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Home My WebLink About03157 - Technical Information Report h Technical Information Report . m Oakesdale Commerce Center 3390 Oakesdale Avenue S.W. Renton, Washington Prepared for: RREEF 16000 Christensen Road, Suite 101 Tukwila, Washington September 17, 2003 Revised November 25, 2003 Revised February 10, 2004 I Revised March 16, 2004 Our Job No. 11010 Ub � � 3 �=� � �v� � � -�� C(TY �,� �vTpN �---- R E C�, ^. E-D ��` "�L BY � --� L�k�� BY � cf��/Gl. BY G lr1 A j, �� f�1� SZ CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES � `` 15215 7ZND AVENUE SOUTH KENT, WA 98032 (425) 251-6222 (425) 251-8782 FAx 0 2 BRANCH OFFICES ♦ OLYMPIA,WA ♦ TEMECULA, CA ♦ WALNUT CREEK, CA s�� ►�� Py- www.barghausen.com r, �� N�' ENG�N �!S � , Technical Information Report f� - 3 ► 5� I , Oakesdale Commerce Center ��" '` 3390 Oakesdale Avenue S.W. Renton, Washington _ �� Prepared for: , , RREEF 16000 Christensen Road, Suite 101 Tukwila, Washington September 17, 2003 Revised November 25, 2003 Revised February 10, 2004 Revised March 16, 2004 Our Job No. 11010 ��RY JACpes � '�� o�w�s� �� y� . ~ Z � n �1 I �� lo �,t,�' CY.PIRES LO�LO� ��y N A C�S m Z C1VIL ENGINEERING, LAND PLANN�NG, SURVEYING, ENVIRONMENTAL SERVICES � - 15215 72ND AVENUE SOUTH KENT,WA 98032 (425)251-6222 (425) 251-8782 F�c Z ' ? BRANCH OFFICES ♦ OLYMPIA,WA ♦ TEMECULA, CA ♦ WALNUT CREEK, CA � �• www.barghausen.com <r� ��P NC'ENG�N ;�� TABLE OF CONTENTS , 1.0 PROJEC'I' OVERVIEW Figure 1 —Technical Information Report VVorksheet Figure 2—Site Location Figure 3—Existing Conditions Exhibit Figure 4—Developed Conditions Eachibit 2.0 CONDTTIONS AND REQUIREMENTS SLTI�i1�9ARY 3.0 OFF-SITE ANALYSIS 4.0 FLOW CONTROL AND WATER QUALITY FACII,IT�' ANALYSIS AND DESIGN A. Existing Site Hydrology B. Developed Site Hydrology C. Performance Standards j D. Flow Con[rol System E. Water Quality System 5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN � 6.0 SPECIAI. REPORTS AND STUDIES 7.0 OTHER PERMITS 8.0 ESC ANALYSIS AND DESIGN 9.0 BOND QUANTTI'IES,FACILTI'Y SUMMARIES,AND DECLARATION OF COVENANT 10.0 OPERATIONS AND MAINTENANCE MANUAL � � 'I i 11010.008.doc � W � � � W � O N U W ti O � a 0 � 1.0 PROJECT OVERVIE��' The subject site is located east of Oakesdale Avenue S.W. and north of S.W. 34th Street (See Figure 1). The property, which is appro�cimately 33.6 acres in size, is bisected by Springbrook Creek and also contains wetland areas. Although the site is presently undeveloped, past grading activities have taken place in order to prepare the property for development of a site plan that has since expired (Seattle Times Facility, File No. LUA-91-O51). As part of these previous activities, a wetland mitigation area was established in the southwest portion of the site in order to fill smaller wetland areas dispersed throughout the property. The proposal is to construct 13 buildings. Associated landscaping, parking, and utility improvements are also included in the project. Phasing would be implemented for the project, with the western portion being constructed in Phase 1,and the eastem portion being constructed in Phase 2. The site is divided into two sections by Springbrook Creek running from south to north with three quarters of the site to the west and the rest to the east of the creek. The western portion will be referred to as Phase 1 and the eastern portion as Phase 2 throughout the report. The existing topography of the site has slopes ranging from 0 to 2.5 percent. A ridge line splits Phase 1 of the property into two drainage areas. The ridge line runs in a north-south orientation through the center of the site. The smaller of the two subbasins in the subject property is located in the westerly portion and referred to as Subbasin A. Runoff sheetflows at approximately 1 to 3 percent off of the southeast portion of the property. This runoff ineanders through natural swales that run parallel with 34th Avenue N.E., into Springbrook Creek. These ditches are vegetated with some minor rock deposition and siltation along the bottom. This area is characterized by a pasture-type ground cover with spazse tree cover. Springbrook Creek ultimately flows into the Black River. The larger subbasin is located on the easterly three quarters of the site and slopes to the north, south, and east from a high point at the center of Phase 1 referred to as Subbasin B. At the north and south property lines there are well defined drainage ditches that convey the stormwater to the east into Springbrook Creek. There is a small plateau of earth near the central portion of Phase 2 sloping from the center of the site outward. Phase 2 consists of one subbasin referred to as Subbasin C. On the west side it slopes directly toward Springbrook Creek. The ground slopes from the center to the east at 1 to 2 percent into a ditch that runs near and parallel to the easterly property line. The ditch then crosses the property to the east nearing the northern property line picking up any runoff that drains from the center of Phase 2 to the north and outlets into Springbrook Creek. The proposal for this development is to not provide flow control on Phase 1 but to provide a wet pond for water quality upsized by a factor of 1.5. Since this report will show that the wetland north of Phase 1 is not increasing in depth by over 0.1 foot during a 100-year/24-hour design storm volume from the project site detention is not required. Phase 2 of this development is still proposing detention to City of Renton standards and water quality in the form of a combined wet/detention pond, also with the wet pond oversized by a factor of 1.5. A 25-year backwater analysis is included with this report. In some areas parking lot ponding is occumng, however,no buildings will be impacted by backwater effects. The following pages of this report show the wetland calculations for flow depth during a 100-year storm event being less than 0.1 foot and also a page addressing potential impacts to the wetland by no[ providing detention. 11010.008.doc � Detention Exemption Calculations for Phase One (West Side) Oakesdale Commerce Center Our Job No. 11010 The 100-year developedl24-hour hydrograph volume from the 182-acre site (west side) equals 5.33 ac.-ft. The wetland/100-year flood zone north of the site is approximately 77 acres in size. 5.33 ac.-ft./77 acres = 0.069 feet of depth io the wetland/100-year flood zone. This is less than the threshold of 0.1 foot, so detention should not be required on Phase One(west side). 11010.013.doc 11/24/03 3 :21 : 8 pm Shareware Release page 1 SEATTLE TIMES PHASE 1 JOB NO. 11010 WORKS4 FILE NO. 11010-PH.BSN BASIN SUMMARY BASIN ID: 100DEV NA.ME: 100 YR DEVELOPED PHASE 1 SBUH METHODOLOGY TOTAL AREA. . . . . . . : 18 . 20 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 2 . 29 Acres 15 . 91 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 98 . 00 TC. . . . : 14 . 35 min 14 . 35 min ABSTRACTION COEFF: 0 . 20 TcReach - Sheet L: 10 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 0200 TcReach - Shallow L: 80 . 00 ks :27 . 00 s : 0 . 0150 TcReach - Channel L: 1510 . 00 kc :42 . 00 s : 0 . 0025 PEAK RATE: 13 . 04 cfs VOL: 5 . 33 Ac-ft TIME : 480 min Oakesdale Commerce Center Rooftop runoff to on-site �vetland - see hydrograph an next page for 100-year volume from 1.07 acres of rooftop contributing to on-site wetland. Volume=0.33 ac.-ft. The on-site wetland is 3.32 acres in size, so the 100-year depth in the wetland will increase as 0.33/3.32 ac.-ft. =0.0994 feet, which is less than 0.1 feet,so detention is not required. i�aio.o�3.ao� 1/12/04 9 :27 :38 am Shareware Release page 1 SEATTLE TIMES PHASE 1 JOB NO.. 11010 (� � WORKS4 FILE NO. 11010-PH.BSN BASIN SUMMARY BASIN ID: 100R00F NAME: 100 YR ROOFTOP TO WETLAND SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1 . 07 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 1 . 07 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE : 0 . 87 cfs VOL: 0 .33 Ac-ft TIME: 480 min ' -- � • r,;�---_� .- �' � . v� �.�� _�- � . _ _� _ _- - _ '... - _ r>- - T , .- . . . �� .i � -_,L_Gr ,�� I� j' . �t ��.. ... -- ` � / . 5-,..� . . ., � - - __ -'-'c " ' ! 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L -,�: a I, �° .� , ,� — • 1`� . �� .:� _ _ _ � ( 1�� , � ', � �, � -_" . . � .� � •n . � • ;. • �� . . . � . , .,.. � , � S W ..� t � .� !', /''" �1 � - �iii �` - - - - �; �� , `=' ' th-S ,;:,� ; -, . •- ___r""�'—�i tin . `,' .. __ " --_" �� 1 ' 4; - """; _' '_ � _�,� '"a�..a�`' -`N z�� -fr-�r-.'.�:.,_ -�.�' ,. �� e 1 '� � ��• `� iY " - \.r�' 1 r-r��"'i��r `�� ..��, - T�� ' _ __'_ ' ' " ' �!!!�_y `� . �, , . %� -�- � - I I • 1 , .f� 1 ' 'i� \r` . ` �, �— , � _ .. . � .'`\ �•_ _ • • �//(� __=C'' , �� . . ��\ I� �_ .� l~ . O� ,� `\�'! , ''�'�� u.�i l'' �� I f / \I�J � I ��} • . . .... �� `� . I �__ , , . ' _ ��,+ �� ... __ '_ - G, [�� _. ___ • � �, �• _ - "� . _ "s .1; . � " . \ ,. � - i� _-_- -�2, - --. . . � � -_ " _ I� , - � � _ •-� . � "t . . .- �;� >Y _ ---- -==- �Vetlands and Water Quantity The project proposal includes release of pre-treated storm water into an 80-acre wetland from a local storm water quality facility. According to the Washington State Department of Ecology's Water Qualiry Guidelines for Wetlands(Washington State Department of Ecology, 1996),pollution means any alteration of the physical, chemical, and biological properties of a water of the state where such action is likely to cause harm to the public or to the environment (RCW 90.48.020}. Two wetland characteristics that are potentially influenced by release of storm water into the 80-acre wetland, water temperature and water chemistry,are discussed below. These characteristics, when altered,fall under the regulations by Ecology as parameters of pollution to wetlands. Temperature and water chemistry in wetlands are highly variable within individual wetlands and between wetlands. Peak storm water discharge times will coincide with the months of higher rainfall, typically from November through April. A significant portion of this time period lies outside of the growing season for the Puget Sound Lowlands. The quantity of storm water released into the wetland will not have a significant affect on the hydroperiod of the wetland since the water depth of the wetland will not increase by more than 0.1 foot; further, storm water discharges to wetlands can provide an important component of the fresh water supply to wetlands. Water temperature in wetlands is important because of its influence on water chemistry and biological activity. Microbes and plants exist over a wide temperature range; however, optimal temperatures for microbial activity and plant growth range from 68-77°F (Jackson and Meyers, 2002). Peak storm water discharge times into the wetland are predominately outside of the growing season and will not have a significant effect on microbial activity and plant growth. Water temperatures within wetlands are influenced by variety of variables, including but not limited to soil chazacteristics, vegetative densities and swctare, and seasonal ambient temperatures. Within an 80-acre wetland, it is anticipated that existing conditions within the wetland include variations of water temperature, as a reflection of habitat ', composition and microclimates found within the wetland. The quantity of storm water released into the I wetland is not a significant factor in affecting the general water temperature within the wetland. � Water entering the wetland will have been veated in a storm water facility per the requirements of the � local jurisdiction; therefore, the wetland would not function as a removal mechanism sediments and other contaminants. Strecker (1992) indicates that physical and chemical pollutant removal mechanisms are thought to occur in wetlands through sedimentation, absorption, precipitation and dissolution, filtration, biochemical interactions, volatilization and aerosol formation, and infiltration. This would suggest that wetland systems in different areas would use different combinations of removal processes that would be I highly influenced by seasonal conditions and will perform in a different manner depending on the dominant processes (James, 1999). Water quality standards for pollutants such as metals are based on the dissolved or the more bioavailable fraction. The speciation of inetals or the dissolved versus total fraction I is highly variable from site to site and dependent on a number of different factors. Natural background � concentration levels of total suspended solids vary between wetland systems and from watershed to i watershed. The quantity of storm �vater released into the wetland is not a defining factor in affecting the physical and biological composition of the wetland; therefore, the quantity of storm water released into the wetland is not considered to be of a significant quantity to alter the e�cisting physical and chemical pollutant removal properties within the wetland. 11010.008.doc - King County Department of Development and Environmenta! Ser�. " TECHNICAL INFORMATION REPORT (T[R) WORKSHEE : � Part 1 PROJECT OWNER AND PROJECT ENGINEER Part 2 PROJECT LOCATION AND DESCRIPTION Project Owner RREEF Project Name I Acidress 16000 Christensen Road,Suite 101 Oakesdale Commerce Center Tukwila,WA 98188 �ocation � � Phone Township 23N � Project Engineer Daniel K. Balmelli Range SE Company Bar hausen Consultin En ineers, Inc. Section 30 Address/Phone 18215—72nd Avenue South Section Kent,WA 98032/(425)251-6222 Part 3 TYPE OF PERMIT APPUCATION Part 4 OTHER REVIEWS AND PERMITS ❑ Subdivision HPA � DFW HPA � Shoreline Management ❑ Short Subdivision ❑ COE 404 ❑ RoCkery ❑ Grading ❑ DOE Dam Safety ❑ Structural Vaults � Commercial � FEMA Floodplain ❑ Other , ❑ Other ❑ COE Wetlands Part 5 SITE COMMUNITY AND DRAINAGE BASIN Community Renton Drainage Basin S rin brook Creek Part 6 SITE CHARACTERISTICS ❑ River � Floodplain � Stream Springbrook Creek � Wettands ❑ Critical Stream Reach ❑ Seeps/Springs ❑ Depressions/Swales ❑ High Groundwater Table ❑ Lake ❑ Groundwater Recharge ❑ Steep Slopes ❑ Other -1- 11010.009.doc � Part 7 SOILS L " Soil Type Slopes Erosion Potential Erosive Velocities Alderwood T e C 0 to 2 percent Moderate <5 feet per second � � I ❑ Additional Sheets Attached j Part 8 DEVELOPMENT LIMITATlONS REFERENCE LIMITATION/SITE CONSTRAINT � Chapter 4 -Downstream Analysis Refer to downsiream analysis included in the report D ❑ ❑ ❑ Additiona!Sheets Attached Part 9 ESC RE�UIREMENTS MINIMUM ESC REQUIREMENTS MINIMUM ESC REQU{REMENTS DURING CONSTRUCTION AFTER CONSTRUCTION � Sedimentation Facilities ❑ Stabilize Exposed Surface � Stabilized Construction Entrance ❑ Remove and Restore Temporary ESC Facilities � Perimeter Runoff Control ❑ Clean and Remove All Silt and Debris ❑ Clearing and Grading Restrictions ❑ Ensure Operation of Permanent Facilities ❑ Cover Practices ❑ Flag Limits of SAO and Open Space Preservation Areas � Construction Sequence ❑ Other ❑ Other Part 10 SURFACE WATER SYSTEM ❑ Grass Lined Channel ❑ Tank ❑ Infiltration Method of Anaiysis � Pipe System ❑ Vault ❑ Depression ❑ Open Channel ❑ Energy Dissipater ❑ Flow Dispersal Compensation/Mitigation � Dry Pond ❑ Wetland ❑ Waiver of Eliminated Site Storage � Wet Pond ❑ Stream ❑ Regional Detention Brief Description of System Operation Facility Related Site Limitations Reference Facility Limitation -�- I 3010.009.doc ' Part 11 STRUCTURAL ANALYS[S Part 12 EASEMENTSITRACTS � `� � -° � _ �.r,: ❑ Cast in Place Vault � Drainage Easement ❑ Retaining Walt � Access Easement ❑ Rockery>4'High � Native Growth Protection Easement ❑ Structural on Steep Slope � Tract ❑ Other ❑ Other Part 13 SIGNATURE OF PROFESSIONAL ENGtNEER 1,or a civil engineer under my supervision,have visited the site. Actual site conditions as observed were incorporated into this waksheet and the attachments. To the best of my knowledge the information provided here is accurate. Si ned/Dated ) -�- 110]0.009.doc ;�f;N�� ` .�. i. . . ,tn' ;t '�.. qw' � � 3` f�V ', ' � � . , �c �:3� �y �""'^.`�19» " � � � �14�9i�� Sry3K �'._-� " ; .�,��ix iila rT ry F ;tr� ':�A"� ��t. I '�., h i�',:A 0�p�',`f.. h!� .�IliVld � �.��. �yab t14'1.�.�,�^f � � 1�— �:lr L�1 ;�a. Sail�:�'frc 9 �,'n, m}.:rv� 1 n!N2Ctt iS-. h NLfIt?-r n`�. .. .� � ��t �'E r .. N, ��w� , �5�,,,1)� , aZ ' �� :ra;�S+ :n,� � : � , M ,y,.. ' . � ' � '�h�g;. r r Jn �'r ��tY „ �,�... xn ., ..,. .._ .. . ... .l�erl�Uz � `� qn 4 n�i7�H3� . � � '�'3�hY N!!:l .. �b"Jt a 4iii,Y�'.. . "5�..e't2i_rxca �. �dV F I�+,,.�.,�' .i�t�:� � _5i�i'ifi•H".' Y �f6/� '" ;•' . � . ,C'I� Y.!!'i nl " =r irn."h �.. 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Ch�ck�d DKB 1'�100' �,� �, . ; � (425)251-8782 FAX y � ,�P,� DKB w�w� For: RREEF 16000 Christensen Road � � s 5' CML ENGINEERING, LAND PLANNING, � G<l�HG E N G�N�� SURVEYING, ENVIRONMENTAL SERVICES oct. d �9 � ' S V I t e 101� T u k w i I a, W S 9 818 8 �oi File: P: 1 1000s 1 1010 exhibit 11010-x 1.dwg Date Time: 06 19 2003 09:24 Scale: 1=1 rbetteridge Xrefs: � � � � �� rn -� x � _ � � rn N S01'47'39"W 916.00' N00'49'10"E 46.39' � .....__. — - - --- ,_.. .... � . ,. .._... ...�.- 8 ... � _. .... . . ..__....._....___... � �� .._........ ..-..._..__�.�:^.: ...:..:�:_�--�..�^T�._...v_...--..-------...-__._-- ...-... I ,"� _.._..._ _.��_ __ .__..._ �..__ ..._.._ ._. � - ....__._._ �_:-�..____ _. __�.._.W._......__ . _... _._..._ _....._......._.. � _.._... J -, ......._....___.._ __ I f 1 � J �____` ^ '`_ - \`1�i��/ . ' p_p . 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R�vision Job Numb�r rxa��; Q►GH'4V�, 18215 72ND AVENUE SOUTH Deitqned � TltlO: pHASE 2 11010 � �" � KENT, WA 98032 �rawn �� Hor�zonto� � � �` �'(425)251-6222 (E X H I B I T � �' � (425)251-8782 FAX ch'�cd °KB �•-,�� ''"' .�.r. y = ,�,�,.d oKe �.►�� For: RREEF 16000 Christensen Road � s �' CML ENGINEERING, LAND PUNNING, _ G�T�NG ' NG��,��P su�Nc, EPMRONMENTAL SERVICES �. 6 19 03 Suite 101, Tukwila, Wa 98188 E _�( lle�. P�.�" 10UOS�11Q10\exhibii\11,�10—x? dwq Dete�Time� 0�/15�2003 16�.10 ;cr�le- �=1 hl�r_�ul XrPf-,� i � i � 3 3 � 1 1 1 3 i i � i 3 �.0 t;UI�11�11 lUl�l� AIV�l K�(�U 1�IV1��11 � SUMMARY 2.0 CONDITIONS AND REQUIREhiENTS SUMMARY Core Requirement No 1: Discharge at the Natural Location: The site currently discharges runoff to the north into an existing wetland and to Springbrook Creek. In the developed condition, portions will flow to Springbrook Creek, portions to the wetland, and to the existing storm conveyance system in Oakesdale Avenue S.W. that drains eventually to Springbrook Creek. Core Requirement No. 2: Off-Site Analysis: A Level 1 off-site analysis has been performed and is included with this report. Core Requirement 1Vo. 3: Flow Control: Phase 2 runoff from the site will be detained in a water quality/detention pond prior to release from the site. Phase 1 will discharge directly to wetlands with minimal impacts. Core Reguirement No. 4: Conveyance System: A system of catch basins and storm drainpipes will be used to collect the stormwater runoff. The conveyance system was sized to convey the 25-year storm by the hydrograph method. Core Requirement No. S: Temporary Erosion and Sediment Control: A system of swales and temporary ponds will collect and treat the stormwater runoff from the site. Perimeter protection will be achieved with silt fence and temporary construction entrances. � I 11010.008.doc } I E l ? - 3.0 OFF-SITE ANALYSIS LEVEL 'I DRAINAGE ANALYSIS Oakesdale Commerce Center 3390 Oakesdale Avenue S.W. Renton, Washington August 18, 2003 Our Job No. 11010 �G H A C�S 4 •�,� � � CIVIL ENGINEER{NG, LAND PLANNING, SURVEYING, ENVIRONDnENTAL SERVICES � �� 18215 72ND AvENUE SOUTH KENT,WA 98032 (425) 251-6222 {425) 251-8782 F ax ° � ? BRANCH OFFICES ♦ OLYMPIA,WA ♦ ��;1� ��;L�:�k_ C�A �` ��t�� r, � � 2.0 UPSTREAM DRAINAGE ANAL,YSIS 3.0 DOWNSTREAM DRAINAGE ANALYSIS AND PROBLEM SCREENING 4.0 RESEARCH REV IEW 4.1 Reconnaissance Summary Report 4.2 Floodplain and Floodway FEMA Maps 4.3 Other Off-Site Analysis Reports S.0 SENSITIVE�1REA FOLIOS 6.0 WETLAND INVENTORY MAPS EXI IIBITS EXHIBIT A Vicinity Map EXHIBI'I'B Upstream Basin Map(None Contributing) EXHIBIT C Downstream Basin Map EXHIBII'D Pre-Developed Off-Site Analysis Drainage System Tables and Maps EXHIBTT E Developed Off-Site Analysis Drainage System Tables and Maps EXHIBTT F Assessor's Map EXHIBTI'G FEMA Map EXHIBIT H Sensitive Areas Folio Maps EXHIBIT I Reconnaissance Report(Black River Basin) EXHIBTI'J Soils Conservation Map 11010.002.doc 1.0 PROJECT OVERVIEVV The subject site is located east of Oakesdale Avenue S.W. and north of S.W. 34th Street. The property, which is approximately 33.6 acres in size, is bisected by Springbrook Creek and also contains wetland areas. Although the site is presently undeveloped, past grading activities have taken place in order to prepare the property for development of a site plan that has since expired (Seattle Times FaciIity> File No. LUA-91-O51). As part of these previous activities, a wetland mitigation area was established in the southwest portion of the site in order to fill smaller wetland areas dispersed throughout the properiy. The proposal is to conswct 12 buildings. Associated landscaping, parking, and utility improvements are also included in the project. Phasing, with fovr buildings to be constructed at a time, would be implemented for the project. The site is divided into two sections by Springbrook Creek running from south to north with three quarters of the site to the west and the rest to the east of the creek. The western portion will be referred to as Phase I and the eastern portion as Phase 2 throughout the report. The existing topography of the site has slopes ranging from 0 to 2.5 percent. A ridge line splits Phase 1 of the property into two drainage areas (see Exhibit D). The ridge line runs in a north-south orientation through the center of the site. The smaller of the two subbasins in the subject property is located in the westerly portion and referred to as Subbasin A. Runoff sheetflows at approximately 1 to 3 percent off of the southeast portion of the property. This runoff ineanders through natural swales tha[ run parallel with 34th Avenue N.E., into Springbrook Creek. These ditches are vegetated with some minor rock deposition and siltation along the bottom. This area is characterized by a pasture-type ground cover with sparse tree cover. Springbrook Creek ultimately flows into the Black River. The larger subbasin is located on the easterly three quarters of the site and slopes to the north, south, and east from a high point at the center of the site referred to as Subbasin B. At the north and south property lines there are well defined drainage ditches that convey the stormwater to the east into Springbrook Creek. There is a small plateau of earth near the central portion of Phase 2 sloping from the center of the � site outward. Phase 2 consists of one subbasin referred to as Subbasin C. On the west side i[ slopes directly toward Springbrook Creek. The ground slopes from the center to the east at 1 to 2 percent into a ditch that runs near and parallel to the easterly property line. The ditch then crosses the property to the east nearing the northern property line picking vp any runoff that drains from the center of Phase 2 to the north and outlets into Springbrook Creek. 