�� u��N• . r-� �� s�e p x` '�� StF01NC NONE WILL BC/�CCEPiABLE ONLY�URNG IHL MOMHS OY WRIL I1IROUCH OCfOBEP ��+��.�-� '��'-+ .G�' � 7^ T � 4 ��\ � I li ~ G _ _ q, INClU51K, / ".�'*':-c'F g ` � �/ / —}� �' � l'J� � � , � � �;' r �'i 1 � X /iM'MEA NiEOMf.TGSf.F NF SIIkFl Nf�l NIqiIIHNf.4u1�N 1 AI iNII�N,tiHAll Pf � '� � � � � I �� - / � I'� � �� AIIINtFS3F0 WITHIN IIiTFFN(15)MYS. � � "� � . / � :.- / 610MSf : �\ �' *� I v� I . I 554A 9 THC TCSCP fAClllil6 INI t1UCTVE SRES SIVLL BE IN51`ECiC�MID MNNtI1NC0 A MMMUM OF �� A y CNCE A YONfII OR WIfMN M IqUHS NLLONIfq�STONM CVCIIi NID�l5 ME CfFI DEEYS .� . / �� .. 1"' I � �'� � I ..� �. '1 . j� i1V'!00 0 n[�[SSN1Y. .��. �,. �•. � � io.sr�auzm ca,murnor�cwtwwc[s ua w�s„v�os o[n tm s'ruanos,sruu x � �;� .I .�.I / /� � � �.. �5.--��r�.. � ��. i', I �� 9�1 NSTKlEO At ME BEOINNNO Of CONSiNIiCTION MID 4NMMIEO G09 TIE WMTON Of ME �- .. � / I � � / • �, I Y g 7 6 vRo�E(:i. ApDIT01UL YFASUNES unv BE REWMlED TU MS�RE iM�i N1 VAVED MFAS AVE NEVf -� ' ^ I '� O � c t,w rox iNt uuruiwx or�inF vnnicci \ ��—__ �_ / \ —_ �� .t � (� � - i i.DUNING ME TIME f'EFI00 Of NOYEMBEfl 15f TMflOUGH 1WiCN J15T.ALL PROJECf DISiVRBE� �I � �-� / �+f p'lit � I\� ' � � � IFFAS LNA!ME TO 9E l£FT UNWONNED fON MON MAN MO(3)WYS SH/J1 9E GOVfXEO Bf U I � \ �'.j' n y.S � ` `� j 1 � �''�� CNE Oi iNE IOLLOWING COYER MFASURES.NULCH,SOD�ING OR PU511C COVE111NG. � �� I � ,� \� � � Mf`ROMMACLYUW0oy1'OCND`�[R�MACF�CMRYTlROGON CONINOL��19 RFOUREOpIESHALEBEA/�PPUEO �I \~~�� •� .� • /\� I II _ ��• EMOMEG I � � � / I � / I�I �f.l;l Y � I ' i.B15 Sf � � �� yQ �T A AXNIYUY TIIICNHC55 0(TIRCC(])INCIICS OR 3.000 lL5/ACRC. $� t%1911NC � �I I �� ; . '� � 1 � � g r] EItISTNG �� 7� r SfORIGE SHFD \ � � I II . II 4 � I I �.A4 CONYIMUC N�M vXflfiNiSYkY NI)IMIKVl1:1111 tiYAti�NN fANMfIONS IMCI�iF..Wl1 IS�MF �'!5 Sf I.M6 SI �. 1( � �; � k CT'PC40�,IINE4.��XY�F�HOv)L�uAiflP�l{ilui Y�qf iivP YfAS�INiS 1F i Pf I ' • 9 AEwOR. RTSINLI Pi TIF FFSPlIN9W rtri��nFpNiFFy*I]yMOliFS�rtM iRLP�� \ �i I I / � �. I I - �WR1NCD ON TIEPMPROVED�lANµS fAClfflfS.rOVER NIO`A90.E MNIYIIY REWPFAENIS I / l_ __ I, \� �I T Y I Y 5 �] �� [m11LIkM INilllf:ikNtk 314LLL NF UStll WHkNF NOIFII DN iXi PINIS(Nt A$qRFC1Fl1 BY LNE I 1 � ' r ' '�'� I I I —� 7titi` _ � 1 Bi00 '� i �� o��,a�, I.�J�� .�'- -0ir-^-' I _ •�t�.» I = I •-•�`+__\' � I' r -- -- — .J'�_ -��-•-� •�� , i I ''.I �� __�' __ '_ _. �- � . -' �.- F , �r = r.,. ,l'-0 . ;,�„�� u;,•_°-\ ; �,06.�� , ,.� �+ �0 fl+ y4T.LaS'— I ��I c waK�. oou •n m��i ruml �.h� .._�I I!, I I n` ,, p iy .i. .� °u r �"'"�°N^K� FRO ION .ONTRO S.H D I I � $�� TWICALcCR055 SECTION � N " O1 US!lIIItiIMC CIUYFL OPMW�Y AS f.fIN51RI1C1bH FNiMNCF �n a 'w�a ��1 O2 SILi lENCC PCH DR/JL 1 6h00 � g�� QEMOLITION SCHEDULE - �� - �� - �� n II ' II V II p nEua,s crosnHo xouc CALL 48 H�Uf�S •1� � q ��=_I __ 1 BEF ORE YOU DIG �„� m R[MpV[CMISIING GONCPFfF U �a• 1-800-424-5555 �"s ��. miuu rw�r�'acU U� m AM(IVF FNISlINO tP1UIT � � rw.i wu a ELEVATON wmr.a�u niau � ,�"'� R`( � SILT FENCE �_� pR �� w�.:« � � o c� a g ti St. Thomas Orthodox Church �i '.. �ta �'(�J�,��r f� DRAlNAGE REPORT �rJf� � E-1 Operations and Maintenance Manual Stormwater Facilities Operation and Maintenance Manual This Operation and Maintenance Manual is for the Bio-filtration swales located at the St. Thomas Orthodox Church in Renton, WA. The purpose of ' this facility is to provide water quality treatment for stormwater runoff � generated by the new asphalt paved access and parking lot. The following I pages identify and describe the maintenance tasks associated with the storm I, facilities. ' al shall b k t on the remise of the II' This Operation and Maintenance Manu e ep p s , St. Thomas Orthodox Church located at 11651 SE 188�h St., Renton, WA ', 98058. j This Operation and Maintenance Manual must be made available for inspection by the City of Renton. The operation and maintenance of the bio-filtration swales and associated facilities will be the responsibility of the St. Thomas Orthodox Church in Renton, WA. The Church Vicar, Rev. Fr. T.U. Jacob can be contacted by phone at (253) 946-2044. Catch Basin Maintenance Checklist �_ Frequency Drainage � � � Problem Conditions to Check Fa Conditions That Should System ✓ Erst Feature enera `Dump no pollutants" Stencil or stamp should be Waning signs(e.g., Stencil or stamp not visible and easilyread "Dump No Wa ste-Drains to visible SUeam")shall be painted or embossed on or adjacent to all stomi drain inlets. • �� Trash 8 Trash or debris which is located No trash or debris located Debris immediately in front of the catch immediately in front of basin opening or is blocking catch basin or on grate inletting capaaty of the basin by opening. M Gene ral Trash& Trash or debris(in the basin) No trash or debris in the Debns that exceeds 60 percent of the catch basin. sump depth as measured from the bottom of basin to invert of the lowest pipe into or out of the basin,but in no case less than a minimum of six inches clearance from the debris surtace to the invert of the lowest i e�� Trash 8 Trash or debris in any inlet or Inlet and outlet pipes free Debris outlet pipe blocking more than of Vash or debris. 1 J3 of its hei ht. ene ra Trash& Dead animals or vegetation that No dead animals or Debris could generate odors that couid vegetation present v.9thin cause complaints or dangerous the catch basin. ases e. ..methane. ere ra Seci ment Sed ime nt(in the basin)that No sediment in the catch exceeds 60 percent of the sump basin depth as measured from the bottom of basin to invert of the low�est pipe into or out of the basin,but in no case less than a minimum oi 6 inches clearance trom Uie sedirr�ent surface to the invert of the low�e st i e. ene ra Structure Damage to Top slab has holes larger than Top slab is free oi holes Frame andlor Top 2 square inches or cracks wider and cracks. Siab than 1/4 inch(Intent is to make sure no material is running into General Structure Damage to Frame not sitting nush on top Frame and/or Top slab,i.e.,separation of more Frame is sitting flush on Slab than 3/4 inch of the frame from the riser rings or top slab the top slab.Frame not and firmly attached. securel attached ene ra Fractures or Cracks in Maintenance person judges that Basin replaced or repaired Basin Walls/Bottom structure is unsound. to des' n standards. Catch Basin Maintenance Checklist continued I Frequency Drainage � � � Problem Conditions to Check Fa Conditions That Should System � F�est Feature General Fractures or Cracks in Grout fillet has separated or Pipe is regrarted and Basin Walls/Bottom uacked wider than 112 inch and secure at basin wall. longer than 1 foot at the joint of any inleUoutlet pipe or any evidence of soil partiGes entering catch basin through uadcs. e�� SettlemenV If failure of basin has aeated a Basin replaced or repaired Misalignment satety,function,or design to design standards. M Gene ral Vegetation Vegetation grooting across and No vegetation biocking blocking more than 10°k of the opening to basin. basin o nin . ene ra ege ion Vegetation groHing in No vegetation or root inleVouUet pipe joints that is growth present. more than six inches tall and less than six inches a art. on amina on an Any evidence of oil,gasoline, o con minan s or General Pollution pollutants present. contaminants or other pollutants (Coordinate removallcleanup wiih local�vater quality res nse enc . Catch Cover Not in Place Cover is missing or only My open catch basin Basin partially in place. requires maintenance. Cover Catch basin cover is closed. Catch Locking Mechanism Mechanism cannot be opened Mechanism opens with Basin Not Working by one maintenance person proper tools. Cover with proper tools. Boits into ftame have less than 1l2 inch of hread. Catch Cover Di�cult to One maintenance person Cover can be removed by Basin Remove cannot remove lid after applyi ng one maintenance person. Cover normal lifting pressure. (Intent is keep cover from sealing off access to maintenance.l Ladder Ladder Rungs Unsate Ladder is unsafe due to missing Ladder meets design rungs,not securely attached to standards and allows basin wall,misalignment,rust, maintenance person safe cracks,or sharp edges. access. Grates Grate opening Grate with opening wijer than Grate opening meets II Unsafe 7/8 inch. desi n standards. I • Grates Trash 8 Trash and debris that is Grate free of trash and Oebris blocking more than 20%of debris. A Grates Damaged or Grate missing