2.0 UPSTREAhf DRAINAGE ANALYSIS Based on a topographic map provided by Barghausen Consulting Engineers, Inc., and our site visit, it appears that there is no upstream flow onto and through the site. 3.0 DOWNSTREAI�I DRAINAGE ANALYSIS AND PROBLEM SCREE1vING The Off-Site Analysis Drainage System Table lists the downstream conveyance from the site for the pre- and post�eveloped condition of both Phases 1 and 2 (see Exhibits D and E). The Off-Site Analysis Drainage System Table is shown pictorially on Exhibit B3. The proposed Phase 1 site can be split into two smaIler subbasins. Drainage from the smaller Subbasin A, located in the westerly quarter of the property, sheetflows to a wetland oriented on a north-south axis of that portion of the site. Once collected in the wetland, there is no oatlet. This completes the exteni of the do�vnstream analysis for the westerly portion of this site for Phase 1. 1 1010.002.doc The easterly portion of the Phase 1 site shown as Subbasin B will be colIected in a water quality/detention pond in the northwest comer of the site. It will then be released into the Oakesdale storm system and outlet onto a quarry spall pond found in a wetland directly to the north of the proposed site. Water will flow through the wetland to the east and eventually discharge into Springbrook Creek 200 to 300 feet to the north of the natural location of discharge. Subbasin C in Phase 2 will be directed to a water quality/detention pond and then discharge at its natural location in Springbrook Creek. 4.0 RESEARCH REVIEW The following is a description of each resource reviewed in preparation of this Level 1 Drainage Analysis: 4.1 Reconnaissance Summary Report This site is included in the Black River basin. 4.2 Floodplain and Floodway FEMA Niaps Please see the enclosed FEMA Map utilized for this analysis (Panel 978 of 1725, Map 53033C0978F, revised May 16, 1995). As indicated by this map, the proposed project site lies within a floodway or floodplain (refer to Exhibit G). 4.3 Other Off-Site Analysis Reports A review of the Basin Study (refer to Exhibit � and a si[e investigation were conducted for analysis in preparation of this Level 1 Drainage Analysis. A U.S. Department of Agriculture Soil Conservation Service Map is provided (see Exhibit J}. 5.0 SENSITIVE AREA FQLIOS Based on review of the King County Sensitive Area Folios, it was found that [he sub}ect site dces not lie within any sensitive areas, except for Springbrook Creek, which is a salmon-bearing stream that bisects[he site. 6.0 �'VETLAND INVENTORY NIAPS Revie�i� of the King County Sensitive Area Folios depicts wetlands within or contiguous with this property (see Exhibit H). 11010.002.doc � � � � � � � w � ''� EXHIBIT A Vicinity Map _ � ¢ O Z �----��c-m�� 1 r- ��;r -�f4� , (t�. � .,Tf Z. F ti � F.f Kl � bY� U��'aw x F: �I t � ��', � � g� �l� kV ��"o��4d1 ^"0�sa�..y�a�ut fo- ��s��', �k�k�� ° ��t"'i� �i��e�fi�rs�� ✓� � ��-Ll � ,��pKE �� nv s[nYd ti� a,�,�ds��+.��".�M�R�Y�� :�`4�1'�i� t�+�`��r��,h��9�� y. I aYl r�� -, 1,5oU ��ri .J '�'''�. �,„�'3��.. �'.- � � �� 4,�� ..., ■'�t �'��-��&F��.V��+' d' ,' i ��.(M� i r""y �..- 4�i� :1��+rY� �A ( Y'J. 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'y ! : �� $ � � ,inr � �� c �'Ad � a��Q4 d �`' ��,�� 3 � ,.. ��,( � � i � '� #t� � ; �.I �' 4�;.� ��-�.:. °� F � �hy� � � �� Y" �" �. �i' � � � ,� ��B k�� ''a � �.,`�` �i 3 � N k A�1QNb , � 1.c4 r 1q . � �: �,4 w� .. ��rAr y Ekr""1 � 1 �[� � � (4 �"5.,r. � p�s� � '�� e � � k',a•,� ��r ti t�,.,,„,. - . + 1 Kr �f f f� Q � �'� �' '�vil��i'"iv.'. �'�� ^�\ n �M%K 4 �d �ra c ?J��(�flNV "� � �M�� d � '21�AQ��N� r{`��wi p„�I �N � �o � ,. -- —,.._ . ., ' :� ' .':.��..�."..'-?�`v"".ia ,,,. � __ ,�. �_�� , __..__ _ �g � � = k � �+ W U .T'' ¢ b'9 ,�o�° o � EXHIBIT B Upstream Basin Map (None Contributing) � ' EXHIBIT C Downstream Basin Map � i .� � � � � �� n�w-t eslp-� zs1�+-� zslws Ps,tr� es�rt ¢s.c+-t j ► E K.Ch9 2Lj+ ! ' { MLh � �'\ � I I I YS�-3 I / \ J tll6-[ 251b1 25!!F� YS10-3 .-_ _-___� 23113-1 SV 31st St .� I � a�+c�s z � � I LS)1b-1 p�-[ / /� � 5 ` / ' �, , ` 3 - t�lti-��! l3.16-[ C3,16-1 �� L -----�— M-t . Z P�i _..-------— rsM-i 1--� Z . i Lq --- �� SY 38th St � �� [6 zs,i►� a�t .c►a � I n�� ,� 1• 'u-n � �' c�� B. N. I � )�} EXHIBIT D Pre-Developed Off-Site Analysis Drainage System Tables and Maps � ; � . OFF-SITE ANALYSIS DRw..�NAGE SYSTEM TABLE _�.. Surface Water Design Manual, Core Requirement #2 ; iv r 1 _ I Basin: Black R e Exhibit D of 5 Subbas�n Name: Springbrook Creek(Phase 1) (Pre Developed) Subbasm Number. Distance Observations of Fic1d Inspector, Drainuge Component Drainage Component from Site �xisting Potential Resource Keviewer,or Symbol Type,Name,and Size Description Slope Discharge Problems Problems Resident Constrictions,under capacity,ponding, I Type: sheet flow,swale,stream, overtopping,flooding,habitat or organism ' channel,pipe,pond;size, Drainage basin,vegetation,cover, destruction,scouring,bank sloughing, Tributary area,likelihooci of problem, See Map diameter,surface area depth,type of sensitive area,volume °k Ft. sedimentation,incision,o[her erosion overflow pathways,potcntial impacts Sheetflows and channels ro Trees and vegetation along 1 to 5 0 to 600 None Sloughing, Springbrook Creek creek after sheetflowing erosion through grassy area overtopping i�oto.003.d�� OFF-SITE ANALYSIS DK�..,�NAGE SYSTEM TABLE - Surface Water Design Manual, Core Requirement #2 Basin• Black River Exhibit D 2 of 5 Subbasin Name: Springbrook Creek - Phase 2(Pre-Developed) Subbasin Number: ', Distance Observations of Field Inspector, Drainage Component DrainAge Component from Site Existing Yotential Resource Reviewer,or '� Symbol Type,Name,and Size Description Slope Discharge Problems Problems Resident Constrictions,under capacity,ponding, Type: sheet tlow,swalc,sveam, oveRopping,flooding,habi[at or organism channel,pipe,pond;size, Drainage basin,vegetation,cover, deswction,scouring,bank sloughing. Tributary arca,likelih«xl of problem. 3ee Map diameter,surface area depth,type of sensitive area,volume �k Ft, sedimentauon,incision,other erosion overflow pathways,poteatial impacts Shcetflows and channels to Trees and thick vegetation 1 to 5 0 to 600 None Sloughing, Springbrook Creek along creek after sheetflowing erosion through grassy area overtopping �iolo.00a.d� iJl4i�a'�r rS':..1.'�.,;.. /y" 1�p �y., �,��y �, � � '�;ji�, ....L^g F -i r h '�r�`i ^,ir { f; ��t :' � � i . � �,a -:y. � ;y�pp� � �J ��fY.�,'46+ :�`�?F»'��i,'�� ° �� l �i v1V'.;Nr}rl i } r G 1._.✓ �) ' �� f " 1._ :� �'r�l.�`�is 4r!�" �'`d 4 ��:�.Sji c.AY��ja`"�¢Ilu .y. { '�� ,r f, ` t�/ 3i� 1.��f�.. 1..,'VanL��.�ra �� 1 . ) �P a � i�� t �iRdqY�l�,di+�� i r..a 1 �� f�`..n 'E... }� i.h� !. ��'� � 4 : S M1� ��7 1 ,� ,: i � .. ,� r y . s.-. _' a:�_�:.,_ � a ._1..1: � �.'.,./ ..s�� ` „t. � I��d;� } t� i[� � n1.v 5�� ,I � "1�r if . �,.�,�'/� �j��IU��st��i-�� ( .:�'I �h �� r s� . ��i 1" � �^. �t w °dmii �:r�� r'S. +,I rl ',��N,cw q3r'id" � 'Uxl �j �'��;r?• . , v,� rG � ,y a �. 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Surface Water Design Manual, Core Requirement #2 Basin: Black River Exhibit E 1 of 5 Subbasin Name: Springbrook Creek -Phase 1 (Developed) Subbasin Number: Distance Observations of Fie1d Inspector, Drainage Component Drainage Component from Site Existing Potential Resource Reviewer,or Symbol Type,Name,and Size Description Slope Discharge Problems Problems Resident Constrictions,under capacity,ponding, Type: sheet tlow,swale,sveam, overtopping,flooding,habitat or orgauism channel,pipe,pond;size. Draivage basin,vegetation,cover, deswction,scouring,bank sloughing, Tributary area,likelihood of problem, See Map diameter,surface area dcpth,type of sensidve azea,volume 96 Ft. sedimentatioa,incision,other crosion overflow pathways,potential impacts 1 12-inch PVC Pond outlet 0.3 0 to 30 No evidence Backwater None 2 18-inch CMP Tightlined through 0.22 30 to 280 None Backwater None Oakesdale Avenue S.W, storm system 3 18-inch DI Release from 0.77 280 to 293 None Backwater None Oakesdale Avenue S.W. storm system onto quarry spall pad 4 Wetland Extensive vegetation, 10 to 293 to 1,880 None None None 15 feet deep I 5 Springbrook Creek i toio.00�.d� OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE � Surface Water Design Manual, Core Requirement #2 Basin: Black River Exhibit E 2 of 5 Subbasin Name: Springbrook Creek -Phase 2(Developed) Subbasin Number: Distance Observations of Field Inspector, Drainage Compone�t Drainage Component from Site Existing Potential Resource Reviewer,or Symbol Type,NAme,and Size Description Slope Discharge Problems Problenis Resident Constrictions,under capacity,ponding, Type: shee[flow,swale,sveam, overtopping,flooding,habita[or urganism channel,pipe,pond;size, Drainage basin,vegetation,cover, deswction,scouring,baak sloughing, Tributary area,likelihood of problem, I Sec Map diameter,surface area depth,type of sensitive area,volume °� Ft. sedimentadon,incision,other erosion overflow pathways,potendal impacts 1 12-inch PVC Pond outlet 0.3 0 to 30 No evidence Backwater None 2 18-inch CMP Tightlined through 0.22 30 to 280 None Backwater None Oakesdale Avenue S.W. storm system 3 18-inch DI Release from 0.77 280 to 293 None Backwater None Oakesdale Avenue S.W. storm system onto quarry spall pad 4 Wetland Extensive vegetation, 10 to 293 to 1,880 None None None 15 feet deep 5 Springbrook Creek 1101 O.00S.doc 1i�'�i��'a t�Y11"�`. 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ALL LABELED PIPE IENGTHS ARE MEASURED IN THE ' STA 2+52, 26.0' LT. `��'-_, �--- OF RENTON HORIZpNTAL PLANE BETWEEN CENTERS OF STRUCTURES, W N C�i N y I.E. (OUT)IE 11.96 S� ` ` �� ___ .--______ � , ROUNDED TO THE NEAREST FOOT. LABELED PIPE SLOPES eN-n.00 \ ` � -___ � _ ----____ --�� WERE COMPUTED USINC THESE LENGTHS. ACTUAL PIPE -------- - - ----_� •` , - --- "----�� LENGTHS AND SLOPES SHALL BE COMPUTED BY THE �p � + 607 10.26 +n'_- . r ---------- � � CONTRACTOR PRIOR TO CONSTRUC7lON. ~ �-�' _�6s� - - �- `� ------ _ . __ - - � =_ __�- - ` �� 3� �� cs(rmc�� --z?"- --'- roe•rtrrro ss ' : `�s� • � �-�ss� -------___ 5 s--__( 2•PIPES LABELED LCPE SHALI BE UNED CORRUGA7ED �_;i�1- �N ur.�ro�rs /� NEW PSE.SLLLIIY -- - - -- ._._ ,_ POlYETHYLENE STORM SEWER PIPE. ' F3ts W N p .�. rw �m�.�c aPcs�)� � w ! . . _.' Z __- ___ O 8� �Z M �f" �.��,y� - ---__ _ _ _ N 3. PIPES LABELED DI SFiALI BE DUC71lE IRON SiORM SEWER PIPE. ' >�311 �� .n-�i�A 5 -s S + 4. STATION AND OFFSFf CALLOUTS FOR AREA �NLEfS ANO ,:� a {,� -F 5 ----- � ----------- � � 0 _ _ _ _ _ _ - CATCH BASINS ARE FOR CENTER QF STRUCTURE, UNLESS 4{� Q � -s'oc c 6`.GB?.---_. 5 ' OTHERWISE NOTED. a Z d STA 4+G0, 2 ' LT. 52LF "0 LCP d < �.� �F- RIM 1 52 � 0.57 F"' S. UNLESS OTHERWISE NOTED, ALL CA7CH flASINS SHALL HAVE ' N ,�•„�,��. 7+00 5 � .E. (OUT) E 12. 4 00 � � 5+� � LOCKING STANDARD GRATES. �m O 1' 9 46 s � 3+00 or >>zz ' AVE-"S W. • .� �w - � _ _ � �o.r �•eaess wsr wnw�� _ � I- -�,_W�. 6.ALTERNATE PfPE MATERIALS AMY BE ALLOWED SUBJECT TO E� v i6�3 � a ENG[NEER'S WRRTEN APPROVAL: � p CB TYPE 2 - 48'0 NEW WATE� M ean iso ��,w u ; a aw�--re Pt CONTRO OIL/WATER SEPARATOR TEE 54L 12'0 LCPE f �3 o c��y ,. RE VE,.E)(. SDM ' (c�rJ=�an � 0. 009: � CB iYPE ' i�v re-�Nr�.s� a-•ss STA 6.�- �„� � . ►�+ nn ie'(sl-ae� ' xo i,o+F IU � � a3 ` otl 1 d J��//��/ � // � a� G�.zY'C ' _ "' F/`// I �l o� ��. a'�55 vtuG wv tY(NA5) 1 . � �.y 1 � 3� NO neC RVES D -_' , � �i `-� � �r z �E I erUss cna�wo = \ , ax r(ourcawc) � �� t> \ ;��,�� ' I =�.�� 70'rHp r .. � i?'a w I - i wv -(5)=rzis ,r .. � R �� W a'a aobs ��0 49LF 12�0 PVC � P� -�` f , 6 2.612X -'�'6 I ��+ �o s.ce�. �rtr�ise� P1 -'� �eYs��.os oE ' .' \ \\ \ \ \ -\ \ \ - ,r� i r t1'(M)=�2J� STA 2+96, 55' RT. m� ' t /} ,r� te OUTFALL P8 \ � � �\ P32-�. `� PIPE UTFALL 1 �5„ �'1�///t�{�F/,: �--- 1 I. . 78 � � � c ''u` S A 4+25.5. 45.4' R . 1 '' y� �qRRy � � �� t.E. ii.64 � WATER QUAUTY POND GEOME7RY TABIE aU I �=g� ��• p P7 4 9 QUARRY SP PAD � pONp TOP SURFACE P6 5 - y �8�. �_� �. ��1� � I POINT STATION OFFSET 3 LF 18'0 I � -0.0779: �i P7 2+84.8 49.2' RT. i �j G �'WATER QUAUTY PO D TOP Of DEAD STORAG � '�� P�� P2 3+39.0 49.3' RT. Ie+� -_ � CB TYPE 2 - 8'0 W SIATTED COVER � ' �"�L ; VOLUAAE PROVIDED = 2222 C.F. _ - _� ; STA 4+15, .0� RT. P3 3+74.8 59.6' RT. Y < ' VOLUME REOUiRED = 1317 GF. � ,� ' �� o � �/f)�•Cf��•'�� I�.�v � - _" -- ------' � ' IM 16.4 , + r .` P4 3+68.1 70.3' RT. .. TOP OF DEAD STORAGE AREA = 1564 S.F. _ v PS 3+56.4 72.7' RT. �� ? TOP OF DEAD STORAGE EL = 12.5 '� E . 18"41N) S. 7.10 �� rjQ �BOTiOM OF DEAD STORAGE AREA = 159 S.F. I.E. T) NE 11.63 P6 3+29.4 72.4' RT. P7 3+07.5 68.4' RT. r BOTTOM OF DEAD STORAGE EL. = 9.50 ,� ��_ BOT 5.4 + . � � p8 2+92.0 60.4' RT. �� , I _..-` - �'` POND BOTTOM EL_ =8.50 �WETIA[9a-�Ol1N GRA"SS U ED�SPILLWA g � i� ' . , �`WtTF�"31 t�AIN. SIDE SLOPES Qc t' SEDIMENT STORAGE OEPTH CITY 6FRETdT6N -' �,E. (AT POND) 12.50 GRASS UNED SPILLWAY � Y�4� SEE WATER QUAUiY POND GEOMETRY TABLE w�-'�� 120� TRAPEZOIDAL CHANNEL POINT STATIGN OFFSET BOTTOM OF DEAD STORAGE BOTTOu WIDTH = 6' P9 4+09.7 78.8' RT. I � 3:1 MIN. SIDE SLOPE + POND MNNTENANCE ACCESS ROAO. SEE DWG. 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'M,..:1:'.��f �'( ,,,4^�j, �! , � ��''�;,,.� ir. �Wr'WIt�;,`�'i y'� 7,,, w�.��; .�,.� ' :'� �'s�� Z a+ � a '.f � � � � :jr� '��'� � � , � � } � .+}{'1� �c� , .?'j i 1 `:.i �;i� �wh��i'.L:t i��,�: �� ` �r,h � �.r',�'., i � ��t �. r t ,. ,. . ;�, �c.�.,,;r , Z gFiN �i Y J Z � � -p � U v�b8 �cotA� � � ..� i ► i 'I EXHIBIT I Reconnaissance Report (Black River Basin) �� ., .� RECONNAISSANCE REPORT NO. 14 BLACK RIVER BASIN �- JUNE 1937 Natural Resources and Parks Division and Surface Water Management Division King County, Washingron P:BR.TOC/mim f.__ TABLE OF COI�TI'ENIS ; E J I. SUMMARY 1 II. INTRODUC'I'ION 1 III. FINDINGS IN BLACK RIVER BASIN 2 A. Overview 2 B. Effects of Urbanization 4 C. Specific Problems 5 IV. RECOMMENDATIONS 7 A. Expand e�:isting and/or construct additional R/D facilities 7 B. Preserve wetlands on plateau to provide natural stora�e i C. Protect steep valley w-alls from erosion and landslides 7 � D. Reduce sedimentation in streams along valley floor 7 E. Enforce prohibitions against dumping domestic trash 7 F. Increase the overall effectiveness of surface water manabement 8 V. MAP 9 APPENDICES APPENDIX A: Estimated Costs A-1 APPENDIX B: Capital Improvement Projects Rating List B-1 APPENDIX C: Detailed Findin;s and Recommendations C-1 .. � , � P:BR.TOC/mlm King County F�ecvtive Tim Hill _ King County Council Audrey Gruger, District 1 Cynthia Sullivan, District 2 Bitl Reams, District 3 L.ois Nonh, District 4 Ron Sims, District 5 Bruce Laing, District 6 Paul Barden, District 7 Bob Grieve, District 3 Gary Grant, District 9 � Department of PubGc Works Par�.s, Plannin� and Resources Don LaBelle, Director Jce Nagel, Director Surface Water Maaagement Division Natural Resouroes and Parks Division Joseph J. Simmler, Division Manaber Russ Cahill, Division Manager Jim Kramer, Assistanl Division Manaber Bill Jolly, Actinb Division hlanager Dave Clark, Manaper, River �f Water Derek Poon, Chief, Resources Plannino Section Resource Section Bill Eckel, Manaper, Basin Plannina Procram I.�rry Gibbons, Manager, Project I h9anagement and Design Section ' (',ontributing Staff Contributing Staff �� , Doup Chin, Sr. Enbineer Ray Heller, Project Manaper & Team Leader ~ Randall Parsons, Sr. Engineer Matthew Clark, Project Manager Andy Levesque, Sr. Enbineer Robert R. Fuerstenberg, Biolo�ist �C Team Leader F3nue Barker, Engineer Matthew J. Bruengo. Geolobisl Arny Stonkus, Engineer Lee Benda, Geologist Ray Stei�er, Enbineer Derek Booth, Geologist Pete Rin�en, Enbineer Dyanne Sheldon, Wetlands Biologist Cindy Baker, Earth Scientist Di Johnson, Planning Support Technician Robert Radek, Planning Support Technician Randal Bays, Planninb Suppart Technician Fred Bentler, Plannin� Support Technician (',onsulting Staff Mark Hudson, Planninb Support Technician Sharon Clausen, Plannin� Support Technician Don Spencer, Associate Geolooist, Earth David Truax, Planninb Support Technician Consultants, Inc. Brian Vanderburg, Planninb Support Technician lohn Bethel. Soil Scientist, Earth Caro}yn M. Byerly, Technical Writer Consultants, Inc. Susanna Hornig, Technical Writer Virginia Newman, Graphic Artist Marcia NlcNulty, Typesetter Mildred Miller. Typesetter Jaki Reed, Typesetter Lela Lira. Office Technician Martv Co�. Office Technician P:CR I. SUMMARY ' Black River Basin, located in south King County, is named for a river that ceased to e3:ist in 1917. after major atterations to river systems were made to build the Lake Washington ship canal. The reconnaissance was conducted along the streams and tributaries stilt remaining in this basin. Development in the basin in and around the cities of Kent, Renton, and Tukwila I has produced extensive areas of impervious surface, which are ezpected to double by the time I the basin reaches its development capacity. Storm runoff from impervious surfaces is drained I through pipes and discharges in some cases directly into the stream system. Field investibation of problems in the Black River Basin revealed that volumes aod rates of � stormwater [laws have contnbuted to serious aoceleration of erosion of streambanks and lower � slopes and have produced downcutting and landslides in some places. Sedimentation resulting from these processes has, in tum, dogged e�osting mrtveyance systems, rendering many of I them ineffective and d�y.�,,,,�,� fish habitat for s wnin . iearino and mi�ratin�. In addition. , """"7`^' P� g• c� e o the general inefFiciency o[ the basin drainage system has increa.sed the potential for flooding. � Another problem cited was vis��bly poor water qua[ity resulting from large amounts of domestic trash placed in streambeds and fmm commercia(/industrial runoff, particularly near ii the Longacres Racetrack in Renton. Recommendations for action in the Black River Basin inclnde: 1) expanding R/D facilities and preserving wetlands to assure adequate stormwater storage, 2) taking measures to protect steep vaUey w+alls [rom erosion aud landslides, 3) t+educing sedimentation on the valley floor w�ith sediment traps, 4) increasing enforcement of regulations against t6e dumpiag ot trash into streams, and 5) incmasing t6e v�+erall effectiveness of surface water management in the basin through doing more maintenance of facilities, continuing intergovernmental agreements, lowerinb volumes and rates of release for stormwater, and other measures. II. INIRODUCTION: }listory and Goals of the Program In 1935 the Kinb County Council approved funding for the Planning Division (now called the Natural Resovrces and Parks Division}, in coordination with the Surfac:e Water Manapement Division, to conduct a reconnaissance of 29 major drainage basins localed in King County. The effort began w-ith an initial investigation of three basins -- Evans, Soos, and Hylebos Creeks -- in order to determine existing and potentia! surface water problems and to recom- mend action to mitigate and prevent these problems. These initial investigations used available data and new field obscrvations to examine geology, hydroloby and habitat conditions in each basin. Findings from these three basins led the King County Council to adopt Resolution 60I8 in April 1986, calling for reconnaissance to be completed on the remaining 26 basins. The Basin Reconnaissance Program, which was subsequently established, is now an important ele- ment of surface water manaaement. The goals of the program are to provide useful data w�ith regard to 1) critical problems needing immediate solutions, 2} basin characteristics for use in the preparation of detailed basin management plans, and 3) capital costs associated w�ith the early resolution of drainage problems. The reconnaissance reports are intended to provide an evaluation of present drainage con- ditions in the County in order �o transmit information to policymakers to aid them in deve- lopinb more detailed reb latory measures and specific capital improvement plans. They are not intended to ascribe in any conclusive manner the causes of drainage or erosion problems; instead, they are to be used as initial surveys from which choices for subsequent detailed engineering and other professiona] environmental analyses may be made. Due to the limited amount of time available for the field work in each basin, the reports musl be viewed as P:BR/jr 1 Black River Basin (continued) ,-� descriptive environmental narratives rather than as finai engineering conclusions. Rerommendations contained in each report provide a description of potential mitigative measures for each particular basin; these measures might provide maaimum environmental protection through capital project construction or development approval conditions. The appropriate extent of such measures will be decided on a case-by-case basis by County offi- cials responsible for reviewing applications for permit approvals and for choosing among com- peting projects for public construction. Nothing in the reports is intended to substitute for a more thorough environmental and engineering analysis possible on a site-specific basis for any ' proposaL I III. I��IDINGS IN BLACK RIVER BASIN The field reconnaissance in Black River Basin was conducted in February 1937 by Ray Heller, , resource planner; Ray Steiger and Doug Chin, engineers; and Matthew J. Brunengo, geologist. I Their findings and recommendations are presented here. A_ Overview of Black River Basin Geographic and land use features. Black River Basin is generally bounded on the north ' by the cities of Renton and Tukwila and on the south by the city of Kent. The I western and eastern boundaries are formed by the Green River and 116th Avenue SE, I respectively, in this southern King County basin. The Black River, w•hich gives its name to this basin, actually ceased to exist in 1917, when the Lake Washinpton ship canal was � built and the level of Lake Washinbton was lowered, cutting off flow to the Black River_ The ?3-square-mile basin investi�ated by this field team includes what remains of the network o[ tribularies that formerly connected w-ith the Black River. The Black River Basin is split nearly equally into an eastern upland plateau and a western floodplain in the Lower Green River Va11ey alonb State Road (SR) 167. The floodplain is almost wholly contained within the cities of Tukw�ila, Renton, and Kent, where extensive development in the last two decades has changed the landscape from a rural farming area to a commercial and industriat one. While open space and farming still e�ist here, the area will be infilled, primarily by a combination of commercial, industrial, and some multi-family complexes, by the year ?000. The King County Comprehensive Plan shows that the upland area will be developed at urban densities. This transition is aIready in progress, with commercial developments emerginb alonp the Kent-Kan�ley Highw-ay (SR 516), the Benson Highway (SR S15), and the Carr Road-176th Street SE-Petrovitsky Road corridor. Multi-family land use occurs in the uplands also and surrounds commercial developments. New single-family units are bein� built throuahout most of the eastern ►�pland portion of the basin. The amount of impervious surface is expected to nearly douhle between 1935 and the time the basin is fully developed. This will require strict controls on surface water discharpe to assure prevention of further decradation of the stream system, which has alreadv bewn to exhibit adverse environmental impacts resulting fmm urbanization Other factors of concern in this basin are those sensitive areas occupied by wetlands, streams, floociplains, coal-mine zones, and landslide Zones. Mostly located in the eastern portion of the basin, these areas have already been damaped by the effects of develop- P:BR/jr 2 Black River Basin -_ (continued) ment. Details of the damage, along with suggestions for mitigation, are contained in later section of this report. Dominant geologic and geomorphic features. Black River Basin consists of the part of the Duwamish Valley east of the Green River and the western edge of the Covington drift plain, a plateau underlain by glacial deposits. Small creeks, which ftaw across its rolling surface, have eroded deep, nanow ravines up to 1.S miles into the plateau. Downrutting is migrating headward in the upper reaches, and erosion of banks and lower slopes causes landsliding in the canyon walls, most of which are naturally unstable. Both of these processes are accelerated by increased flows attributable to urbanization. Sediment is deposited where the streams fiow onto the valley floor. The surface of the Covington drift plain is dominantly basal till, mantled in places w•ith recessional outwash or deposits of post-glacial lakes. Near the edge of the plateau are several lenses of sediment deposited adjacent to a glacier lobe in the Duwamish Valley. Older sediments are exposed in the ravines and bluffs. In the north, unconsolidated sediments lap up onto the southern lemb of the Newcastle anticline; sedimentary and volcanic rocks crop out in the btuffs north of Panther Creek and form the Renton, TaIbot, and Earlinbton Hills in the northern end of the valley toward Tukwita. Coal was mined fmm this area from 1353 untii the 1940s. The Duwamish Valley is part of a trouph carved into the drift plain during the last glaciation; it iater became an arm of Puget Sound. A catastrophic mudflow originating on Mount Rainier approximately 570Q years ago dumped massive amounts of debris intc� the trough. This and other events, plus the deposition of aUuvia! sediment, expelled the salt water. Throu�h the nineteenth century, the combined White and Green Rivers meandered throubh the valley. Near Renion. the Cedar River flow-ed into the Black which drained L,ake Washington and flow•ed into the Duw�amish. Bco nning in 190G a series of changes was made to these river systems. The Cedar River was diverted into Lake Washington, and the White River was diverted south to the Puyallup. The Black River itself ceased to exist. Geomorphic pra:esses in the Black River Basin are most active on the western edae of ihe plateau. Lakes and wetlands formed here in the poorty drained svales. Where conditions of drainaae and percolation are appropriate, small streams flow betw-een the drumlins, erodinb deep ravines into the unconsolidated sediments in the process. Over time, the ravines have been widened by mass-wasting of their walls (a process aided by groundwater) and erosion by tributary creeks; their upper ends have migrated their upstream into the plateau. Sediment carried by these streams was deposited in the Duwamish troubh; after the troubh became an alluviat valley, small fans formed on its ed�e. Hydmlogic and hydraulic features. There are three distinct geo�raphic features asso- ciated with the hydraulics of Black River Basin: the plateau east of the L.ower Green River Valley, the steep (5-35°) emsive hillsides. and the flat floodplain of the valley floor. Mill, Ciamson, Sprinbbrook, and Panther Creeks, as weil as three small, unnamed tri- butaries (0023, O�6B, and 0006C), all originate from locations on top of the plateau. Panther Creek originates from Panther Lake and the surroundinp wetlands. The P:BR/jr 3 Black River Basin (continued) remaining tributaries orie nate primarily from surface water stored in natural depressions and wetland areas along the top of the hill. The surtace water is collected and muted generally north and west via naturai swales, open roadside ditches, culverts, and pipelines within street rights-of-way and, finally, down the sieep hillsides to the valley fioor. Mill Creek, located at the southernmost end of the Black River Basin, flows north between the Green River and SR 167 and then crosses under the highway at various locations. Mill, Springbrook, and Ganison Creeks continue north along the west side of SR 167 and eventua{ly combine as Sprinabrook Creek before being pumped into the Green River through King County's Black River pump station. Tributaries 0006B and 0006C flow north independently down the hillside adjacent to Interstate 405 and into Renton, where they enter the city's storm drain system. Habitat c6aracteristics. The use of natural streams for urban stormwater conduits has had a detrimental effect on most stream systems in the Black River Basin. Increased stormwater release rates that are higher than streams can convey w-ithout problems have resulted in extensive erosion, sedimentation, and landslides. Water quatity problems caused by domestic �arbape placed in streams and point dischar�es of potlutants are additionai facrors. I What is strikinp about this basin is that these habitat problems eaist everywhere. White some problems are worse than others, their impact on the fish h�bitat of each stream eaamined was profound. No fish were observed in any streams durina the investibation. �_ _. For this reason it is surprisino that the fish counter at the Black River pump plant ; located on Monster Road (throuoh which all w•ater in the basin is discharged into the Green River recorded 34 fish entering �he stream system in 1936. While this fiwre is hicher than that for fish counts in the previous five vears, it is si�nificantly lower than historical levels or the potential levels that miaht be achieved if streams w•ere in better condition ior spawning. The current habitat conditions offer little hope for the future of these salmon runs. To reach spawning areas fish must first pass through an open flood-control draina�e ditch for a minimum of [ive miles. This ditch has no vegetation or pool protection for fish to take refuoe against predators or water-temperature increa.ses. In addition, water quality is visibly poor. The eggs of fish that do reach � spawninb territory are likely to be smothered with sediment or washed out durinb heaw I rainstorms. If these problems associated with development worsen, stream systems will I probably be left biologically sterile. Reversing this pattern of dearadation is dependent �� on revising the policies and priorities in the planninb and zoning activities, the develop- ment review processes on the Surface Water Management probrams of King County, Renron, Tukvvila, and Kent. B. EffecLs of Uibanization in t6e Basin The eaistinp upper reaches of the Black River Basin were once heavily vegetated, and natural depressions retained much of the surface water. Water was released slowly then, and the stream systems could convey flow•s easily. Development has brought about the removal of this ve�etative cover and filling of the natural depressions. Many streams are now bein� piped. Impervious surfaces are increasinb and will eventuaqy account for 50 percent of the basin's surface area. In beneral, surface water is enterinp natural systems at a faster and higher rate than before development accelerated two decades �l�O. P:BR/jr 4 Black River Basin (continued) � Eariier discussions pointed out the serious effects this is producing in the form of ero- sion and sediment transport to lower stream reaches. Additionalty, sedimentation decreases the efficiency of the entire basin drainage system by fiiling culverts and chan- nels. This in turn increases the potential for flooding. The city of Kent removes an estimated 1,100 cubic yards of sediment annually from its sediment facility at Mill Creek Park. The Washington State Department of Transportation also employs a reb lar cleaning schedule to remove b avel and sediment from its culverl under South 212th Street on Tributary 0033. Sediment from Springbrook Creek has been transported downstream from the erosive hillside to a pri- vate trout farm west of Talbot Road and rendered it inoperative. Similar examples ocrur throughout the basin along the bottom of the steep hillside and east of State Road 167. Erosion is further accelerated by drainage outlets from developments and public areas. Discharbe froro a pipe into Garrison Creek adjacent to Benson Road freefalls for approaimately l0 feet before scouring the ravine it enters. Similar erosion ocrurs on Tributary OOO6B where w�ater is discharged [rom the Fred Nelson Junior High School across Benson Road to ihe top of a severely eroded ravine. An onsite detention facility dow-nstream at the Victoria Hills housing development accumulates larpe amounts of sediment. Its capacity is decreasing, and the function of the facility is threatened. The development trends in this basin mean that land for regional R/D facilities will become more difficult to obtain at the same time that erosion and potential for flooding are increasinb. Additional problems may arise if existing onsite R/D systems malfunction from improper design or construction or from lack of maintenance. An onsite facility for a privately developed trailer park, located w•est of the Benson Road adjacent to Garrison Creek, exemplifies the potential hazard. Unstable fill was placed on the steep ravine and an R/D pond built on its edge. The fill becomes saturated w�hen the pond is in use, and tension cracks in the fill along the slope indicate potentiat failure. Such an event w�ould add large amounts oI sediment to the drainage system. Development may create similar problems elsewhere if the proper design, construction, inspection, and maintenance of R/D facilities is neblected. C. Spocitic Problems Identified Black River Basin exhibits serious problems throughout its system, with exceptions only in the south fork of Springbrook Creek and on Panther Creek in subcatchment 10. The most si�nificant problems noted by the [ield team durinb its investibation are listed helow. l. Stream c6annel erosioo aoe�lerated by the routing of ruooff from developed areas into streams. Major problems exist in the ravines, where streams are cutting into till at ihe upper ends of canyons and associated landsliding and surface erosion occur (see section 3 below). Although these processes have been taking place naturally for a long time, increased runoff from developine areas on the plateau is causinb acceleration of the erosion. a. The w�orst cases of erosion observed include those on Mill Creek (0005), P:BR/jr S Black River Basin (continued) , Ganison Creek (00?2) and its tributaries (00?3, 0024, and 0025), the north fork of Springbrook Creek (0021), and Panther Creek (0006). b. Prominent examples of gullying at drainage-structure outfalls are in Mill Creek (0005), Sprinbbrook Creek (0021), Panther Creek (0006}, and below Benson Road on both Garrison Creek (0022) and Ta{bot Creek (0006B). c. Er.amples of accelerated downcutting resuiting from increased runoff from developing areas are located in Talbot Creek and tw•o small streams (0064A and 0006C) in Renton. 2 Land.sliding associated with stream erosioa in ravines, as a result of steep slopes and saturated soils. Instability generally takes the form of rotational failures or debris slides triggered by stream undercutting. In many cases, natural instability is eaacerbated by filling and/or by construction on canyon walls; for example, a new fill above Garrison Geek at Benson Road is failing, and old fills are being under- cut. All of the ravines should be considered landslide-hazard areas. The same is tn,e of the bluffs at the w-estern edge of the plateau. even though there have not been many problems yet. These are mocierate to steep. landslide-susceptible slo- pes, especially in the northern (Renton} and southern (Kent) ends of the basin -- the area under the most development pressure. 3. Damage to (or destruction o� habitat due to: f a. Hig6 flaws and high velocities, which remove macrophytes and benthic orga- ' nisms, plants, insects, and possibly fish. Visible evidence of high velocities was noted on all the streams in this basin except the south fork of Sprinbbrook Creek. b. Sedimentatioa from ezcessn+e erosioq which is filling pools, choking spawning gravels, and in some cases filling stream beds to the point of making channels ' impassible to fish. All of the four bio stream systems in Black River Basin exhibit this problem. The Kent parks department annually removes 1,100 i cubic yards of material from Mill Creek. A larbe sediment flow has filled the Springbrook Creek stream channel to a depth of approximately 5 feet, and Panther Creek just north of Valley Genera) Hospital has a large alluvial fan. c. Visibly poor water quality: 1) Large amounts of domestic trash have been deposited in these stream canyons. Mill Creek has become a dump for appliances at river mile , 9_60, and Ganison Creek appears to be more of a landfill than a creek at 1.30. Such practices have a detrimentai effect on water quality as v+�ell as the visual quality of the environment. 2) Commercial and industrial enterprises are praiucing runoCf that causes many streams to be oily, turbid, and sudsy. Sprinrbrook Creek (Trib. 0005 at RM 130), flowing,under the bridge o[ Southwest I6lh Streel just east of Longacres in Renton, is one of the w�orst ek�mples noted. The VVestern Processing facility just upstream has been identi[ied as a source of toxic wastes entering both surface and groundwater systems. P:BR/jr 6 Black River Basin (continued) IV. RECOMA�NDATIONS FOR ACTION }�abitat, erosion, landsliding. and flooding problems in the Black River Basin can be addressed by the measures identified below. Most of the solutions listed here w-ill mitigate speciCic prob}ems observed durinb field investigation or will prevent similar problems in the future. However, additional recommendations have been included to su�est administrative or regulatory measures that would increase the overall effectiveness of surface water manabement in this basin. A Eapand e�osiing and/or construct additanal regiooal R/D facilities on the ptateau in order to control storm flaws that originate there. Site facilities upstream of the four large creek ravines that are experiencing the worst dama�e. Facilities should be regional in scope and should foilow the general specifi- cations outlined in Appendix A of this report. These wilt impede the direct conveyance of nino[f into the steep, naturally erosive ravines, thereby reducing erosion rates that result in sediment transport and slope instability and that damaae habitat. B. Preserve wctfands on the plateau to provide natural storage. In addition, reconsi�. Panther l,ake for use as a rebional R/D site. Althouph the ]ake has been classifi a #1-C wetland, the amount of storage it offers is suhstantial «ith a mo�erate a�i�i�- tional (.?5-to .50-foot) fluctuation in depth. G Protect steep valley walls [rom erosion and IaudsGd� r.,u�ed from �iircct �ischar�cs of ' storn�water: 1. Tightline discharges or pmvide other appmpriate nooerosive mnveyance wer steep hilLsides; provide enerw dissipation at the outfalls. This has already been done at several points on hiill Creek (Tributary 0005) with gooci results. 