or broken Grate is in place and meets Missin . member s of the rate. desi n standards. If you are unsure whether a problem exists,please contact a Professional Engineer. �� (M) Monthly from November through April. (A) Once in late summer(preferable September) (S) After any major storm (use 1-inch in 24 hours as a guideline). Energy Dissipater Maintenance Checklist ete Frequency Drainage Probiem Conditbns to Check For CondiGons That Should Exist System � � � � Feature Extemal: ock ad Mfssing or Only one layer oT rock exists above Rock pad replaced to design Moved Rodc native soil in area five square feet sWndards. or larg�,or any exposure of native soil. M Rock Pad Erosion Soil erosion in or adjacent to rock Rock pad replaced to design ped. standards. ispersion Pipe Pluggad with Accumulated sediment that Pipe cleaned�'flushed so that it Trench Sediment exceeds 20°k of the desi n d th. matches desi n. ispersion Not D:scharging Visual evidence oi water Trench redesgned or rebuilt to Trench Water Properly discharging at concentrated points standards. along trench(normal condition is a "sheet 11ow'oi water along Vench). Interrt is to revent erosion dama e. ispers�on Perforetlons Plugged. Over�i2 of peAoraUons In pipe are Pertorated pipe deaned or Trench plugged with debris and sed�ment. replaced. isperoion Water Flo•+�s Out Top of Maintenance person observes or Facility rebuitt or redesigned to Trench �DlsVibutor Catch Basin. receives credib�e report ot water standards. flowing out during any stortn less than the design storm a its causing or s en like to wuse dama e. ispersion Receiving Area Over• Water in receiving area is causing No danger ot landslides. Trench Saturated or has potermal of wusing landslitla problems. Intemal: ManholeiC SVucture replaced to design hamber Wom or Damagad Post. Structure dissipating 11ow standards. BatAes,Side of Chamber deterioretes to 1/2 of original size or any concentrated wom spot exceeding one squara foot which would maka structura unsound anholef TreshB Debris No trash or debris in the catch hamber Trosh or debris(in the basin)that basin. exceeds 60 percent ot me sump depth as measured from the bottom of basin to Invert oi the lo�vest pipe into a out ai the basin,but in no case less than a mtnimum of six inches Gearance from the debris surface to the invert of the la+�est I e. an ei Trash&Debns Inlet and autlet pipes free of hamber Trash or debris in any inlet tt outlet trash or debris. pfpe blocking more than 1i3 of its hel ht. an ei Tresh&Debris No dead animals or vegetation hamher Dead animals o�vegetatlon that present within the catch basin. could generets odas that wuld cause complaints a dangarous ases e. .,methane. an lei Sediment Sediment(in the basinl that No sediment in the wtch basin hamber exceeds 60 percer.t of the sump � de th as measured}rom the bottom Energy Dissipater Maintenance Checklist Continued �� ae II�I Frequency Dreinage � � � Problem Contlitbns to Checic Fa Conditbns That Should Exist I System � Featura ; of basin to Invert oi the bwest pipe I into or out of the basin,but in no � case Iass than a minimum of 5 inches dearance hom the sadiment suAace to the inve�t of the lowest I i e. anho e/ Structure Damage to Top slab has holes larger than 2 Top slab is free ot holes and � hamber Frame andlor Top Slab squere inches or uacks vrider than cracks. 1;4 inch Qntent is to make wre no material is runni into basin). A anho e� Structure Damage to Frame not sitting flush on top slab. hamber freme and'or Top Slab i.e.,separation oi more than 3`4 Freme is sitting flush on the inch o}the frame from the top slab. riser rings or top slab and Frame not securely attached firmly attached. an o e� Frectures a Cracks in htairrtenance person judges that Basin roplaced or repalretl to hamber Basin Walis/Bottom structure is unsound. desi n standards. M1 anho e� Fractures or Cracks in Grout flllet has separeted or Pipe Is regrouted and secure hamber Basin Walls�Bottom cracked v.lder than U21nch and at basln v,eil. longer than 1 foot at the jdnt of eny inlet�outlet pipe or any evidence ot soil particles entering catch basin throu h crecks. A an et SettlemenV If failure oi basin has ueated a Basin replaced or repaired