2. Consider rerouting flow in cases where tightlining or other met6ods are not feasible. For example, runoff from the area southeast o[ Sprinbbrook Creek might be piped down Southeast 200th Street rather than routed into the north fork (00?1) as it is now. 3. Lawer the poteotial for landslides by restricting development in and aloog t6e tops of ravines. In particular, strongly discourape filling alonb the edbes; the fill at Benson Road above Garrison Creek (0022) will probably have �o be removed. D. Reduce sedimentation in streams along the valley tloor in cases w�here sedimentation is not adec�uately prevented by R/D and other upstream measures. In eatreme cases (probably includinb Panther Creek [0006)), construct sediment traps (with convenient access for removal of acrumulated material) at points where streams flow onto the vallev floor. E. Increase en[omement of regutation5 against the dumping of domestic tras6 into ravines and stream channels. The Seattle-King County Health Department and the Kinb County office of Building and Land Development should be asked to investipate this onpoino problem and to take appropriate action w�hen violators are identified. P:BR/jr 7 Black River Basin (continued) F. Increa.se t6e overall e[fectivenest of surface water management in the Black River Basin: 1. Continue cooperative iatergwernmental arrangements between the cities of Tukwila, Kent, and Renton; the Washington State Department of Transportation; and the King County Surface Water hianagement Division to identify and propose solutions to habitat and hydraulic problems in the basin. These efforts shoutd include de- veloping cost-sharing agreements where capital improvements are required. 2 E-vaivate'aud reduce, if appropriate, the volumes and rates of release for stormwater orid nating from developments. Present release rates and volumes are causing erosion, sedimentation and habitat problems. 3. Increa.Se the maintenance and inspection of e�:isting Kin4 County and citv drainage systems to ensure that they are functioning properly. 4_ Cncourage public participation in maintaining water quality and in siormwater management in the hasin, includin� citizen action projects to clean tra�h from streams an! «iu�:,,�i��n ��t��-,ut .:n:��r�� r� �1.� in ri;nnt,unin�.� , I��:,n ��..i[�.�� ,�.n�] stream systems. 5. Perform more detailed and comprchensive hydrologic/hydraulic analysis <�( all drainage systems within tbe basin to determine how the existing facil,t��s �. I' function under eaisting and future flow�s. 6. Prepare a comprehensive basin plan with participation by all agencies concerned w•ith surface water management in the basin. The plan should assess the econo- mic, hydrologic, and habitat impact of individual projccts on a hasin-.vi�ic scalc. P:BR/jr 8 _ _ I � '-- �n i � �' �'e� �a ,�, � �� 'ti f i ..t � / ��'� � � - ` � 1-� �''-��-- � � a�s 5�� `Tr�a,-, - � �� T �'1 :� � w v � � ' � BLACK RIVER BASIN ` � = — � `� r - ' ° �.� � � � .r RenE t ..� �,t /� _/ _ � ' I[ � __E' h�? C ¢ 1-' *� ��. � � e' . - �'' . - . _ - ••��• Basin Boundary �„ ; -�-� � Y,. '� ` , � `� -. � „ , Subcatchment Boundary � ��1�. 'r' ��, 1- ; i- r�r ._ '.,' � �,� T�v�,_ � �1 � 3 � o : 9O Collection Point ' � ; , `.�, ` °a � oJ" '.� �� ;; . . � r., . r , _ � �` r� � � o �� Siream _ .! I� . � . �_ , .�. r_r ,�'1 �� - o , � i _� =�� 000s Tributar Number -� ��`�` �� - ' � ��' �` � Y � Takw�la_� � ; � �� 'k�� ; � j� `�>'C� �0301 Proposed Project - - .n�, `�� p�. , �I 1 . � ��-- i, -��, � �� •h � % t 0006�1 i QS -" _�,;� � I_y J: � _ � c, e _ 7 - ' � 7� r 1 , i�` �i _. � � N .; �i�� - � ' , _ o osh t \� ;��` "- � � � - y-, -- { �` , : � „ F. Y A I � � � ! \{ - � ' -�- �e - - � � _ _ . � - . . 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' � �:. , . � �' � i � �� ` :��.. � I 0 r.. � '� ` � � 1. - , �_ '( 4I:F �, - -�- ,M._ wso e�,� - �1 a L _ � r S_.'� ` ` `\1: -� j.�_ �I� ; t�y J.l_ �a � �1 . *� ' _ � .�s r " L�.� . -.sS- 1.., 0/ 1 c•_n ;i �,a . ? _ _.__ � .__ � :� 1��Z � ' i � . �[ . / '��P'° �. t�i � I �r �. { � �. Y�n' -n:.i� �- \ � ' P`J' � . I . '- .,!�� f. _ -- tl _-'-I n . ��t . - � _ . . _ r . ,_ �,'� � �^'l,M ...."_ i APPENDIX A ESTIMATED COST: PROPOSED CAPITAL IMPROVEMENT PROJECTS BLACK RIVER BASIN ' Indicates project was identified by Surface Water Management office prior to reconnaissance. NOTE: All projects are located on map included in this report. Project Collect. Estimated Costs Number Point Prolect Descri.ption Problem Addressed and Comments 0301' 10 Increase R/D capacity of Panther Reduce erosion and flooding $345,000 Lake by constructing earthen downstream in Panther (Panther Lake is #1 berms and outlet control Creek. Wetland and will require structure. Trib. 0006, RM 3.40. agreement to use as R/D site. Further biological study also needed at time of basin planning.) 0302* 22 Provide regional R/D facility by Prevent erosion to sensitive $208,000 constructin� earthen dam across slopes downstream of (Project costs should drainage swale. Provide control proposed site by be shared with City stn,cture flnd overflow spillway on reducing peak flows. of Renton.) Trib. 0021 at RM .40 (Springbrook Creek). 0303' 29 Construct instream R/D facility at Reduce erosion and flooding of $125,000 point where Benson Rd. crosses of Garrison Creek by reducing (Project should be Ganison Creek. Reinforce peak flows. constructed in conjunction Benson Rd. Construct outlet-control with proposed Projects structure around existinb cross 0304 and 0305.) culvert R.M. 1.40. P.IIR.APA/mlm A-1 Projcct Collect. Estimated Costs Numhcr Point Pt•oject Description Problem �ddressed and Comments 0�04'` 2� Constntct instream R/D facility in Reduce erosion and flooding of $151,000 G�rrison Creek. Constivct dam acra�.s Garrison Creck by reducing peak (Wash. State Dept. of cxistind ravine with outlet control flows. Transportation lias cost- stivcture and overflow spillway. sharing agreement with King Provide for fish passage. (Trib. County and the city of Kent. 0022, RM 1.0.) Coordinate with Projects 0303 and 0305.) 0305° 30 Construct R1D f'acility. Install Keduce erosion and floodinb $116,000 proportional discharae outlet downstream in Garrison Creek (Constn,ct in conjunction and overflow spillway. Eacavate by reducing pe�k flows. with Projects 0303 and 0304.) to existirtg streamUed level �nd provide earthen berms around site. ("I'rib. 0024 at RM .30.) 0307�` 19 Construct regional R/D facility in Reduce erosion in Mill Creek and $309,000 MiU Creek Wetland $ (rated #2). prevent downstream flooding. Construct berms around north and west sides to increa.se existing cap�city, and provide an outlet control stil�c- ture. Enh�nce downstream comcyance cap�city and stabilize ch�nnel witl� dense nativ� ve�etation. Provide habi- tat enhancement to maintain existin� wetland values. O:iQ9 27 Construet an instream R/D facility Will reduce flows that $2G,000 in sewer line richt-of-way adjacent cause severe erosion to (Dependent on the availability to SE 208t1i St. (Trib. 0023 �t unstable downstream ravine. of right-of-way for R/D. Addi- RM 1.00.) tional cost will result iF sewer-line relocation is required.) P.I3R.APn/mlm q.? �II ` _ APPENDIX B CAPITAL IMPROVEMENT PROJECI' RANKING BLACK RIVER BASIN Prior to the Black River Basin field reconnaissance, seven projects had been identified and rated using the CIP selection criteria deveIoped by the SurEace Water Management (SWM} and Natural Resources and Parks Divisions. Fotlowing the reconnaissanee, seven projeets remain proposed for this area. They include one new, previously unidentified and unrated project. This displaces one previously selected project, which was etiminated based on the consensus of the reconnaissance team because no problem was apparent in the field. The previons SWM capital imprrnement project tist for the Black River Basin had an estimated cost of $1,250,000, while the revised list increases to an estimated cost of $1,230,000. This 2.4 percent increase in estimated capital costs is due mainly to upward revised eost fib res far securing or acquiring easements rner wetlands and costs associated with a new project to solve a previously uni- dentified problem. The following table summarizes the scores and costs [or the CIPs proposed for the Btack River Basin. These projects were rated according to previously established SWM Pmgram Citizen Advisory Committee criteria. The projects ranked below are those for which the firsi rating question. ELEMENT 2: "GO/NO GO," could be answered affirmatively. T'hese projects can be considered naw for merging into the "live" CIP list. RANK PROJECT NO. SCORE COST '� � 1 0302' 125 $ 203,000 2 0303' 110 125,000 3 0309 100 26.000 4 0301' 9S 345,OOQ 5 0305' 90 116,000 6 0307' 60 309,000 7 0304' S5 I5 2.000 TOTAL $1,230,000 * Indicates project was identified by the Surface Water Management Division prior to reconnaissance. P:BR.APB. B-1 � APPENDIX C DETAILED FINDINGS ANU RECOMMCNDATIONS BLnCK 12IVLR BASIN "' qll items listed here are located on final display maps in the offices of Suriace Water Management, 6uilding and Land DeveloPment, and Basin Planning. Trib. << Collcct. Eristin� Anticipated Item* River Mile Point Cate�ory Prop. Proj. Conditions and Problems Conditions and Problems Recommendations 1 0005 3 I�aUitat Fish ladder through pump Based on the condition of Develop and implement a comprchensive RM .30 plant. Automatic counter the Uasin habitat and future Black River Uasin plan in agreement , records all returning development, tliese numbers with all local jurisdictions. anadromous species will probably decrease. Habitat improvement would be one goal (apa. 44 in 1936). of this plan. 2 OOOS 12, 6 I-Iabitat Drainage district h�s Condition will continue. - Contact drainage district about RM 1.30- removed all stream cover the feasibility of select plant- 4.65 �long drain�ge chlnncl. in�.s along the ditch levees. W�ter c�uality looks very - Develop a plan to address point poor. Some oil and suds on and nonpoint water c�u�lity surface, �I.so very turbid problems originating from the water. thousands of acres of commercial and industrial land in the basin. 3 0005 13 Habitat Large amounts of sediment More erosion, sedimentation, - Inerease size and number of R/D RM �.30- moving down the stream and loss of fish hab.it�t. facilities upstream to reduce 8.70 system has filled in flow volume and rates to non- all the pools. Kent removes erosive levcls. 1,100 cubic yards of sedi- ment from Mill Creek at Canyon Park annually. P:I3R.APC/mlm G1 Trih, �C Collcct. �xistinb Anlicipated It�m River Mile Point Cate�orv Prop. Proj. Conditions and Prohlems Conditions and Problems Recommendations d OOQS 1�4 Cieolo� Erosion in narrow, steep- Increased flows from tribu- - Increase control of stormflow in IZM �.SO- sided ravine -- intermit- taries on plateau will cause streams originating on the plateau 9.70 tent h�nk erosion, slump- continucd or accelerated (especially Trib. 0005). inr; �Ilies bclow cul- erosion. Plow directed o�er - Direct local draina�e (below RM vcrts; downcuttin� near the edbe of thc ravine 9.30) around the ravine, or tight- � upper end. Deposition at causes �illyinb of walls. line to bottom of ravine. mouth of ravine. Erosion of banks and lower - Remove or repair old dam. slopes causes accelerated - Restict any further development on landsliding in lower slopes the edge of the ravine. (e.g., around old ciam at i RM 9.40). S 0005 18 Fl�bitat Left bank has lots of gar- Potential water quality - Remove garbage (preferably by the RM 9.10- bage deposited from access problem; since inside Mill partics who placed it there). 9.20 road above. Right bank Creek Canyon park, it coutd - Increase enforcement of reb lations is a major dumping oround be a public hazard. prohibiting the random dumping of of used appliances. garbage in non-approved dispos��l sites. G OOQS 1� Hahitat 12" culvert discharbes onto IC not tiohtlined in a s��fe, Kent Surface Water Utility shoi�ld RM 9.40 top of left bank and has nonerosive manner to the put this tightlining project on caused landslide into the bottom of tl�e ravine, more their list of future CIP projects. stream. erosion will occur with resulting sedimentation downstream. 7 OOOS 18 IIabitat Good s�awning rravels. Without increased rate and - SWM/Basin Planning sl�ould deter• RM 9.60 Protection from hi�h storm velocity and volume controls, mine the allowable rates and velo- flows �nd velocitics new dcvelopmcnt will cities to m�intAin a st�ble, needed. Most lar�e organic furtlier threaten this nonerosive chann�l. New devel- debris flushed out of tl�e spawning area. opment must then be conditioned to ravine. meet the.sc requirements. - Add structures or large organic debris to create pools. P:I3R.APC/mlm C.? �,..., _. i � �'�� Trib. �� Collect. Existinb Anticipated Itcm Rivcr Milc Point Catc�oiv Prop. Prol• Conditions and Problems Conditions and Prohlems Recommcndations � 0005 19 I-Iabitat Fislt blockage due to con- Condition will continue. Encourage State Fisheries person- RM ,10.05 crcte and asphalt debris nel to organize a citizen-action piled in stream. project to construct a stepped pool or otl�er solution to allow fish passage. 9 OOOS 19 Habitat Native vegetation Livestock will erode strcam- - Fence to provide a stream corri- RM 10.10- removed down to stream edge bank and defecate in stream dor. 10.30 and replaced by pasture. channel. This will result - Plant native plants or allow in erosion, sedimentation, natural revegctation along and wlter c�uality probleins. streambanks. 10 0005l� 19 Hydroloay 0307 Tributary contributcs to This area will continue to - Obtain requircd easements and RM 0.2 Mill Creek, which experien- develop and will contribute construct a regional R/D facility ces erosion and sediment greater runoff to the in wetland area. transport. Wetland 0305 downstream conveyance system. - Construct berms along the western now provides some R/U and Tl�e wetland area may be and northern sides of the existing has much more potential damagcd by developmcnt wetland. capacity. around the perimeter and this - Inerease the storage capacity may decrease the ability of of the wetland by excavation. the surface water to infiltrate. Runoff will continue to increase and erosion and ' sedimentation will likewise continue. 11 000G 7 IIabitat Stream flows ihrouth wet- Condition will continue. If anadromous fish were rein- �I RM .50- land. No visible channel. troduced to Panther Creek, ' 1.40 l�ish transit through this wetland passage would need to be ; cattail wetland looks assured. A biological assessment ' difficult. by fisheries and wetland biolo- , gists would be needed to formulate � a viable solution. P:I3R.AYC/mlm C-3 Trih. �C Collect. Existing Anticipatccl Itcm River Mile I'oinc Cate�orv Pro_p. Proj. Conditions and Prohlems Conditions and Problems Rccommendations 12 0006 8, 10 Geolo�y Channel downcuttin� at Problem will bet much worse - Provide additional R/D facilities . RM 1.40- upper end; l�ank crosion and as development proceeds in upper basin. 2.G0 mass-wastin�. Deposition alon� the ravine and in the - Restrict development �lon� ravint ahove 1$Oth and at wet- tipper basin. Ralvine is edges. land below Talbot Rd. sensitive to hi�h flows in - Route ninoFf around ravine or channel, and slopes are tightline it to bottom in a safc, susc:eptiblc to ��Ilying. nonerosive manner (b lly at Sedimcnt is filling a n�ajor RM 2.50). wetl�nd. 13 OOOh 7 [Iabitat Alluvial fan from i�pstream Killing of trces from sedi- Provide a sediment pond and increased RM 1.50 erosion; landslides filling ment inundation. Little or maintenance or reduce flows upstream wetland and blocking no fish pas.s��ge. to nonerosive levels. stream for fish use. 14 0006 8 IIabitat 3' drop out of culvert Condition will remain. Improve system only if a fisheries RM 1J0 under Talbot Rd with biologist deems the Panther Creck no pool. Potential fish system viable for fish. barriers. 15 0006 8 Habitat Two debris jams pose Condition will remain. Remove debris or improve passage RM 1.7.5 potential fish barriers. through the debris jams. I6 OOOh 10 Habitat Extensive bank erosion, Worsening o[ current condi- Same as Trib. 0006, RM 2.55-3.OQ. RM 1.�0- channel downcutting and tions. (See Item 19 below,) ?.55 sedimentation has elimi- nated most pools, fisli, and benthic org�nisms. Both large organic dehris and bedlo�d m�terial are active. ]7 0006 � IIaUitat 12' waterfall and concrete No future fish access to If the upstream habitat justifies RM 1.95 channel creating fish upstrcam areas. improvement, then a fish ladder should barrier. be constructed ovcr the falls. P:BR.APC/mlm C-4 �� - �J� - Trib. �F Collect. Cxisting Antic;ip��ted Item River Mile Point Cate�ory Prop. Proj. Conditions �nd Proltilems Conditions and Problems Rccommendations 1� 0006 4 Geolo�y Large landslide (transla- Slide will continue to Direct surface ninoff away from RM 2.15 tional and rotational contril�ute to sedimentation top of slope to gravel pit Cailure), with raw slope downstrcam. (to west). remainin�; gtillying of slope. Apparently caused hy combination of under- cutting by stream and routing of road drainage ovcr slope from abovc. 19 0006 10 IIabitat Stream in good condition. Possible erosion and loss of - Maintain stream flows at non- RM 2.55_ Setbacks and protcctive habitat if future develop- crosive levels 3.00 vegetation needed at points ment increases volume and - Maintain a natural stream corri- along the stream. Some rate of flow. dor from Panther I.�ke down into cood pools and spawnina and along Panther Creek. ;ravel in a few places. 20 000<, 10 IIydrology 0301 Panther Lmke is a #1-C Future development in this The sensitive nature of the RM 3.40 wetland that provides 1 Area will triple the amount wetl�nd would require precise large amount of natural of impervious area. The boundary surveys and control over storage; the ciownstream available �rea for regional the amount of water artificially system is in fair R/D f�cilities may soon be retained by the proposed control. cvndition with some eaausted and the system Use Panther Lake as an R/D facili- erosion. The contriUuting will continue unchecked ty by constructing earthen berms drainage area is not downstrcam. Erosive on the north and west sides of the currently densely devel- soils throughout the area wetland area; constn,ct a control oped. are further tl�reatened outlet, enhance and increase the as higher amounts of runoff capacity of the downstream channel will incre�se the rate at (stabilize with vegetation), and which the existing stream obt�in ea�ments. erodes. P:[3R.APC/mlm C-S Trib. �C Collcct. Existing Anticipatcd Ttem Rivcr Milc Point Catc�oiy Prop• Proi• Conditions and Prohlems Conditions and Prohlems Recommendations 21 OOO�A 7 I-lahitat Incised stream eroded to Reduction of wetland area Consider tightlining stream from RM .10 bcdrock abovc T�Il�ot Rd. and valucs. Loss of flood Whitwortli Ave. S to Talhot Rd. Little or no habit�t value. srorabe. Two slides are dcpositinb sediment in I�rre wetland on east side of Valley Free- way (inside city of Renton). 22 0006A 7 Geoloby Crosion in short channel Stormflow is discharged rap• R/D and/or energy dissipation at RM .10-.20 reach below development: idly into ch�nnel from cul- upper end of channel needed. downcutting at upper end, vert below street. Down- failurc of lower slopes cutting is preventcd at throughout. lower end (by bedrock and culvert at Talbot Rd.) but will continue to undercut slopes at upper end. 23 OQOfiB 4 Geology Extreme glillying below cul- Runoff from L3enson Rd. and Rcroute some or all of the RM 1.S$- vert outfall (below Benson area to the east is dis- runoff or tightline through the 1.70, 1.00 Rd.) cAusing rapid sedi- chargcd onto erodible sand eradible reach. (Problem prea is mentation, especially and gravel, which is depos- slated for development.) in R/D pond (RM 1.55); ited downstream. Most of probably contributing to the coarse material is deposition at RM 1.00. caugf�t by the R/D pond -- will require more frequent m�intenance. ?4 000C,B 4 Habitat Drainage from Fred Nelson More property loss from - Provide R/D at Jr. High School. Jr. High School is causing unrestricted flows from Jr. - Other possil�ility is to pipe eatensive erosion problems High. High maintenance the stream. between Benson Rd. and costs to dredae R/D ponds of SR 515. Large sediment silt. build up in S 32nd Ct. R/D pond at S Puget Dr. No fish habitat in this system. P:BR.APGmIm C-6 �, 111 �' Trib. & Collcct. Cxisting Anticipatcd Itcm River Mile Point Catc�o�y Prop. Proj. Conditions and Problems Conditions and Problems Recommendations 2S 0006C 5 F-Iabit�t Rolling Hills Creek exhib- Little chanae due to ripr�p None. its oil sheen on water in �long stream to protect upper portion of th� creek. sewer line that parallels Little or no fish habitat stream. (or potentill) exists. Zl, 0009 9 Geolo�y Bank and lower-slope erosion Flows in tributary will in- - R/D in upper basin. RM .00- in small tribut�ry channel, crease; erosion will continue - Remove fill along stream. .15 especially behind construc- causin� sedimentation down- tion equipment lot. stre�m and perhaps threaten stability of buildinb. 27 0009 9 IIabitat Lots of litter; stream has Worsening of water quality, - Reduce the volume and rate of water RM .15-.20 extensiye downcuttin;, bank sedimentation, and erosion. to non-erosive levels by new R/D. erosion, and bedload - Consider restricting future develop- movement. ment (down-zone). - Community action projects could remove litter. 24 0020 12 Hahitat Sediment has destroyed fish Possihle flooding and sc:di- Remove sedimentation source (see also RM .20 habitat. City of Kent mcntation along S 192nd St. Trib. 0023, RM.95). removes sediment each year. 29 0020 21 Geolocy Bank erosion, landsliding Problems will continue. - Control storm flows. Increase R/D RM .50- in canyon due to outfalls above RM .40 in 0021; reroute or .70 at end of SE 19hth St. �nd control flows from vicinity of SE from R/D on 200th plus 200th (tightline west on 300th). natural sensitivity - Provide energy dissipation at R/D (landslides). Heavy damage outfall (RM .40). in Jan. 86 storm. Sedi- - Restrict development on north side mentation above old i•oad, of 0021 (runoff to be tightlined or and in trout farm below routed around ravine). Talbot Rd., as well as ero- sion in the ravine. [':I3It.APC/mlm �.� Trih �C Collcct Existinb Anticipated Itcm Rivcr Milc Point Cate�orv Prop. I'roj. Conditions �nd Problems Conditions and Problems Rccommendations .�0 00?0 ?1 IIahitat Cxcess sediment fi•om Purther sedimentation from Several options: construct sediment RM .60 upstrcam has destroyed a upstream scdiment sources. pond above Talbot Road. Reducc private trout farm. flow rates and volumes in Trib. "I'hous��nds of fish were 00?1. Increase R/D upstre�m of killed during Jan. '46 Talbot Rd. Down-zone l�nd to storm. reduce surface water impacts of future development. 31 0021 22, Geolo�y }3ank erosion, landsliding Problcros will continue. - Control storm flows: R/D above � RM .00 in ravine due to outfalls RM .40 in 0021; reroute or I O.SO at end of SE 196th St. control flows from vicinity of and from R/D pond at SE SE 200th (tightline flows west 200th plus natural on 200th). sensitivity (landslides). - Provide energy dissipation at R/D Heavy damage in J�n. '86 outfall (RM .40). � storm. Sedimentation �bove - Restrict development on north side old road and in trout farm of 0021 (runoff to be tightlined below Talbot Rd. (0020), as or routed around canyon). well as erosion in the canyon. 32 0021 22 Hydrolo� 0302 Th� upper reaches of Development will continue - Construct a regional R/D faci- RM .40 Springbrook Creek lie and impervious area will lity in the natural drainage within the city of Renton continue to prow. Increased swale at the upper reaches of City Watersl�ed. The creek runoff will further erode this system. originatcs in hi�hly ero- the unst�hle soils carrying - Constn�et a dam across the swale sive and steeply sloping sediment �nd del�ris with an outlet control structure soils. Alterations of the downstream, where they will and an overflow spillway. natural drainage patterns reduce thc efficiency of or - Tightline existing drain�ee into by development, roadway even destroy culverts, pipe- area to further reduce crosion and construction, �nd poor lines, 1nd streambeds. raise eaisting roadway to prevent pr�ctice in handlins Flooding could result from flooding. runoff have inereased ero- the inefficient facilities sion �nd sediment coupled with the breater transport to tlte lower runoff. gradient downstream reaches. P:BR.APC/mlm C_g .�-.-, �.,--.., _ � ��/'n�IIIII I `�`.... ._. I Trib. �C CoUect. Existing Anticipated Item River Mile Point C�te�orv Prop. Proj. Conditions and ProUlems Conditions and I'roblems Recommendations �' �.. 00?2 2��, ?S Cieology Bank cutting and slope Natural instal,ility of - Increase R/D capacity, especi111y RM ,2U- . failure in canyon of - canyon w�lls is aobravated upstream of Benson Koad. 1.40 Garrison Creek. Soine ero- by inereased flows from - Tightline flows to bottom of sion caused by outfall over upper part of catchment. canyon; provide energy dissipa- edges or flow out of tight- tion. lined culverts impinging on - Restrict further development on opposite banks. Deposition edges of canyon. in vicinity of SC 213 St. �4 00?2 26 I-iabitat Large sedimentation zone has Flooding of adjacent proper- Reduce flow rates and volumes RM .30- filled ch�nnel and pools. ties due to rising strcambed to non-erosive levels. Then caused by sediment consider habitat improvements deposition. such as large organic debris for pools and instream protection. 35 00?2 29,23 Habitat Surface water runoff is More development will exa- Reduce flow rates to nonerosive RM .30- 2b causing severe erosion and cerbate the problem. levels by providing more R/D. 2.30 sedimentation. Instream Stricter development controls by ', habitat for fish and benthic down-zoning development areas. organisms is very poor. Most pools are �one, in- stream large orpanic debris and bedload are both moving. 3G 0022 2g f{abitat Stream has a whitewashed, Worsening of existing Reduce stream flow rates and RM .80 sterile look due to the problems. volumes to non-erosivc lcvcls. water volume and veloci- Then consider habitat improve- ties. These have created ments such as large organic debris a very unstable system for pools and instream protec- that has destroyed the tion. fish habitat and removed most fish, benthos, and macrophytes. P:BR.l�PC/mlm C_q Trih, �� Collect. Caisting Anticipatcd Ittm River Mile Point C��te�oiv Prop. Proj. Conditions and Problems Conditions and Prohlems Recommendations 37 0022 24 Geoloby Erosion below culvert out- Gullying and failure of Tightline to bottom of canyon, RM 1.10 fall; downcutting of side- sideslopes will continue with energy dissipator. p Ily into loo.se s��ndy unless oi�tfall is materi�ls. 'Thcse are controlled. causin; some slope failure in backyards. :i4 0022 23 Itabitat I,��rge quantities of Water quality and visual Remove trash. RM 1.30 domestic trash instream. prohlems. ;9 00?2 2,4 Geolory Mass failure of new fill on Problemti will continue. - Fill should be rebuilt or RM 1.40 edge of canyon; erosion of removed. culvert outf�ll; t�nder- - R/D pond on edge should be cutting of slopes. Trash mo�ed north. disposed of by nursery is - Culvert outfall should be entering stream. Fill was rerouted into a new R/D facility emplaced poorly is settling southeast of Benson Rd. (or toward creek; side is tightlined to bottom of hill). failing. Runoff from - Removal of trash from stream streets and development east should be required. of Benson Rd. is eroding slopes at outfall. 40 0022 26 Hydrolo�y Garrison Creek e�periences Additional development There are three recommended pro- (See items erosion and downcutting up�tream and along jects along Garrison Creek #4?-43 bec�use of the step gr�- Glrrison Creek will continuc that would impede peak runoff below) dient and erosive soils in to ea�cerbate tlie erosion flows and would thus reduce ero- this reacl�. Development in problem and degrade the sion and flooding potenti�l. the upstream are�s h�s existing conveyance system, The system would need to be further accelerated this Sediment load and erosion hydraulically modelled to deter- prohlem by concentrating will reduce the efficiency of mine the individual/joint impact runoff into the stream. (and potentially destroy) of the recommended projects. existing facilities. Potential cost sharing should be reviewed with the Washinoton State Dept. of Transportation and the city of Kent. P:I3R.APC/mlm C-10 f--. � ... EII � � Trib. Rc Collect. Cxisting Anticip�ted Item River Mile Point Cate�ory Prop. Proj. Conditions and Prohlems Conditions and Problems Recommendations 41 0022 29 Hydrology 0303 See Item 40. See Item 40. � Construct instream R/D facility RM 1.40 at intersection of Benson Rd. • and Garrison Creek. Roadway would be reinforced to act as impoundment. Construct outlet control structure and tie to existing cross culvert. Check realignment schedule with WSDOT. Provide fish passage. 4? 0022 28 Hydrology 0304 See Item 40. See Item 40. Construct instream R/D facility RM 1.00 in Garrison Creek. Construct a dam across the ravine with an outlet control structure and an overflow spillway. Provide access road from SE 220th without increasing landslide potential. Project will provide fish passage. I 43 0024 30 Hydrology 0305 See Item 40. See Item 40. Construct R/D facility. Would require excavation of soil, remo- val of existing vegetation, and construction of berms. Facility would require proportional discharge outlet and overflow spillway. 44 0023 27 Geology 7` Downcutting, undercutting Erosion in this ravine has - Control flows into canyon with RM .SO- of lower slopes -- eatreme been a�ravated by R/D upstream of RM 1.00. .90 in upper reach (RM 0.70- increased flows from upper - If possible, route runoff (from 0.90); box-gully up to basin and runoff from resi- development to south RM .70-.90) 22' deep. Deposition in dential area to the south. around the canyon to S 212th St. field at mouth. Worst erosion occurs at - Restrict further development knickpoint of headward along ravine edges; in areas migration (currently RM .80 north of ravine any future out- -.90) and will move up- falls should be tighlined into stream with time. canyon or (preferably) routed around. P:I3R.APC/mlm C-11 Trib. �c Collect. Existing Anticipated Item River Mile Point Cate�ory Prop. Proj. Conditions and Yrohlems Conditions and Problems Kecommendations 51 0025 30, 31 Geology Channel downcutting, bank Increase in impervious area -Provide energy dissipation below RM .00- erosion, landslides in on plateau will continue to culvert outfall at RM .70. .70 canyons. Natural instabi- aggravate erosion in the Restrict development along canyon lity aggravated by ravines and c�use deposition edgcs. increased stream flows. in Garrison Creek. -The downstreAm analysis required hy BALD for new developments should fully address the impacts these developments will have on the conditions found at this site during reconnaissance. Developments that will aggravate conditions should be required to , include mitigation proposals prior to approval. 52 NA 7 Hydrology 0306 None observed. None. Drop project from priority listing; small trihutary area at top of knoll; city of Renton in agreement with this recommendation. 53 NA 7 Hydroloby 0303 Project completed. None. P:BR.APC/mfm C-14 .._. � _. �� EXHIBIT J Soils Conservation Map I II .. ......yr...-...._.�.......+.�...... i.,.... ... ... . ...... . I .. . ... ,. . . i . i . . I m . 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Z.. 3 � .�( ' ," , ''_ , . �. a r. � � . �"" ,.�` ;s`,�� .�� ,�.'J N •�: �o , s �.;;e� .m �_ _- -- Jg _ �' � ��,b'9 ,�oµ°� � � � GUIDE TO MAPPING UNITS--Continued � Woodland Described Capability unit group ', IaP , an mbol Mapping imit page Symbol Page Symbol Re Renton silt loam-------------------------------------------- 26 IIIx-1 75 3w1 Rh Rivetwash--------------------------------------------------- 27 VIIIw-1 78 --- Sa Salal silt loam--------------------------------------------- 27 IIx-1 74 201 Sh S�mamish silt loam----------------------------------------- 27 IIw-2 75 3w1 Sk Seattle muck------------------------------------------------ 28 IIw-3 75 --- Sm Shalcar muck------------------------------------------------ 29 IIw-3 75 --- Sn Si silt loam------------------------------------------------ 29 IIw-1 74 201 So Snohomish silt loam----- ----------------------------------- 30 IIw-2 75 3w2 Sr Snohomish silt loam, thick surface vari ant------------------ 3I IIw-2 75 3w2 Su Sultan silt loam-------------------------------------------- 31 IIw-1 74 3w1 'fu Tukwila �ck------------------------------------------------ 32 IIw-3 75 --- UrUrban land-------------------------------------------------- 33 -------- -- --- Wo Woodinvil2e silt loam-- ----------------------------'-------- 33 IIw-2 75 3w2 1/ The composition of these �its is more variable than that of the others in the Area, but it has been controlled well Pnw gh to interpret for the expected use of the soils. I � • I � I n i 4.0 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN � � i I � 4.0 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN A. Existing Site Hydroiogy The proposed project site contains a totaI of 33.6 acres. The site consists of two parcels that are separated by Spring Brook Creek, which runs in �'� the north-south direction through the site. The westerly parcel (Phase 1) is the longer of ' the two parcels, and contains an area of�vetland on the southwest corner that is excluded from the calculations. � I The eastern parcel (Phase 2)contains a portion of wetland at the northern edge that is also excluded from the calculations. Both phases contain areas of roofiop that will be routed to existing ��retlands, and are excluded from the calculations. The site's current condition consists of mostly pasture-type ground cover with sparse trees. Phase 1: 18.20 acres, pasture (CN= 81) Phase 2: 8.52 acres, pasture (CN = 81) B. Developed Site Hydrology The post-developed drainage area matches the pre-developed areas. The cover conditions will change due to the construction of the proposed buildings, parking lots, and proposed landscape areas. The change in cover conditions will require that stormwater be treated for water quality, and detained to attenuate peak flows. � The developed site conditions are as follo��s: ; Phase 1: 15.91 acres, impervious (CN =98) I'� 229 acres, landscape(CN= 86) Phase 2: 6.71 acres, impervious(CN =98) 1.81 acres, landscape (CN= 86) C. Performance Standards The site requires flow control such that the developed peak runoff rate does not etceed the pre-developed peak runoff rate for the 2-year and 10-year storm events. � D. Flow Control System ' Phase 1 will use a �vet pond for ��ater quality �;�ith no detention and Phase 2 will use a combined �et pond/detention pond ��ith "frop-T" control structure for its detention facility. Phase 1 and Phase 2 will each have a storm��ater collection and conveyance system to route the runoff to their respective ��•ater quality/detention ponds. ]1010.005.doc E. VVater Quality System Wet ponds will be used for water quality treatment. The wet ponds were calculated using the 1990 King County Surface Water Design Manual (KCSWDM). The wet ponds were oversized by a factor of 1.5 to provide additional required water quality. 11010.008.doc 11/24/03 3 : 21 :30 pm Shareware Release page 1 SEATTLE TIMES PHASE 1 JOB NO. 11010 �'-'~ WORKS4 FILE NO. 11010-PH.BSN t`' _____________________________________________________________________ BASIN SUMMARY BASIN ID: WQ-2 NAME : 1/3 2-YR DEVELOPED WQ PHASE 1 SBUH METHODOLOGY TOTAL RREA. . . . . . . : 18 . 20 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 0 . 66 inches AREA. . : 2 . 29 Acres 15 . 91 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 98 . 00 TC. . . . : 14 . 35 min 14 . 35 min ABSTR.ACTION COEFF: 0 . 20 TcReach - Sheet L: 10 . 00 ns : 0 . 1500 p2yr : 2 . 00 s : 0 . 0200 , TcReach - Shallow L: 80 . 00 ks :27 . 00 s : 0 . 0150 TcReach - Channel L: 1510. 00 kc :42 . 00 s : 0 . 0025 PEAK RATE: 1 . 55 cfs VOL: 0 . 63 Ac- ft TIME : 480 min _Q� �I t�� . � . �h�-� = �S,j�(-�- 3� �� (�1.�� _ �C�1 �� 5� , �o��.�� 2�� , a.�o = �.�� -3 7�� = ��; 4�-� � F vn�.�..�� F'�o,,� , � � _ (�� , 7� �F 1�E�-�� /9 ��`{ F �3'�T `,�'�-- t�'= LU �l�9��--,f` ��+8-rJ `� � S ��o Y ► �E-�. ��l�� N,� vv,�f.a-�„�E ,0-2E.,� = J � ?�Cti> �f = p. ��} �: y'p��. ��4�,� ��f�. �� YE� ��--� — ��. � . 4•�`� lg�. 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'P�-i��-�,t `�'� E ��.�� P�� 1 .�.� � . �► VVet d Pond Volume Worksheet s P� I Pond: The Oaksdale Commerce Center � Project No. 11010 ELEVATION AREA VOLUME TOTAL 9.00 2,105 sf 2,311 cf 2,311 cf 10.00 2,516 sf 5,961 cf 8,272 cf 12.00 3,445 sf 7,938 cf 16,210 cf 14.00 4,493 sf Cell 2 9.00 4,028 sf 4,316 cf 4,316 cf 10.00 4,604 sf � 10,470 cf 14,786 cf 12.00 5,866 sf 9,863 cf 24,649 cf 13.50 7,285 sf Cell 3 9.00 4,100 sf 4,400 cf 4,400 cf 10.00 4,700 sf 10,741 cf 15,141 cf 12.00 6,041 sf 10,176 cf 25,317 cf 13.50 7,527 sf REQUIRED WET POND VOLUME= 29,185 cf TOTAL WET POND VOLUME= 66,176 cf ��e Y e �o r�- '�"�,c� �v�-ti o� i� I..-� e,' `��'� ��-�w � ' r--� � M C r'� -�� tt � �.:�,c'f o f' E'� Z � � 11/24/03 2 : 56 : 51 pm Shareware Release page 1 SEATTLE TIMES PHASE 2 JOB NO. 11010 �—' �- WORKS4 FILE NO. 11010-2 .BSN ` � ______________________________________________------—-------— BASIN SUMMFRY BASIN ID: WQ-2 NAME : 1/3 OF 2 YR DEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 8 . 52 Acres BASEFLOWS : O . uO cfs RAINFALL TYPE . . . . : TYPElA PERV II�1P PRECIPITATION. . . . : 0 . 66 inches AREA. . : 1 . 81 Acres 6 . 71 Acres TIME INTERVAL_ . _ . : 10 . 00 min CN. . . . : 86 . 00 98 . 00 TC . . . . : 9 . 89 min 9 . 89 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 10 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 0200 TcReach - Shallow L: 30 . 00 ks :27 . 00 s : 0 . 0150 TcReach - Channel L: 980 . 00 kc : 42 . 00 s : 0 . 0025 PEAK RATE: 0 . 69 cfs VOL: 0 . 27 Ac-ft TIME : 480 min (��Sic� � �.c� . � . �� = G�, � �-� . � 3��(a.o� �" � = 29Z� � F V!/L t`� mr� 1�� '(J �-- �. Z '7 (� �j, SG�f1� = !/ �hl �� S V ,.,, �o v� , � G� �" V��t � � �,,� = � `�` � . �� F��-�c� Q,� ��.a5-r � , 5 1�R�vti�:� x� Q i�� po�,�� 5 f,d a2�'�� 4--i2.�,d-_ � Q b o 0 9.� -- �l: ��`! �� ''�= r � � .-� �� '�� - �-�. E,� Z- ' , � � �►�-�.$ � � E��'Z�� - �. �� `�� % � `>> �� r�- I� �� i ' � Wetpond Pond Volume Worksheet Phase II Pond: �. The Oaksdale Commerce Center ' �t___, � Project No. 11010 ELEVATION AREA VOLUME TOTAL 10.00 359 sf 1,524 cf 1,524 cf 12.00 1,165 sf 3,601 cf 5,125 cf 14.00 2,436 sf 6,585 cf 11,710 cf 16.00 4,149 sf Celi 2 10.OQ 744 sf 2,110 cf 2,110 cf 12.00 1,366 sf 3,541 cf 5,651 cf 14.00 2,175 sf 5,347 cf 10,998 cf 16.00 3,172 sf Ceil 3 10.00 949 sf 2,549 cf 2,549 cf 12.00 1,600 sf 3,979 cf fi,528 cf 14.00 2,379 sf 5,658 cf 12,186 cf 16.00 3,279 sf REQUIRED WET POND VOLUME= 12,197 cf TOTAL WET POND VOLUME= 34,894 cf 11/26/03 9 : 26 : 54 am Shareware Release page 1 SEATTLE TIMES PHASE 2 JOB NO. 11010 - WORKS4 FILE NO. 11010-2 .BSN --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY BASIN ID: 100DEV NAME: 1Q0 YR DEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 8 . 52 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 1 . 81 Acres 6 . 71 Acres TIME INTERVAL. . . . : 10 . 00 min CN_ . . . : 86 . 00 98 . 00 TC. . . . : 9 . 89 min 9 . 89 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 10 . 00 ns : 0 . 1500 p2yr : 2 . 00 s : 0 . 0200 TcReach - Shallow L: 30 . 00 ks :27 . 00 s : Q . 0150 TcReach - Channel L: 980 . 00 kc :42 . 00 s : 0 . 0025 PEAK RRTE: 6 .25 cfs VOL: 2 . 42 Ac-ft TIME : 480 min BASIN ID: 100PRE NAME: 100 YR PREDEVELOPED PHASE 2 SBUH METHODOLOGY TOTAL RREA. . . . . . . : 8 . 52 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 8 . 52 Acres 0 . 00 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 81 . 00 0 . 00 TC. . . . : 77 . 80 min 0 . 00 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 200 . 00 ns : 0 . 4000 p2yr : 2 . 00 s : 0 . 0100 TcReach - Channel L: 800 . 00 kc : 10 . 00 s : 0 . 0075 PEAK RATE: 1 . 75 cfs VOL: I .45 Ac-ft TIME: 510 min � BASIN ID: lODEV NAME: 10 YR DEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 8 . 52 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPEIA PERV IMP PRECIPITATION. . . . : 2 . 90 inches AREA. . : 1 . 81 Acres 6 . 71 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 98 . 00 TC. . . . : 9 . 89 min 9 . 89 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 10 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 0200 TcReach - Shallow L: 30 . 00 ks :27 . 00 s : 0 . 0150 TcReach - Channel L: 980 . 00 kc : 42 . 00 s : 0 . 0025 PEAK RATE: 4 .48 cfs VOL: 1 . 73 Ac-ft TIME: 480 min 11/26/03 9 :26 :54 am Shareware Release page 2 SEATTLE TIMES PHASE 2 JOB NO. 11010 ' WORKS4 FILE NO. 11010-2 .BSN ----------------------------------------------------------------- BASIN SUMMARY BASIN ID: lOPRE NAME : 10 YR PREDEVELOPED PHASE 2 SBUH METHODOLOGY TOTAL AREA. . . . . . . : 8 . 52 Acres BASEFLOWS : 0 . 00 cfs RRINFALL TYPE. . . . : TYPElA PERV IMP I PRECIPITATION. . . . : 2 . 90 inches AREA. . : 8 . 52 Acres O . QO Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 81 . 00 0 . 00 TC. . . . : 77 . 80 min 0 . 00 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 200 . 