to hamber Miselignment satety.functlon,or deslgn problem. design standards. ManMlerC ContaminaUon Any evidence of oil.gasolina. o contamina or utan hamber and Pollutlon contaminants or other pollutants present. (Coordinate removal,-deanup with Ixal water quality response en . A Catch Cover Not in Placa Cover is missing or only partially in Any open catch basin requires Basin place. maintenance. Catch basin Corer cover is cbsed A Catch Lodcing Mechanism Mechanism cannot be opened by Medianism opens with proper Basln Not�Vorking one malntenance person with tools. Cover proper tods.Bolts into Trame have less than 112 inch of thread. � Catch Cover Dificult One maintenanca persan cannot Cover can be removed by one Basin M Remove remove lid after apptying normal maintenance person. Cover ItMng pressure. (Intent Is keep cover hom sealing ott access to maintenence. If you are unsure whether a problem exists,please contact a Professional Engineer. �' (M) Monthly from November through April. II (A) Once in late summer(preferable September) (S) After any major storm (use 1-inch in 24 hours as a guideline). i Bio-filtration Swale Maintenance Checklist Dam Frequenry Drsinaya Problem Cond tions to Check For Conditions That Shou d Ex st Syst�m � ° � � Feeture �� Sediment Sediment depth exceeds 2 Remove sediment deposits Accumulation on inches. on grass treatmeM area of Grass the bio-swale. When finished,swale should be level from side ro side and drain freely to�vard outlet There should be no areas of standiny water once inflow has ceased. ener Standing Water When water stands in the svrale Any of the following may between stortns and dces not apply:remove sediment or drein freety. trash blockages,improve grade from head to foot of swak,rcmove Gogged check dams,add underdrains or convert to a wet biofiltretion swale. enera Flow spreader uneven or Level the sprcader and Flow spreader ��J9�sp that flows are not Gean so that flows are uniformly distributed through spread evenly over errtire entire swale vridth. swale width. enera Constant Baseflow When small quantities of water Add a low-flow pea-grevel co�tinually flrnv through the drein the length of the swale,even when it has been swak or by-pass the dry for weeks,and an eroded, baseflow around the swale. muddy channel has fortned in the swale bottom. enera Poor Vegetation When grass is sparse or bare Determine w�hy grass Cove2ge or eroded patches occur in growth is poor and correct more than 10%oi the swale that condition. Re-plant bottom. with plugs of gress from the upper siope:plant in the swale bottom at&inch intervals. Or rrseed into loosened,fertik soil. enere ege a on y�r�the gress becomes Mow vegetation or remove excessively tall(greater than nuisance vefletation w that 10-inches);when nuisance flow not impeded. Grass weeds and other vegetation should be man�ed to a staRs to take over. height of 3 to 4 inches. Remove ress cli in s. enera Excessive Shading Grass growth is poor because If possible,Vim back over- sunlight does not reach s�vale. hanging limbs and remove brushy vegetation on ad'acent slo s. enera n e e InleVoutlet areas dogged with Remove materiai so that sediment and/or debris. there is no Gogging or blockage in the inlet and outlet area. enere Tresh and Debris Tresh and debris accumulated Remove trash and debris Accumulation in the bio-swale. from bioswale. Bio-filtration Swale Maintenance Checklist Continued ate Frequerxy Drainage Problem Condiions to Check For CorWdions That Should F�cist Syst�m � � � � Feature enera ros� nng Eroded or scoured swale For Ms or bare areas less bottom due to flow than 12 inches wide,repair channelization,or higher flows. the damaged area by filling �Mth crtished gravel.If bare areas are large,generally greater than 12 inches wide,the swale should be re-greded and re-seeded. For smaller bare areas. overseed when bare spols are evident,or take plugs of grass from the upper I sbpe and plant in the , swale bottom at 8-inch ' intervais. If you are unsure whether a problem exists,please contact a Professional Engineer. �• (M) Monthly from November through April. (A) Once in late summer(preferable September) (S) After any major storm(use 1-inch in 24 hours as a guideline).