00 ns : 0 . 4000 p2yr: 2 . 00 s : 0 . 0100 TcReach - Channel L: 800 . 00 kc : 10 . 00 s : 0 . 0075 PEAK RATE: 0 . 97 cfs VOL: 0 . 88 Ac-ft TIME : 540 min BASIN ID: 2DEV NAME: 2 YR DEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 8 .52 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2 . 00 inches AREA. . : 1 . 81 Acres 6 . 71 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 98 . 00 TC. . . . : 9 . 89 min 9 . 89 min ABSTRACTION COEFF: 0 . 20 TcReach - Sheet L: 10. 00 ns : 0 . 1500 p2yr: 2 . 00 s : C . 0�00 TcReach - Shallow L: 30 . 00 ks :27 . 00 s : 0 . 0150 TcReach - Channel L: 980 . 00 kc :42 . 00 s : 0 . 0025 PEAK RATE: 2 . 91 cfs VOL: 1 . 12 Ac-ft TIME : 480 min BASIN ID: 2PRE NAME: 2 YR PREDEVELOPED PHASE 2 SBUH METHODOLOGY TOTAL AREA. . . . . . . : 8 . 52 Acres BASEFLOWS : O . OQ cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2 . 00 inches AREA. . : 8 . 52 Acres 0 . 00 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 81 . 00 0 . 00 TC. . . . : 77 . 8� min 0 . 00 min ABSTRACTION COEFF: 0 . 20 TcReach - Sheet L: 200 . 00 ns : 0 .4000 p2yr: 2 . 00 s : 0 . 0100 TcReach - Channel L: 800 . 00 kc : 10 . 00 s : 0 . 0075 PEAK RATE: 0 . 39 cfs VOL: 0 . 43 Ac-ft TIME : 550 min 11/26/03 9 : 26 : 54 am Shareware Release page 3 SEATTLE TIMES PHASE 2 JOB NO. 11010 � WORKS4 FILE NO. 11010-2 .BSN --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY BASIN ID: WQ-2 NAME: 1/3 OF 2 YR DEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 8 . 52 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. _ . . : 0 _ 66 inches AREA. . : 1 . 81 Acres 6 . 71 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 98 . 00 TC. . . . : 9 . 89 min 9 . 89 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 10. 00 ns : 0 . 1500 p2yr : 2 . 00 s : 0 . 0200 TcReach - Shallow L: 30 . 00 ks : 27 . 00 s : 0 . 0150 TcReach - Channel L: 980 . 00 kc :42 . 00 s : 0 . 0025 PEAK RATE: 0 . 69 cfs VOL: 0 . 27 Ac-ft TIME : 480 min � 11/26/03 9 :26 :54 am Shareware Release page 4 SEATTLE TIMES PHASE 2 JOB NO. 11010 WORKS4 FILE NO. 11010-2 .BSN --------------------------=--------------------------------------- --------------------------------------------------------------------- HYDROGRAPH SUMMARY PEAK TIME VOLUME HYD RUNOFF OF OF Contrib NUM RATE PEAK HYDRO Area cfs min. cf\AcFt Acres 1 0 . 392 1330 47513 cf 8 . 52 2 0 . 972 690 73547 cf 8 . 52 3 0 .364 1340 45522 cf 8 . 52 4 0 . 794 970 68980 cf 8 . 52 5 1 . 219 800 98024 cf 8 . 52 il I � 11/26/03 9 : 26 : 54 am Shareware Release page 5 , SEATTLE TIMES PHASE 2 � JOB NO. 1I010 '� WORKS4 FILE NO. 11010-2 .BSN STORAGE STRUCTURE LIST STORAGE LIST ID No. 1 Description: INITIAL POND EAST STORAGE LIST ID No_ 2 Description: FINAL POND INCLUDES 30o EXTRA i, `� 1 � �I 11/26/03 9 :26 : 54 am Shareware Release page 6 SEATTLE TIMES PHASE 2 JOB NO. 11010 WORKS4 FILE NO. 11010-2 .BSN --------------------------------------------------------------------- ------------------------------------------------------------------ STAGE STORAGE TABLE CUSTOM STORAGE ID No. 1 Description : INITIAL POND EAST STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <---STORAGE----> STAGE <----ST'ORAGE----> � (ft) --cf--- --Ac-Ft- tfti --cf-- --Ar Ft- (ft? ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- 16.00 O.Q000 0.0000 17.10 10668 0.2499 18.20 21618 0.5009 19.30 35136 0.8066 16.10 969.85 0.0223 17.20 11638 0.20'2 18.30 23029 0.5287 19.40 36347 0.8344 16.20 1940 0.0445 17.30 12E08 6.2694 16_40 24240 0.5565 19.50 37558 0.8622 I6.30 2910 0.0668 17.40 13578 D.3117 18.50 25451 0.5843 19.60 38768 0.8900 16.40 3879 0.0891 17.50 I9548 0.3390 18.60 26661 0.6121 19.70 39979 0.9178 16.50 4649 0.1113 17.60 25518 0.3562 18.70 27872 0.6394 14.80 41190 Q.9456 16.60 5819 0.1336 17.70 16987 0.3785 18.80 29083 0.6676 19.90 42400 0.9734 � 16.70 6789 0.1559 17.80 17457 0.4008 18.90 30293 0.6954 20.00 43611 1.0012 16.80 7759 0.1761 17.90 18927 0.4230 19.00 31504 0.7232 16.90 8729 0.2009 18.OQ 19397 0.4953 19.10 32715 0.7510 � 17.00 9699 0.2226 18.10 20608 0.4731 19.20 33925 0.7788 �, i 11/26/03 9 :26 : 54 am Shareware Release page 7 SEATTLE TIMES PHASE 2 JOB NO. 11010 WORKS4 FILE NO. T1010-2 .BSN -------------------------------------------------------------- -------------------------------------------------------------- STRGE STORAGE TABLE CUSTOM STORAGE ID No. 2 Description: FINAL POND INCLUDES 30% EXTRA STAGE <----STORAGE----> STAGE <----STORAGE----� STAGE <----STORAGE----> STAGE c----STORAGE----> (ft) --cf--- --Ac-Ft- (ft} ---cf--- --Ac-Ft- (ft) --cf--- --Ac-Ft- (ft1 ---cf--- -Ac-Ft- ---------------------------------------------------------------------------------------- 16.00 0.0000 0.0000 17.10 13869 0.3184 18.20 28364 0.6511 19.30 45677 1.0486 16.1Q 1261 0.0289 17.ZQ 15130 0.3473 18.30 29938 0.6873 19.90 47251 1.OE97 16.20 2522 0.0579 17.30 16390 0_3763 18.40 31512 0.7239 19.SQ 48825 1.1209 16.30 3782 0.0868 17.40 17651 0-4052 18.50 33086 0.7595 19.60 50398 1.1570 16.40 5043 0.1158 17.50 18912 0.4342 18.60 34659 0.7957 19_70 51972 1.19�1 16.50 6304 0.1447 17.60 20173 0.4631 18.7Q 36233 0.8318 19.80 53546 1.2293 16.60 7565 0.1737 17.70 21434 0.4920 IB.BQ 37807 0.8679 19.90 5512D 1.2654 16.70 6626 0.2026 I7.60 22694 0.5210 16.90 39381 0.9091 20.00 56694 1.3015 16.80 10086 0.2326 17.90 23955 D.5499 19.00 40955 0.9402 16.90 11347 0.2605 18.00 25216 0.5789 19.10 42529 0.9763 17.00 1260B 0.2894 18.10 26790 0.6150 19.20 44103 1.0225 11/26/03 9 :26 : 54 am Shareware Release page 8 SEATTLE TIMES PHASE 2 JOB NO. 11010 ` WORKS4 FILE NO. 11020-2 .BSN DISCHARGE STRUCTURE LIST MULTIPLE ORIFICE ID No. 1 Description: ORIFICE DESIGN Outlet Elev: 16 . 00 Elev: 14 . 00 ft Orifice Diameter : 3 . 0527 in _ Elev: 18 . 50 ft Orifice 2 Diameter: 5 . 5430 in _ � 11/26/03 9 : 26 : 54 am Shareware Release page 9 SEATTLE TIt�1ES PHASE � JOB NO. I1010 WORKS4 FILE NO. 11010-2 .BSN STAGE DISCHARGE TABLE MULTIPLE ORIFICE ID No. 1 Description: ORIFICE DESIGN Outlet Elev: 16 . 00 Elev: 14 . 00 ft Orifice Diameter: 3 . 0527 in. Elev: 18 . 50 ft Orifice 2 Diameter: 5 . 5430 iri. STASE <--^ISCY.:inGE---> STA3E <--DISCHAF.�;S---> STA�3E <--DI�CF?F:.i�2E---> ST;�GE r-DiS�'�3r,RGE---> tfti --cfs-- ------- (ftr --cfs- ---- -- !ft; ---cfs- ---- (ft) ---cfs-- ------- ------------------------------------------------------------------------------- 1h-00 0.000� 17.30 0.2883 18.60 C.6714 19.90 i.4860 Ic.10 0.0800 17_40 0.2992 18.70 C.7884 20.00 1.5269 16.20 0.2131 19.50 0_3Q97 18.8C• G.8798 20.10 1.5667 15.30 C�.1385 17.60 0.3199 18.90 0.9580 20.20 1.6059 1c.50 0.159� 17.70 0.3297 19.00 1.0276 20.30 1.6430 1c.50 0.1788 17.80 0.3393 19.10 1.0911 20.90 1.6796 1c.60 0_1959 17.90 0_3986 19.20 1.1500 20.50 1.7156 1�.70 0_2116 18.00 0.3576 29.30 1.2052 20.60 1.7506 16.80 0.2262 18.10 0.3665 19.40 1.2573 20.70 1.7849 16.90 0.2399 18.20 0-3751 19.50 1.3069 20.80 1.8185 �, 17.00 0.2529 18.30 0.3B35 19.60 1.3543 20.90 1.8515 '. 17.10 0.2652 18.40 0.391B 19.70 1.3998 21.00 1.8838 17.20 0.2770 1B.50 0.3999 19.8G 1.4436 11/26/03 9 :26 :56 am Shareware Release page 10 SEATTLE TIMES PHASE 2 - JOB NO. 11010 WORKS4 FILE NO. 11010-2 .BSN --------------------------------------------------------------------- -----------------------------------------—-------------------- LEVEL POOL TABLE SUMMARY P7ATCH INFIAW -STO- -DIS- <-PEAK-> OUTFIAW STORAGE <--—---DESCRIPTION---------> (cfs) (cfs} --id- --id- <-STAGE> id (cfs? VOL (cf) 2 YR EVENT ..... .............. 0.39 2.91 1 1 18.40 1 0.39 24243.�8 cf 30 YR EVENT .................. 0.97 4.48 1 1 18_92 2 0.97 30532.55 cf 2 YR ROVTED .................. 0.00 2.91 2 1 18.07 3 0.36 26260.38 cf 10 YR ROUTED ...... ........... 0.00 4.46 2 1 18.71 4 0.79 36336.96 cf 100 YR ROi1T'ED .. ... ........... 0.00 6.25 2 1 19.33 5 1.22 46092.00 cf f �� Detention Pond Volume Vl/orksheet Phase II Pond: � The Oaksdale Commerce Center �------. Project No. 11010 ELEVATION AREA VOLUME TOTAL 16.00 10,599 sf 25,216 cf 25,216 cf 18.00 14,617 sf 31,478 cf 56,694 cf 20.00 16,861 sf REQUIRED DETENTION POND VOLUME= 40,176 cf TOTAL DETENTION POND VOLUME= 56,694 cf -: � � I� II 5. 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I� "�,yJ'� � � I � ,. 2/9/04 9 :48 : 16 am Shareware Release page 1 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 WORKS4 FILE NO. 11010PIPE.BSN i BASIN SUMMARY � BASIN ID: CB10 NAME: CB10 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 .41 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 40 inches AREA. . : 0 . 00 Acres 0 .41 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 _ 00 98 . 00 TC. . . . . 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE: 0 . 29 cfs VOL: 0 . 11 Ac-ft TIME: 480 min BASIN ID: CB11 NAME: CB11 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 18 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 18 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 5 . 00 min ABSTRACTION COEFF : 0 .20 PEAK RATE: 0 . 13 cfs VOL: 0 . 05 Ac-ft TIME: 480 min BASIN ID: CB12 NAME: CB12 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 50 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 50 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 5 . 00 min ABSTRACTION COEFF : 0 . 20 PEAK RATE : 0 . 35 cfs VOL: 0 . 13 Ac-ft TIME : 480 min BASIN ID: CB13 NAME : CB13 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 19 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 19 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 � TC. . . . : 0 . 00 min 5 . 00 min I ABSTRACTION COEFF: 0 .20 PEAK RATE: 0 . 13 cfs VOL: 0 . 05 Ac-ft TIME: 480 min 2/9/04 9 :48 : 16 am Shareware Release page 2 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 � WORKS4 FILE NO. 11010PIPE.BSN --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY BASIN ID: CB14 NAME: CB14 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1 . 15 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 1 . 15 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE: 0 . 81 cfs VOL: 0 . 30 Ac-ft TIME: 480 min BASIN ID: CB15 NAME: CB15 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1 . 08 Acres BASEFLOWS : 0 . 00 cfs R.AINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 1 . 08 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE: 0 .76 cfs VOL: 0 . 29 Ac-ft TIME: 480 min BASIN ID: CB16 NAME: CB16 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 56 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 56 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 0 .40 cfs VOL: 0 . 15 Ac-ft TIME : 480 min BASIN ID: CB17 NAME: CB17 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 22 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 22 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 0 . 16 cfs VOL: 0 . 06 Ac-ft TIME : 480 min 2/9/04 9 :48 : 16 am Shareware Release page 3 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 WORKS4 FILE NO. 11010PIPE.BSN --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY BASIN ID: CB18 NAME: CB18 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 16 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP ' PRECIPITATION. . . . : 3 . 40 inches AREA. . : 0 . 00 Acres 0 . 16 Acres ' TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 I TC. . . . : 0 . 00 min 5 . 00 min I ABSTRACTION COEFF: 0 .20 I PEAK RATE : 0 . 11 cfs VOL: 0 . 04 Ac-ft TIME: 480 min BASIN ID: CB19 NAME: CB19 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 68 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 68 Acres TIME INTERVRL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 .20 PEAK R.ATE : 0 .48 cfs VOL: 0 . 18 Ac-rt TIME : 480 min BASIN ID: CB2 NAME: CB2 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 10 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 10 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 5 . 00 min ABSTR.ACTION COEFF: 0 .20 PEAK RATE: 0 . 07 cfs VOL: 0 . 03 Ac-ft TIME : 480 min BASIN ID: CB20 NAME: CB20 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0. 68 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 68 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC . . . . . 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE : 0 . 48 cfs VOL: 0 . 18 Ac-ft TIME : 480 min 2/9/04 9 :48 : 16 am Shareware Release page 4 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 � WORKS4 FILE NO. 11010PIPE.BSN _____________________________________________________________________ I BASIN SUNII�'IARY !, BASIN ID: CB21 NAME: CB21 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 .48 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 48 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 5 . 00 min ABSTR.ACTION COEFF: 0 .20 PEAK RATE: 0 . 34 cfs VOL: 0 . 13 Ac-ft TIME : 480 min BASIN ID: CB22 NAME: CB22 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 .24 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMF PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 24 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 5 . 00 min ABSTRACTION COEFF : 0 .20 PEAK RATE : 0 . 17 cfs VOL: 0 . 06 Ac-ft TIME : 480 min BASIN ID: CB23 NAME: CB23 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 .72 Acres BASEFLOWS : 0 . 00 cfs R.AINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 72 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 .20 PEAK R.ATE : 0 . 51 cfs VOL: 0 . 19 Ac-ft TIME : 480 min BASIN ID: CB24 NAME: CB24 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 69 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 69 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RAT� : 0 . 49 cfs VOL : C . l� Ac-ft iIME : 480 min 2/9/04 9 :48 : 16 am Shareware Release page 5 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 WORKS4 FILE NO. 11010PIPE.BSN --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY BASIN ID: CB25 NAME: CB25 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 29 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 29 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 5 . 00 min ABSTRACTION COEFF : 0 .20 PEAK RATE: 0 . 21 cfs VOL: 0 . 08 Ac-ft TIME : 480 min BASIN ID: CB26 NAME: CB26 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 10 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 10 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 .20 � PEAK RATE: 0 . 07 cfs VOL: 0 . 03 Ac-ft TIME: 480 min ', BASIN ID: CB27 NAME: CB27 25 YR ', SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 19 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 19 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE: 0 . 13 cfs VOL: 0 . 05 Ac-ft TIME : 480 min BASIN ID: CB28 NAME: CB28 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 .25 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 25 Ac: �.- TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 5 . 00 m ABSTRACTION COEFF: 0 . 20 PEAK RATE : 0 . 18 cfs VOL: 0 . 07 Ac-ft TIME : 480 mir= 2/9/04 9 :48 : 16 am Shareware Release page 6 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 WORKS4 FILE NO. 11010PIPE.BSN --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY BASIN ID: CB29 NAME: CB29 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 10 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 10 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE: 0 . 07 cfs VOL: 0 . 03 Ac-ft TIME: 480 min BASIN ID: CB3 NAME: CB3 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 10 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 10 Ac�es TIME INTERVAL. . . . : 10. 00 min CN. . . . : 0 . 00 98 . 00 TC . . . . : 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE: 0 . 07 cfs VOL: 0 . 03 Ac-ft TIME : 480 min BASIN ID: CB30 NAME: CB30 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 10 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 10 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE : 0 . 07 cfs VOL: 0 . 03 Ac-ft TIME : 480 min BASIN ID: CB31 NAME: CB31 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 09 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 09 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 . 20 F�AK RATE : 0 . 06 cr� VOL : O . L�2 rc-ft �= ��-M� : 4c3Q min � I2/9/04 9 :48 : 16 am Shareware Release page 7 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 1101Q - WORKS4 FILE NO. 11010PIPE.BSN i BASIN SUMMARY I �� BASIN ID: CB32 NAME: CB32 25 YR � SBUH METHODOLOGY �� TOTAL AREA. . . . . . . : 0 . 10 Acres BASEFLOWS : 0 . 00 cfs ! RAINFALL TYPE. . . . : TYPEIA PERV IMP � PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 10 Acres � TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 ! TC. . . . : 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 0 . 07 cfs VOL: 0 . 03 Ac-ft TIME: 480 min BASIN ID: CB33 NAME: CB33 25 YR SBUH METHODOLOGY ; TOTAL AREA. . . . . . . : 0 . 10 Acres BASEFLOWS : 0 . 00 cfs � RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 10 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE : 0 . 07 cfs VOL: 0 . 03 Ac-ft TIME : 480 min BASIN ID : CB34 NAME : CB34 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 10 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 10 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE: 0 . 07 cfs VOL: 0 . 03 Ac-ft TIME : 480 min BASIN ID: CB35 NAME: CB35 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 06 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 06 Acres TIME INTERVAL. . . . : 10 .00 min CN. .`. . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE : 0 . 04 cfs VOL: 0 . 02 Ac-ft TIME : 480 min 2/9/04 9 : 48 : 16 am Shareware Release page 8 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 � WORKS4 FILE NO. 11010PIPE.BSN BASIN SUMMARY BASIN ID: CB36 NAME: CB36 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 15 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 15 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 .20 PEAK R.ATE : 0 . 11 cfs VOL: 0 . 04 Ac-ft TIME: 480 min BASIN ID: CB37 NAME : CB37 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 18 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 18 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 5 . 00 min ABSTR.ACTION COEFF: 0 .20 PEAK RATE: 0 . 13 cfs VOL: 0 . 05 Ac-ft TIME : 480 min BASIN ID: CB38 NAME: CB38 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 55 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 55 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE: 0 . 39 cfs VOL: 0 . 15 Ac-ft TIME : 480 min BASIN ID: CB39 NAME: CB39 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 16 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 16 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE : 0 . 11 cfs VOL: 0 . 04 Ac-ft TIME : 480 min 2/9/04 9 :48 : 16 am Shareware Release page 9 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 WORKS4 FILE NO. 11010PIPE.BSN --------------------------------------------------------------------- --------------------------------------------------------------------- BAS IN SLTMMARY BASIN ID : CB4 NAME: CB4 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 19 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 40 inches AREA. . : 0 . 00 Acres 0 . 19 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE: 0 . 13 cfs VOL: 0 . 05 Ac-ft TIME : 480 min BASIN ID: CB40 NAME: CB40 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 16 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 16 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE : 0 . 11 cfs VOL: 0 . 04 Ac-ft TIME : 480 min BASIN ID : CB41 NAME: CB41 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 08 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 08 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 0 . 00 98 . 00 TC . . . . : 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE: 0 . 06 cfs VOL: 0 . 02 Ac-ft TIME : 480 min BASIN ID: CB42 NAME: CB42 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 52 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 52 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE : 0 . 37 cfs VOL: 0 . 14 Ac-ft TIME : 480 min 2/9/04 9 :48 : 16 am Shareware Release page 10 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 WORKS4 FILE NO. 11010PIPE.BSN --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY BASIN ID: CB43 NAME: CB43 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 18 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 40 inches AREA. . : 0 . 00 Acres 0 . 18 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC . . . . . 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 0 . 13 cfs VOL: 0 . 05 Ac-ft TIME: 480 min BASIN ID: CB44 NAME: CB44 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 .48 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 48 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 0 . 34 cfs VOL: 0 . 13 Ac-ft TIME : 480 min BASIN ID: CB45 NAME: CB45 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 16 Acres BASEFLOWS : 0 . 00 cfs FtAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 16 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE : 0 . 11 cfs VOL: 0 . 04 Ac-ft TIME: 480 min BASIN ID: CB46 NAME: CB46 25 YR � SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 18 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP �' PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 18 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 I TC. . . . : 0 . 00 min 5 . 00 min � ABSTRACTION COEFF: 0 .20 PEAK RATE: 0 . 13 cfs VOL: 0 . 05 Ac-ft TIME : 48d min � ,..�� 2/9/04 9 :48 : 16 am Shareware Release page 11 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 WORKS4 FILE NO. 11010PIPE.BSN --------------------------------------------------------------------- ----------------------------------------------------------------- BASIN SUMMARY BASIN ID: CB47 NAME: CB47 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 09 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 40 inches AREA. . : 0 . 00 Acres 0 . 09 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 0 . 06 cfs VOL: 0 . 02 Ac-ft TIME : 480 min BASIN ID: CB48 NAME : CB48 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 19 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 19 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE: 0 . 13 cfs VOL: 0 . 05 Ac-ft TIME: 480 min BASIN ID: CB49 NAME: CB49 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 .29 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP ' PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 29 Acres !, TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 �i TC. . . . . 0 . 00 min 5 . 00 min � ABSTRACTION COEFF: 0 . 20 PEAK RATE: 0 . 21 cfs VOL: 0 . 08 Ac-ft TIME : 480 min BASIN ID: CB4A NAME: CB4A 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 15 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : O . QO Acres 0 . 15 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 5 . 00 min ABSTRACTION COEFF : 0 .20 PEAK RATE: 0 . 11 cfs VOL: 0 . 04 Ac-ft TIME: 480 min 2/9/04 9 :48 : 16 am Shareware Release page 12 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 WORKS4 FILE NO. 11010PIPE.BSN BASIN StJMMARY BASIN ID : CB5 NAME : CB5 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 38 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 38 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 .20 FEAK RAT� : G . 27 cfs VOL: 0 . 10 Ac-�t TIME : 48C min BASIN ID: CB50 NAME : CB50 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 .29 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres � . 29 Acres ' TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE: 0 . 21 cfs VOL: 0 . 08 Ac-ft TIME : 480 min BASIN ID: CB51 NAME: CB51 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 16 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 16 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE: 0 . 11 cfs VOL: 0 . 04 Ac-ft TIME : 480 min BASIN ID: CB52 NAME: CB52 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 22 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 40 inches AREA. . : 0 . 00 Acres 0 . 22 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RP_TE : 0 . 16 cfs VOL: 0 . 05 Ac-ft TIME : 480 min 2/9/04 9 :48 : 16 am Shareware Release page 13 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 WORKS4 FILE NO. 11010PIPE.BSN --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY BASIN ID : CB53 NAME: CB53 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 23 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 23 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE : 0 . 16 cfs VOL: 0 . 06 Ac-ft TIME : 480 min BASIN ID : CB54 NAME: CB54 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 .22 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 22 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE : 0 . 16 cfs VOL: 0 . 06 Ac-ft TIME : 480 min BASIN ID: CB55 NAME: CB55 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 11 Acres BASEFLOWS : 0 . 00 cfs FcAINFALL TYPE . . . . : TYPEZA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 11 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE : 0 . 08 cfs VOL: 0 . 03 Ac-ft TIME : 480 min BASIN ID: CB56 NAME: CB56 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 07 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 07 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 5 . 00 min P.BSTRACTION COEFF: 0 .20 PEAK RATE : 0 . 05 cfs VOL: 0 . 02 Ac-ft TIME : 480 min 2/9/04 9 :48 : 16 am Shareware Release page 14 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 WORKS4 FILE NO. 11010PIPE.BSN ------------------------------------------------------------ --------------------------------------------------------------------- BASIN SUMMARY BASIN ID: CB57 NAME: CB57 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 .49 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 .49 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE: 0 . 35 cfs VOL: 0 . 13 Ac-ft TIME : 480 min BASIN ID: CB58 NAME: CB58 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 13 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 13 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0.20 PEAK RATE : 0 . 09 cfs VOL: 0 . 03 Ac-ft TIME: 480 min I � BASIN ID: CB59 NAME: CB59 25 YR j SBUH METHODOLOGY 'i TOTAL AREA. . . . . . . : 0 . 10 Acres BASEFLOWS : 0 . 00 cfs i RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. _ . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 10 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 5 . 00 min , ABSTRACTION COEFF: 0 .20 PEAK RATE : 0 . 07 cfs VOL: 0 . 03 Ac-ft TIME: 480 min BASIN ID: CB6 NAME: CB6 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 .40 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 40 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE : 0 . 28 cfs VOL: 0 . 11 Ac-ft TIME: 480 min f 2/9/04 9 : 48 : 16 am Shareware Release page 15 SEATTLE TIMES RENTON - PIPE CONVEYANCE ' JOB NO. 1101Q WORKS4 FILE NO. 11010PIPE.BSN BASIN SUMMARY BASIN ID : CB60 NANE : CB60 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 09 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMF PRECIPITATION. . . . : 3 . 40 inches AREA_ . : 0 . 00 Acres 0 . 0� Ac-res TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 5 . 00 mi� ABSTRACTION COEFF: 0 .20 PEAK RATE: 0 . 06 cfs VOL: 0 . 02 Ac-ft TIME : 480 min BASIN ID: CB62 NAME: CB62 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 65 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 65 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0 .46 cfs VOL: 0 . 17 Ac-ft TIME : 480 min BASIN ID: CB63 NAME: CB63 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 .44 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION_ . . _ : 3 .40 inches AREA. . : 0 . 00 Acres 0 .44 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE: 0 . 31 cfs VOL: 0 . 12 Ac-ft TIME : 480 min BASIN ID: CB64 NAME: CB64 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 08 Acres BASEFLOTr1S : 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERV IMF PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 08 r TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . �'0 TC. . . . . 0 . 00 min 5 . ABSTRACTION COEFF: 0 . 20 2/9/04 9 :48 : 16 am Shareware Release page 16 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 WORKS4 FILE NO. 1101QPIPE.BSN --------------------------------------------------------------------- BASIN SUMMARY BASIN ID: CB65 NAME : CB65 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 12 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 40 inches AREA. . : 0 . 00 Acres 0 . 12 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 5 . 00 min ABSTRACTION COEFF : 0 . 20 PEAK RATE : 0 . 08 cfs VOL: 0 . 03 Ac-ft TIME : 48Q min BASIN ID : CB66 NAME : CB66 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1 . 00 Acres BASEFLOWS : O . OQ cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 1 . 00 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE: 0 . 71 cfs VOL: 0 . 26 Ac-ft TIME : 48G min BASIN ID: CB67 NAME: CB67 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 81 Acres BASEFLOP�S : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 81 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE: 0 . 57 cfs VOL: 0 . 21 Ac-ft TIME : 480 min BASIN ID: CB68 NAME: CB68 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 01 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 40 inches AREA. . : 0 . 00 Acres 0 . 01 Acres TIME INTERVAL. . . . : Z0 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 5 . 00 min ABSTRACTION COEFF : 0 . 20 PEAK RATE: 0 . 01 cfs VOL : 0 . 00 Ac-ft TIME : 480 min 2/9/04 9 :48 : 16 am Shareware Release page 17 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 WORKS4 FILE NO. 11010PIPE.BSN --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY BASIN ID: CB69 NAME: CB69 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 03 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 03 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE : 0 . 02 cfs VOL: 0 . 01 Ac-ft TIME : 480 min BASIN ID: CB7 NAME: CB7 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 .39 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 39 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 0 . 28 cfs VOL: 0 . 10 Ac-ft TIME : 480 min BASIN ID: CB70 NAME: CB70 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 38 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 38 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE: 0 . 27 cfs VOL: 0 . 10 Ac-ft TIME : 480 min , BASIN ID: CB71 NAME : CB71 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 14 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 14 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE: 0 . 10 cfs VOL: 0 . 04 Ac-ft TIME: 480 min 2/9/04 9 :48 : 16 am Shareware Release paqe 18 SEATTLE TIMES RENTON - PIFE CONVEYANCE JOB NO. I1010 WORKS4 FILE NO. 11010PIPE.BSN ------------------------------------------------------------- BASIN SUMMARY BASIN ID: CB72 NAME: CB72 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 04 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 04 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE: 0 . 03 cfs VOL: 0 . 01 Ac-ft TIME : 480 min BASIN ID: CB73 NAME: CB73 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 .40 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 40 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE: 0 .28 cfs VOL: 0 . 11 Ac-ft TIME : 480 m�n BASIN ID: CB74 NAME: CB74 25 YF SBUH METHODOLOGY TOTAL AREA. . . . . . . . 0 . 81 Acres E��'�.�.�� . . . � ,� _ _ � RAINFALL TYPE. . . . : TYPElA PERV �T-1� PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 81 Ac��es TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 0 . 57 cfs VOL: 0 . 21 Ac-ft TIME : 480 min BASIN ID: CB76 NAME: CB76 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 58 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 58 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE : 0 . 41 cfs VOL: 0 . 15 Ac-ft TIME : 480 min 2/9/04 9 : 48 : 16 am Shareware Release page 19 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 WORKS4 FILE NO . 11010PIPE.BSN BASIN SUMMARY BASIN ID : CB77 NAM� : CB77 25 YR II�! SBUH METHODOLOGY '' TOTAL AREA. . . . . . . : 0 . 14 Acres BASEFLOWS : 0 . 00 cfs ' RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 14 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 .20 I PEAK RATE : 0 . 10 cfs VOL: 0 . 04 Ac-ft TIME : 480 min BASIN ID : CB78 NAME: CB78 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 .21 Acres BASEFLOWS : 0 . 00 cfs ?2AINFALL TYPE . . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 21 Acres �'IME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE: 0 . 15 cfs VOL: 0 . 06 Ac-ft TIME : 480 min BASIN ID: CB79 NAME: CB79 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 14 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 40 inches AREA. . : 0 . 00 Acres 0 . 14 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . OQ TC. . . . : 0 . 00 min 5 . 00 min ABSTR.ACTION COEFF: d .20 PEAK RATE: 0 . 10 cfs VOL: 0 . 04 Ac-ft TIME : 480 min BASIN ID: CB8 NAME: CB8 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 .21 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 21 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 0 . 15 cfs VOL: 0 . 06 Ac-ft TIME : 480 min 2/9/04 9 :48 : 16 am Shareware Release page 20 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 WORKS4 FILE NO. 11010PIPE.BSN BASIN SUMMARY BASIN ID: CB80 NAME: CB80 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 14 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 40 inches AREA. . : 0 . 00 Acres 0 . 14 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE : 0 . 10 cfs VOL: 0 . 04 Ac-ft TIME: 480 min BASIN ID: CB9 NAME: CB9 25 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 .44 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 .44 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 0 . 31 cfs VOL: 0 . 12 Ac-ft TIME: 480 min 2/9/04 9 :48 : 16 am Shareware Release page 21 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 WORKS4 FILE NO . 11010PIPE.BSN ' ------------------------------------------------------------------ ----------------------------------------------------------------- HYDROGRAPH SUMMARY PEAK TIME VOLUME HYD RtTNOFF OF OF Contrib NUM RATE PEAK HYDRO Area cfs min. cf\AcFt Acres --------------------------------------------- ------------------------------------------ 1 9 . 664 480 157258 cf 13 . 68 2 1 . 888 480 30693 cf 2 . 67 �'� 3 0 . 071 480 1150 cf 0 . 10 I 4 4 . 901 480 79663 cf 6 . 93 � I I � i � I � i I� �� I 2/9/04 9 :48 : 16 am Shareware Release page 22 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 , WORKS4 FILE NO. 11010PIPE.BSN ' _____________________________________________________________________ I REACH SUMMARY I .]�L�::••�rk. F.eac� ?�1 -EACE <-AREA> <-DIA> LENGTH SLOFE < r. > CSGN Q � PIPE Ndepth �Depth Vact Vfu12 C Area .D (Ac'r ?ft) iftl Et/ft ----- ;cfs? ----- ;fti ---- (fps) (fpsi P55 0.11 1.00 88.00 0.0025 C.0140 0.08 4.36 0.15 14.74 1.08 2.33 CB55 F59 0.33 1.00 110.00 0.0025 0.0140 0.23 13.08 0.25 25.34 1.49 2.33 CB54 F53 0.56 1.00 110.00 0.0025 0.0140 0.40 22.20 0.33 33.26 1.73 2.33 CB53 F52 0.78 1.Q0 94.00 0.0025 0.0140 0.55 30.92 0.40 39.71 1.90 2.33 CB52 P51 C.94 1.00 113.00 0.0025 0.019D 0.66 37.26 0.44 44.04 2.00 2.33 CB51 F50 1.23 1.00 144.00 0.0025 0.0140 0_67 48.76 D.51 51.44 2.14 2.33 CB50 F49 1.52 1.00 116.00 0.0025 0.0140 1.07 60.25 0.59 58.62 2.25 2.33 CB49 P48 1.71 1.00 88.00 0.0025 0.0140 1.21 67.78 0.63 63.37 2.30 2.33 CB48 F9' 1.80 1.25 147.00 0.0025 0.0140 1.27 39.35 0.57 45.41 2.35 2.71 CB47 .,_ i.98 1.�= .:_.__ ..��-25 C.J-40 _.4C 43.2; 0.6C 4?.96 2.41 <. ._ C345 ,�t�..� r�-. Heac� r;lc F.er.r-:: <-AREA> < �IA> =E`]GT:I �L�F� < .. > CSG:: .� i �=FE ):d=p=r aC�eFth .a�L :'_u:: _ __a " ;Ac? (fU (ft) ft/ft ---- (cfsi ------ (ft) ------ tfpsl (fp� Ccnfluence with Network t�7�= ��cnfluence with Network C73 Y2� 2.77 1.50 117.00 O.C)�= �..:I�C 1.=:, �7.29 .,._.. 44.r2 �.cl >-:,_ ^B%2 Fi_ 3.25 _ 50 .=7.00 �.0'i:5 .,.:'�14Q 2.?0 4;.70 .,.72 48.23 2.72 �.CS CB2: [�)c.�.�crk Reacr Nil kEACH <-AREA> <-DIA> LENGTH SLAPE < n > DSGN Q � PIPE Ndepth BDepth Vact Vfull C Area :C (Ac; (ft) (ft) ft/ft ------ (cfs) ----- (ft) ------ ;fps) (fpsi ?2� 0.68 1.00 135.00 0.0025 0.0140 0.48 26.95 0.37 36.87 1.83 2.33 C820 ?1> 1.36 1.00 1G9.00 C.0�25 0.0190 0.96 53.91 0.55 59.66 2.19 2.33 CB19 "J=twork Reach N12 REAC: <-AR£A> <-DIA> LEi7GTH SLOPE < n > DSGN Q 8 PIPE ;Idepth �Depth VdCt Vfull C_Area I� iAci !ft) i:t1 ft/ft ----- {cfs) ----- (ft; ------ (fps) (fps) P1E O.lc :.00 138.00 0.✓025 O.C140 0.11 6.34 0.18 17.69 1.21 2.33 C919 [�let�.�r�_-k R�acF `J13 REACH <-AFcEA> <-Di;i> LEtc3T.H SL��:'E < n > DSGN y $ PIPE Ncept:� �Depth Vact Vfuli C_Area IG l,Ac) lfti lft; ftift ------ (cfs; ------ (ftj ------ !`_psi ;fps; Confluence with Network i:l!` ��onfluence with Network �:11 Ccnfluence with Network N12 F17 4.59 1.50 ?'_6.00 0.0025 0.0140 3.53 67.09 0.94 62.93 3.01 3.Q5 CB17 2/9/04 9 : 48 : 17 am Shareware Release page 23 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 WORKS4 FILE NO . 11010PIPE.BSN REACH SUMMARY C7e��Nork ��a�h Ccnt�nue3 REACH <-rUZEA> <-DIi-» LE1d�'=H SLCFE < n > DSGi•I Q � PIPE iddepth $�epth 'Jact Vfull C Area ID ;Ac) ;ft; lftj ft/ft ---- (cfs) --- ;ft; --- �fps) (fps) piE s-`-= -.so izb.nn �.��2s c.oi4o �.4? �a.�2 i.o2 �,-.e2 �.na 3.os �si� I:etwork Zeach C714 R�CH <-r`,REA> <-DI�,> LEN�_H SL�FE < n > DSG2•] Q � PIPE Ndepth �i:2_th Vact Jfull C Area ID ;Acj ifti lft) ft/ft ----- (cfsj ---- (ft; ---- (fps) (fps) P15 1.08 1.00 126.00 0.0025 0.0140 0.76 42.81 0.46 47.66 2.07 2.33 C31= P14 2.23 1.00 1=5.00 0.0025 0.0140 1.56 88.40 0.78 77.97 2.40 2.33 ��314 �.et�:�cri Rescn [aL. REACH rAREA> <-.r.I;> _,EDi3'_'H SLOFE < n > DS�iQ �� E %=FE Ndepth %6epth `JdCt '�Ptill C Area ID ;Acl !_t, ftl ft/-t ---- icfsi ------ �.ft; ------ 'fF=_i :fps:� F � Cenfluence with Network N13 Ccnfluence with Network 2•I14 P13 7.97 2.00 146.00 Q.0025 C.0140 5.64 49.76 1.04 52.06 3.41 3.70 Cb13 P12 6.47 2.00 108.00 0.0025 0.0140 5.99 52.88 1_OB 54.02 3.46 3.70 CE12 Confluence with Network NS P11 13.68 2.00 89.00 D.Q025 0.0140 9.66 85.31 I.51 75.41 3.80 3.70 CE11 P1 13.E8 2 SO 58.00 0.0276 C.0140 9.66 14.16 0.66 26.38 9.34 14.27 vetw�r'c keach N15 REACH <-AREA> <-DIA> LENGTH cLOPE < n > DSGN Q � PiPE Ndepth �Depth `✓act Vfull C Area ID ;Ac) (ft) ;ftl ft/ft ---- (cfs) ------ ;ft) ----- (fps) ;fpsi P10 0.41 1.00 122.00 0.0025 0.0140 0.29 16.25 0.28 28.30 1.59 2.33 CPIC P9 0.95 1.00 236.00 0.0025 0.0140 0.60 33.69 0.42 41.63 1_94 2.33 CP5 PB 1.06 1.00 167-00 0.0025 4.0140 0.75 42.02 0.47 47.15 2.06 2.33 CBB P7 1.45 1.25 122.00 O.0O25 0.0140 1.03 31.70 0.50 40.26 2.22 2_71 CE7 P5 1.85 1.25 120.06 C.Q025 O.Q140 1.31 40.45 0.58 45.13 2.37 2.71 CB6 P� �.<.. 1.�= ='U.,.,, .,.7u2_ .,.�14G _.Sa 4E. ,_ .,.54 51. __ 2.98 2.7I rE5 :Seta�or:{ Reach [d17 REACH <-AREA> <-�IA> LE2IGTH SLOFE < n > DSGN Q 's PIPE Pldepth &Deptr Vact l'fuil C .;rea I� ;Aci (ft) ift) ft/ft ---- (cfs) ----- (ft) ----- (fps) (fps) -------------------------------------------------------------------------- P4A 0.15 1.00 128.00 0.0189 0.0140 0.11 2.16 0.11 10.53 2.41 6.41 CB4F. Confluence with Network N16 P4 2 S7 1.50 148.00 0.0025 0-014D 1.82 34.55 0.63 42.22 2.56 3.05 CE4 F3 c._, 1.50 4;.OD �,�213 �.G140 1.?9 12.30 0.37 24.57 �.50 8.52 CE3 2/9/04 9 :48 : 17 am Shareware Release page 24 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 WORKS4 FILE NO. 11010PIPE.BSN REACH SUMMARY Network Reach N18 REACH <-AREA> �-DIA> LENGTH SIAPE < n > DSGN Q 8 PIPE Ndepth icDepth Vact Vfull C_Area ID iAc; (ft) (ft) ft/ft ----- (cfs) ----- (ft) ----- (fps) (fpsl P2 0.10 1.00 47.00 0.0850 0.0140 0.07 0.68 0.06 6.05 3.60 13.59 CB2 9etwork Reach 1:2 � REACH <-AREA> <-DIA> LENGTH SIAPE < n > DSGN Q � PIPE Ndepth �Depth Vact Vfull C_Area ID iAc! (ft) !ft) ft/ft ------ (cfs) ---- (ft) ---- (fps) (Pps) P56 0.07 1.00 90.00 0.0025 0.0140 0.05 2.77 0.12 11.86 0.94 2.33 CB56 P45 0.23 1.00 99.00 0.0025 0.0140 0.16 9.12 0.21 21.15 1.34 2.33 CB45 P44 0_71 1.00 100.00 0.0025 0.0140 0.50 28.14 0.38 37.74 1.85 2.33 CB44 P43 0.89 1.00 103.00 0.0025 0.0140 0.63 35.28 0.43 42.71 1.97 2.33 CB43 P42 1.41 1.00 100.00 0.0025 0.0140 1.00 55.89 0.56 55.90 2.21 2.33 C342 P7etk��rk Reach L:2C REACY. <-AREA> <-DIA> LENGTH S:lJPE < n > DSGN Q � PIPE Ndepth �Depth Vact Vfull C_Area ID rAc; (fc) (ft) ft/ft ----- (cfs) --- (ft) ----- ifps) (fps) P8C 0.14 1.00 119.00 0.0025 0.0140 0.10 5.55 0.17 16.57 1.16 2.33 CB80 � p74 0-29 1.00 75.D0 0.0025 0.014C 0.20 11.1D C.23 23.33 1-42 2.33 CB79 � 'deto.�or:r Reach N21 REACH <-AREA> <-DIA> LENGTH SLOPE < n > DSGN Q 8 PIPE Ndepth �Depth Vact Vfull C_Area I� ;Ac) (ft) (ft) ft/ft ---- (cfs) ---- lfti ---- ffpsi (fps') F7G 0.21 1.00 24.00 0.0025 0.0140 0.15 8.32 0.20 20.22 1.31 2.33 CB78 ^Ier�:ic,rk 3zach N22 tSACH <-AREA> <-DIA> LENGTH SLOPE < n > DSGN Q 8 PIPE Ndepth BDepth Vact Vfull C_Area . ID !Ac) (ft) ;ft) ft/ft ---- (cfs} ------ (ft) ------ !fps) (fps) P77 0.14 1.00 151.00 0.0025 0.0140 0.10 5.55 0.17 16.57 1.16 2.33 CB77 ��'� F?E 0.72 1.00 47.OG O.0O25 0.014Q 0.51 28.54 0.38 38.03 1.85 2.33 CB75 �'I ..�_•,;or: 3_ach id23 I =3ACH <-AREA> <-DIA> �EPJGTH SLOPE < � > DSGi: Q 3 PIFE Ndepth �Deptn Vact 'Jfull C_Area '��. ID (Ac) (ft; ;ft) ft/ft ----- lcfsi ----- lftl -- -- ;fpe;% ;fps'1 �onfluence with Network N20 I ��nfluence with Network N21 �� nfluence with Network V22 � . 1.21 I.GQ 172.00 O.GOeS �.�1:G ��.9c �?.90 0.5: _��.59 2.13 2.33 2/9/04 9 : 48 : 17 am Shareware Release page 25 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 WORKS4 FILE NO. 11010PIPE.BSN I ---------------------------------------------------------------- REACH SUMMARY ', t:etwor;c Reach Continued REACH <-AREA> a-DIA> LENGTH SLOPE < n > DSGN Q � PIPE Ndepth %Depth Vact Vfull C Area ID (Ac) (ft) (fti ft/ft ---- (cfs) ----- (fti (fps) (fps) P74 2.02 1.00 85.00 0.0025 0.0140 1.43 80.07 0.72 71.56 2.38 2.33 CB74 P?3 2.42 1.C�C� 67.Cv O.OD25 0.0140 1.71 95.93 0.85 BS.lE 2.40 2.33 CB?3 Net�•:or:t Reach N24 REACH <-AREA> <-DIA> LENGTH SLOPE < n > DSGN � % PIPE Vdepth fDeptk: `.'act Vfnll C_Ar2a ID (Ac) (ft) (ft; ft/ft ---- (cfsj ----- ;ft; ----- ifps? (fps? ---------------------------------------------------------------------------- -------------------------------------------------------------------------------- P72 O.C4 1.00 ?1.00 0.0197 0.0140 0.03 0.55 0.06 5.55 1.E3 6.54 CB72 �71 0.18 1.00 ?1.00 0.019& O.u140 �.13 2.54 0.'.1 11.�0 2.59 c.55 CB?1 Pd2t�::or.{ F.eacn N25 RE:�CH <-AREA> <-DIA> LENGTH SLOPE < n > DS3N Q � PIPE Ndepth €Depth Va�t Vfull C_Area ID (Ac) (ft) (ft; ft/ft ----- (cfsl ------ {ft; ------ (fps) (fps) P70 0_38 1.D0 48.00 0_0170 O.OI40 0.27 5.78 0.17 16.90 3.06 6.08 CB7G P69 0-41 1.OD 70.00 0.0486 0.0140 0.29 3.69 0-14 13_60 4.53 10.28 Cbc9 P58 0.42 1.00 59.CQ 0.0100 0.0140 Q.30 8.32 0.20 20.22 2.62 4.66 CBcd ?7et�h�ork Reach N25 REACH <-AREA> <-�IA> LENGTH SIAPE < n > DSGN Q � PIPE Ndepth �Depth Vdct Vfull C Area ID (Ac) (ft) (ft; ft/ft ----- (cfsl ----- ,fti ---- ifps) (fps) Confluence with Network N23 Cenfluence with Network 5724 Ccnfluence with Network P725 P67 3.83 1.25 77.Q0 O.0025 0.0'_90 2.;1 63.73 0.93 ;4.22 2.;% 2.?1 CB67 Pc6 4.83 1.SD 219.��C O.ri025 O.p140 3.42 64.99 0.92 6i.5c 2.99 3.0=� CBcS PSetwor:K Reach N27 REACH <-AREA> <-DIA> LEVGTFi S:APE < n > DSGN Y� % P=FE 'Jd�pLr sDeptr l'a�t VfLll C_rreG ID (Ac) (ft) (fti ft/ft ------ (cfs) ---- ;ft) ---- (fpsi ;fps P65 0.12 1.00 100.00 O.OQ60 0.0140 0.08 3.07 0.12 12.45 1.51 3.E1 CBe'� P64 0.20 1.00 100.�0 0.0060 0.0140 0.14 S.I2 0.16 15.93 1.75 3.61 Cbc= P63 0.64 1.00 89.00 O.OD60 0.0140 0.45 16.36 0.28 28.41 2.46 3.61 C5c3 P62 1.29 1.00 88.00 Q.0060 0.0140 0.91 33.01 0.41 41.16 2.99 3.e1 C�e2 Conflvence with Network N26 F61 6.12 2.00 83.00 0.0025 0.0140 4.33 38.2I 0.89 44.66 3.19 3.7� 2/9/04 9 :48 : 17 am Shareware Release page 26 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 WORKS4 FILE NO. 11010PIPE.BSN REACH SUMMARY t;etwor;c Reach N28 �LACH <-AREA> <-DIA> LENGTH SLOPE < n > DSGN Q � PIPE Ndepth �Depth Vact Vfull C_Area ID (Ac) (ft) (fti ft/ft ---- (cfsi --- (ft) ---- (fps) (fps) P60 0.09 1.00 105.00 0.0086 0.0140 0.06 1.92 0.10 9.95 1.57 4.32 CB60 P59 0.19 1.00 74.00 0.0397 0.0140 0.13 1.89 0.10 9.87 3.35 9.29 CB59 Confluence with Network N27 P56 6.44 2.00 104.00 O.0O25 0.0140 4.55 40.20 0.92 45.97 3.23 3.70 C358 F57 o.Ss 2.00 24.Q0 �.0�25 0.�14C Y.;.. 43.2E 0.96 47.95 3.29 3.70 CB5� 1:et•aork Reach N3 �EACH <-AREA> <-DIA> LENGTH SLOPE < n > DSGN Q � PIPE Ndepth icDepth Vact Vfull C_Area Ic {Ac) (fU ;ft) ft/ft ---- (cfs) ------ (ft) ----- ffps) (fps) P-1: 0.08 1.C10 83.G0 Q.0025 O.G14G C.Go 3.17 0.13 :2.E4 0.?B 2.33 C541 IiE�'NG=iC ?�c�_'I C.Y R�ACH <-AREA> <-DIA> LENGTH SLOPE < n > DSGN Q � FIPE Ndepth �Depth Vact Vfull C_Area ID (Ac; (ft) !ft) ft/ft ---- (cfs? ---- (ft) ---- ifps) (fps) �cnfluence with Network N2 Ccnfluence with Network N3 Fa�! :.65 1.00 66.00 0.0025 0.0140 1.17 65.40 0.62 6I.86 2.29 2.33 CB40 F39 1.81 1.00 102.00 0.0025 0.0140 1.28 71.75 0.66 65.53 2.33 2.33 CB39 F38 2.36 1.25 102.00 0.0025 O.D14D 1.67 51.60 0.67 53.22 2.51 2.71 CB38 F37 2.54 1.25 99.00 0.0025 0.0140 1.80 55.53 0.70 55.67 2_56 2.71 CB37 F36 2.6° 1.25 =�5.00 C.��O�= �.��1§? 1.90 58.81 0.72 � .72 2.59 2.71 CB3_� P1et�+:crk A_=ach PIS REA^H <-AREA> �-DIA> LENGTH SIAPE < n > DSGN Q ir PIPE Ndepth BDepth Vact Vfull C_Area _c (Ac) ;ft) ;ftl ft/ft ---- (cfs) ----- (ft? ---- (fps) (fps) Confluence with Network N1 Confluence with Network N4 P35 4.73 1.50 91_00 0.0025 a.0140 3.35 63.59 0.91 60.71 2.98 3.05 CB35 , P34 4.83 1.50 80.00 0.0025 0.0140 3.91 64.74 0.92 61.44 2_99 3.05 CB34 P33 4.93 1.50 80.00 O.D025 C.0140 3.98 66.OB 0.93 62.29 3.00 3.05 CB33 !, r32 5_�3 _-50 104.00 O.�OiS ��_G190 3.55 6'.43 0.95 03.14 3.D2 3.G5 CB32 i 2/9/04 9 : 48 : 18 am Shareware Release page 27 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 6^70RKS4 FILE NO. 11010PIPE.BSN REACH SUMMARY r:E�w�_-k p�3�r. v5 Re;CH <-F.REA> <-DSA> LENGTH SLOPE < r. > DSGN Q 8 PIPE Ndepth �Depth Vact Vfull C_Area ID (Ac) (ft) (ft) ft/ft ----- (cfs) ----- (ft) ----- ;fps) (fps) F31 0.09 1.00 80.00 0.0025 0.0140 0.06 3.57 0.13 13.38 1.02 2.33 CB31 F30 0.19 1.00 B0.00 0.0025 d.Q140 0.13 7.53 0.19 19.25 1.27 2.33 CB30 :29 C.29 1.00 80.00 0.0025 0-Q140 0.21 11.50 0.24 23.75 1.44 2.33 CB29 P28 C.54 1.^0 41.^C C.0O25 0.��14C 0.38 21.41 0.33 32.63 1.72 2.33 CB28 Netwcrk Reack: tS7 RE;,CF. <-F+REA> <-DIA> LENGT3 SLOPE < n > DSGN Q � FIPL ?Idepth �Depth 'Jact 'Jfull C_Area ZD (Ac) (ft) ;ft) ft/ft ----- fcfs) ----- (ft) ----- (fps) (fps) P27 0.19 1.00 135.00 0.0025 0.0140 0.13 7.53 0.19 19.25 1.27 2.33 CB27 P26 Q.29 1.00 194.00 O.0O25 C.0140 0.21 11.50 0.24 23.75 1.94 2.33 CR26 N�t«��rk Reach t�8 REACH <-A.REA> <-DIA> :.ENGTH SIAPE < n > DSGN Q ic PIPE Ndepth �Depth Vact Vfull C_Area ID (Ac? (ft) (ft) ft/ft ----- tcfs) ----- lft) ----- (fps) (fps) Ccnfluence with Network N6 ��cnfluence with Network N7 P25A 0.83 1.25 87.00 0.0025 0.0140 0.59 18.15 0.37 29.95 1.90 2.71 P25 :.12 1.25 80.00 0.0025 0.0140 0.79 24.49 0.44 35.03 2.07 2.71 CB25 L:er�Nork R�ach N9 -�ACH <-ARF,A> <-DIA> LENGTH SLAPE < n > BSGN Q � PIPE Ndepth bDepth Vact Vfull C_Area ID (Ac) ift) (ft; f[/ft ----- ;cfs; ---- !ft) --- (fps; ffps) F29 0.69 1_06 120.00 0.0025 0.0140 0.49 27.35 0.37 37.16 1.84 2.33 C324 P23 1.91 1.00 119.00 0.0025 0.0140 1.00 55.89 0.56 55.90 2.21 2.33 CB23 PIPE REACH ID No. P1 From: To: Pipe Diameter: 2 . 5000 ft n: 0 . 0140 Pipe Length . 58 . 0000 ft s : 0 . 0276 Up invert . ft down invert : ft Collection Area: 13 . 6800 Ac . Design Flow . 9 . 6644 cfs Dsgn Depth: 0 . 66 ft Pipe Capacity . 68 . 2490 cfs Design Vel . 9 . 3375 fps Travel Time : 0 . 10 min Pipe Full Vel . 14 . 2689 fps 2/9/04 9 : 48 : 18 am Shareware Release page 28 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 WORKS4 FILE NO. 11010PIPE.BSN REACH SUMMARY FIPE REACH ID No . P10 From: To: Pipe Diameter: 1 . 0000 ft n: 0 . 0140 Pipe Length : 122 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Ccllection Area : 0 . 4100 Ac . Design Flow . 0 .2900 cfs Dsgn Depth: 0 . 28 ft Pipe Capacity . 1 . 7842 cfs Design Vel . 1 . 5870 fps Travel Time : 1 . 28 min Pipe Full Vel . 2 . 3314 fps PIPE REACH ID No. P11 From: To: Pipe Diameter: 2 . 0000 ft n: 0 . 0140 Pipe Length . 89 . 0000 ft s : 0 . 0025 Up invert . ft down invert : -0 . 2225 ft Collection Area: 13 . 6800 Ac. Design Flow . 9 . 6644 cfs Dsgn Depth: 1 . 51 ft Pipe Capacity . 11 . 3288 cfs Design Vel . 3 . 8025 fps Travel Time : 0 . 39 min Pipe Full Vel . 3 . 7008 fps PIPE REACH ID No. P12 From: To: Pipe Diameter: 2 . 0000 ft n: 0 . 0140 Pipe Length : 108 . 0000 ft s : 0 . 0025 Up invert . ft down invert : -0 . 2700 ft Collection Area: 8 . 4700 Ac . Design Flow . 5 . 9903 cfs Dsgn Depth: 1 . 08 ft Pipe Capacity . 11 . 3288 cfs Design Vel . 3 .4599 fps Travel Time : 0 . 52 min Pipe Full Vel . 3 . 7008 fps PIPE REACH ID No. P13 From: To: Pipe Diameter: 2 . 0000 ft n : 0 . 0140 Pipe Length : 146 . 0000 ft s : 0 . 0025 Up invert . ft down invert : -0 . 3650 ft Collection Area : 7 . 9700 Ac . Design Flow . 5 . 6367 cfs Dsgn Depth: 1 . 04 ft Pipe Capacity . 11 . 3288 cfs Design Vel . 3 .4092 fps Travel Time : 0 . 71 min 'Pipe Full Vel . 3 . 7008 fps 2/9/04 9 :48 : 18 am Shareware Release page 29 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 WORKS4 FILE NO. 11010PIPE.BSN --------------------------------------------------------------------- --------------------------------------------------------------------- REACH SUMMARY PIPE REACH ID No. P14 From: To: Pipe Diameter: 1 . 0000 ft n: 0 . 0140 Pipe Length : 115 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area : 2 . 2300 Ac . Design Flow . 1 . 5771 cfs Dsgn Depth: 0 . 78 ft Pipe Capacity . 1 . 7842 cfs Design Vel . 2 .4034 fps Travel Time : 0 . 80 min Pipe Full Vel . 2 . 3314 fps PIPE REACH ID No. P15 From: To : Pipe Diameter: 1 . 0000 ft n: 0 . 0140 Pipe Length : 126 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area: 1 . 0800 Ac. Design Flow . 0 . 7638 cfs Dsgn Depth: 0 . 48 ft Pipe Capacity . 1 . 7842 cfs Design Vel . 2 . 0685 fps Travel Time : 1 . 02 min Pipe Full Vel . 2 . 3314 fps PIPE REACH ID No. P16 From: To: Pipe Diameter : 1 . 5000 ft n: 0 . 0140 Pipe Length : 126 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area: 5 . 5500 Ac . Design Flow . 3 . 9252 cfs Dsgn Depth: 1 . 02 �t Pipe Capacity . 5 . 2604 cfs Design Vel . 3 . 0763 fps Travel Time : 0 . 68 min Pipe Full Vel . 3 . 0550 fps PIPE REACH ID No. P17 From: To : Pipe Diameter: 1 . 5000 ft n: 0 . 0140 Pipe Length : 116 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area: 4 . 9900 Ac . Design Flow . 3 . 5291 cfs Dsgn Depth: 0 . 94 ft Pipe Capacity . 5 . 2604 cfs Design Vel . 3 . 0133 fps Travel Time : 0 . 64 min Pipe Full Vel . 3 . 0550 fps 2/9/04 9 :48 : 18 am Shareware Release page 30 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 WORKS4 FILE NO. 11010PIPE.BSN --------------------------------------------------------------------- --------------------------------------------------------------------- REACH SUMMARY PIPE REACH ID No. P18 From: To: Pipe Diameter: 1 . 0000 ft n: 0 . 0140 Pipe Length : 138 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area: 0 . 1600 Ac . Design Flow . 0 . 1132 cfs Dsgn Depth: 0 . 18 ft Pipe Capacity . 1 . 7842 cfs Design Vel . 1 . 2069 fps Travel Time : 1 . 91 min Pipe Full Vel . 2 . 3314 fps PIPE REACH ID No. P19 From: To : Pipe Diameter: 1 . 0000 ft n: 0 . 0140 Pipe Length : 109 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area: 1 . 3600 Ac . Design Flow . 0 . 9618 cfs Dsgn Depth: 0 . 55 ft Pipe Capacity . 1 . 7842 cfs Design Vel . 2 . 1896 fps Travel Time : 0 . 83 min Pipe Full Vel . 2 . 3314 fps PIPE REACH ID No. P2 From: To: Pipe Diameter: 1 . 0000 ft n: O . OlaO Pipe Length . 47 . 0000 ft s : 0 . 0850 Up invert . ft down invert : ft Collection Area: 0 . 1000 Ac . Design Flow . 0 . 0707 cfs Dsgn Depth : G . G6 ft Pipe Capacity . 10 .4035 cfs Design Vel . 3 . 5953 fps Travel Time : 0 . 22 min Pipe Full Vel . 13 . 5942 fps PIPE REACH ID No. P20 From: To: Pipe Diameter: 1 . 0000 ft n: 0 . 0140 Pipe Length : 135 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area: 0 . 6800 Ac . Design Flow . 0 .4809 cfs Dsgn Depth: 0 . 37 ft Pipe Capacity . 1 . 7842 cfs Design Vel . 1 . 8288 fps Travel Time : 1 . 23 min Pipe Full Vel . 2 . 3314 fps 2/9/04 9 :48 : 18 am Shareware Release page 31 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 WORKS4 FILE NO. 11010PIPE.BSN --------------------------------------------------------------------- --------------------------------------------------------------------- REACH SUMMARY PIPE REACH ID No. P21 From: To: Pipe Diameter: 1 . 5000 ft n: 0 . 0140 Pipe Length : 117 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area: 3 . 2500 Ac . Design Flow . 2 . 2985 cfs Dsgn Depth: 0 . 72 ft Pipe Capacity . 5 . 2604 cfs Design Vel . 2 . 7244 fps Travel Time : 0 . 72 min Pipe Full Vel . 3 . 0550 fps PIPE REACH ID No. P22 From: To : Pipe Diameter: 1 . 5000 ft n: 0 . 0140 Pipe Length : 117 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area: 2 . 7700 Ac . Design Flow . 1 . 9590 cfs Dsgn Depth: 0 . 66 ft Pipe Capacity . 5 . 2604 cfs Design Vel . 2 . 6142 fps Travel Time : 0 . 75 min � Pipe Full Vel . 3 . 0550 fps ' PIPE REACH ID No. P23 ' From: To: �I Pipe Diameter: 1 . 0000 ft n: 0 . 0140 �I Pipe Length : 119 . 0000 ft s : 0 . 0025 Up invert _ ft down invert : ft Collection Area: 1 .4100 Ac . Design Flow . 0 . 9972 cfs Dsgn Depth: 0 . 56 ft Pipe Capacity . 1 . 7842 cfs Design Vel . 2 . 2084 fps Travel Time : 0 . 90 min Pipe Full Vel . 2 . 3314 fps PIPE REACH ID No . F24 From: To : Pipe Diameter : 1 . 0000 ft n: 0 . 0140 Pipe Length : 120 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area: 0 . 6900 Ac . Design Flow . 0 . 4880 cfs Dsgn Depth: 0 . 37 f� Pipe Capacity . 1 . 7842 cfs Design Vel . 1 . 8363 fps Travel Time : 1 . 09 min Pipe Full Vel . 2 . 3314 fps � 2/9/04 9 :48 : 18 am Shareware Release page 32 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 WORKS4 FILE NO. 11010PIPE.BSN --------------------------------------------------------------------- --------------------------------------------------------------------- REACH SUMMARY PIPE REACH ID No. P25 From: To: Fipe Diameter : 1 . 2500 ft n: 0 . 0140 Pipe Length . 80 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area: 1 . 1200 Ac . Design Flow . 0 . 7921 cfs Dsgn Depth: 0 . 44 ft Pipe Capacity . 3 .2349 cfs Design Vel . 2 . 0667 fps Travel Time : 0 . 65 min Pipe Full Vel . 2 . 7053 fps PIPE REACH ID No. P25A From: To: Pipe Diameter : 1 .2500 ft n: 0 . 0140 Pipe Length . 87 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area: 0 . 8300 Ac . Design Flow . 0 . 5870 cfs Dsgn Depth: 0 . 37 ft Pipe Capacity . 3 .2349 cfs Design Vel . 1 . 9002 fps Travel Time : 0 . 76 min Pipe Full Vel . 2 . 7053 fps PIPE REACH ID No. P26 ' From: To: ' Pipe Diameter: 1 . 0000 ft n: 0 . 0140 Pipe Length : 144 . 0000 ft s : 0 . 0025 , Up invert . ft down invert : ft I Collection Area: 0 .2900 Ac . � Design Flow . 0 .2051 cfs Dsgn Depth: 0 .24 ft Pipe Capacity . 1 . 7842 cfs Design Vel . 1 .4363 fps Travel Time : 1 . 67 min ', Pipe Full Vel . 2 . 3314 fps � I PIPE REACH ID No. P27 i From: To : Pipe Diameter: 1 . 0000 ft n: 0 . 0140 i Pipe Length : 135 . 0000 ft s : 0 . 0025 i Up invert . ft down invert : ft '� Collection Area: 0 . 1900 Ac . � Design Flow . 0 . 1344 cfs Dsgn Depth: 0 . 19 ft � Pipe Capacity . 1 . 7842 cfs ! Design Vel . 1 . 2697 fps Travel Time : 1 . 77 min I Pipe Full Vel . 2 . 3314 fps 2/9/04 9 :48 : 18 am Shareware Release page 33 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 WORKS4 FILE NO. 11010PIPE.BSN --------------------------------------------------------------------- REACH SUMMARY PIPE REACH ID No. P28 From: To: Fipe Diameter : 1 . 0000 ft n: 0 . 0140 Pipe Length . 41 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area: 0 . 5400 Ac . Design Flow . 0 . 3819 cfs Dsgn Depth: 0 . 33 ft Fipe Capacity . 1 . 7842 cfs Design Vel . 1 . 7157 fps Travel Time : 0 . 40 min Fipe Full Vel . 2 . 3314 fps PIPE REACH ID No. P29 rrom: To : Pipe Diameter: 1 . 0000 ft n: 0 . 0140 Pipe Length . 80 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area : 0 . 2900 Ac . Design Flow . 0 . 2051 cfs Dsgn Depth: 0 . 24 ft Pipe Capacity . 1 . 7842 cfs Design Vel . 1 . 4363 fps Travel Time : 0 . 93 min Pipe Full Vel . 2 . 3314 fps PIPE REACH ID No. P3 I From: To : '� Pipe Diameter: 1 . 5000 ft n: 0 . 0140 Pipe Length . 47 . 0000 ft s : 0 . 0213 , Up invert . ft down invert : ft Collection Area: 2 . 6700 Ac . Design Flow . 1 . 8883 cfs Dsgn Depth: 0 . 37 ft Pipe Capacity . 15 . 3545 cfs Design Vel . 5 . 6028 fps Travel Time : 0 . 14 min Pipe Full Vel . 8 . 9172 fps PIPE REACH ID No. P30 From: To: Pipe Diameter: 1 . 0000 ft n: 0 . 0140 � Pipe Length . 80 . 0000 ft s : 0 . 0025 � Up invert . ft down invert : ft Collection Area : 0 . 1900 Ac . Design Flow . 0 . 1344 cfs Dsgn Depth: 0 . 19 ft Pipe Capacity . 1 . 7842 cfs Design Vel . 1 . 2697 fps Travel Time : 1 . 05 min Pipe Full Vel . 2 . 3314 fps 2/9/04 9 :48 : 18 am Shareware Release page 34 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 WORKS4 FILE NO. 11010PIPE.BSN --------------------------------------------------------------------- --------------------------------------------------------------------- REACH SUNIMARY PIPE REACH ID No. P31 From: To : Pipe Diameter: 1 . 0000 ft n: 0 . 0140 Pipe Length . 80 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area: 0 . 0900 Ac . Design Flow . 0 . 0637 cfs Dsgn Depth: 0 . 13 ft Pipe Capacity . 1 . 7842 cfs Design Vel . 1 . 0172 fps Travel Time : 1 . 31 min Pipe Full Vel . 2 . 3314 fps PIPE REACH ID No. P32 From: To: Pipe Diameter: 1 . 5000 ft n: 0 . 0140 Pipe Length : 104 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area : 5 . 0300 Ac . Design Flow . 3 . 5468 cfs Dsgn Depth: 0 . 95 ft Pipe Capacity . 5 .2604 cfs , Design Vel . 3 . 0164 fps Travel Time : 0 . 57 min ', Pipe Full Vel . 3 . 0550 fps PIPE REACH ID No. P33 From: To: Pipe Diameter : 1 . 5000 ft n: 0 . 0140 Fipe Length . 80 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area : 4 . 9300 Ac . Design Flow . 3 .4761 cfs Dsgn Depth: 0 . 93 ft Pipe Capacity . 5 .2604 cfs Design Vel . 3 . 0039 fps Travel Time : 0 .44 min ; Pipe Full Vel . 3 . 0550 fps PIPE REACH ID No. P34 From: To : Pipe Diameter: 1 . 5000 ft n: 0 . 0140 Pipe Length . 80 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area: 4 . 8300 Ac . Design Flow . 3 .4054 cfs Dsgn Depth: 0 . 92 ft Pipe Capacity . 5 .2604 cfs Design Vel . 2 . 9908 fps Travel Time : 0 .45 min Pipe Full Vel . 3 . 0550 fps 2/9/04 9 :48 : 18 am Shareware Release page 35 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 WORKS4 FILE NO. 11010PIPE.BSN --------------------------------------------------------------------- --------------------------------------------------------------------- REACH SUMMARY PIPE REACH ID No. P35 From: To : Pipe Diameter: 1 . 5000 ft n: 0 . 0140 Pipe Length . 91 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area: 4 . 7300 Ac . Design Flow . 3 . 3452 cfs Dsgn Depth: 0 . 91 ft Pipe Capacity . 5 .2604 cfs Design Vel . 2 . 9794 fps Travel Time : 0 . 51 min Pipe Full Vel . 3 . 0550 fps PIPE REACH ID No. P36 From: To : Pipe Diameter: 1 .2500 ft n: 0 . 0140 Pipe Length : 125 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area: 2 . 6900 Ac. Design Flow . 1 . 9025 cfs Dsgn Depth: 0 . 72 ft Pipe Capacity . 3 .2349 cfs Design Vel . 2 . 5929 fps Travel Time : 0 . 80 min Pipe Full Vel . 2 . 7053 fps PIPE REACH ID No. P37 From: To : Pipe Diameter: 1 .2500 ft n: 0 . 0140 �� Pipe Length . 99 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area : 2 . 5400 Ac . Design Flow . 1 .7964 cfs Dsgn Depth: 0 . 70 ft Pipe Capacity . 3 . 2349 cfs Design Vel . 2 . 5587 fps Travel Time : 0 . 64 min ; Pipe Full Vel . 2 .7053 fps ' PIPE REACH ID No. P38 From: To : Pipe Diameter: 1 .2500 ft n: 0 . 0140 Pipe Length : 102 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area : 2 . 3600 Ac . Design Flow . 1 . 6691 cfs Dsgn Depth: 0 . 67 ft Pipe Capacity . 3 .2349 cfs Design Vel . 2 . 5143 fps Travel Time : 0 . 68 min Pipe Full Vel . 2 . 7053 fps 2/9/04 9 :48 : 18 am Shareware Release page 36 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 P70RK54 FILE NO. 11010PIPE.BSN REACH SUMMARY PIPE REACH ID No. P39 From: To: Pipe Diameter: 1 . 0000 ft n: 0 . 0140 Pipe Length : 102 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area: 1 . 8100 Ac . Design Flow . 1 . 2801 cfs Dsgn Depth: 0 . 66 ft Pipe Capacity . 1 . 7842 cfs Design Vel . 2 . 3306 fps Travel Time : 0 . 73 min Pipe Full Vel . 2 . 3314 fps PIPE REACH ID No. P4 r rom: To: Pipe Diameter: 1 . 5000 ft n: 0 . 0140 Pipe Length : 148 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area : 2 . 5700 Ac . Design Flow . 1 . 8176 cfs Dsgn Depth: 0 . 63 ft Pipe Capacity . 5 . 2604 cfs Design Vel . 2 . 5629 fps Travel Time : 0 . 96 min Pipe Full Vel . 3 . 0550 fps � PIPE REACH ID No. P40 From: To: Pipe Diameter: 1 . 0000 ft n: 0 . 0140 ' Pipe Length . 66 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area: 1 . 6500 Ac . ', Design Flow . 1 . 1669 cfs Dsgn Depth: 0 . 62 ft �, Pipe Capacity . 1 . 7842 cfs , Design Vel . 2 .2874 fps Travel Time : 0 .48 min I Pipe Full Vel . 2 . 3314 fps PIPE RERCH ID No. P41 From: To : Pipe Diameter: 1 . 0000 ft n: 0 . 0140 Pipe Length . 83 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area: 0 . 0800 Ac . Design Flow . 0 . 0566 cfs Dsgn Depth: 0 . 13 ft Pzpe Capacity . 1 . 7842 cfs Design Vel . 0 . 9818 fps Travel Time : 1 .41 min Pipe Full Vel . 2 .3314 fps 2/9/04 9 :48 : 18 am Shareware Release page 37 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 WORKS4 FILE NO. 11010PIPE.BSN --------------------------------------------------------------------- --------------------------------------------------------------------- REACH SUMMARY PIPE REACH ID No. P42 From: To: Pipe Diameter: 1 . 0000 ft n: 0 . 0140 Pipe Length : 100 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area : 1 . 4100 Ac . Design Flow . 0 . 9972 cfs Dsgn Depth: 0 . 56 ft Pipe Capacity . 1 . 7842 cfs Design Vel . 2 .2084 fps Travel Time : 0 . 75 min Pipe Full Vel . 2 . 3314 fps PIPE REACH ID No. P43 From: To: � Pipe Diameter: 1 . 0000 ft n: 0 . 0140 Pipe Length : 103 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area: 0 . 8900 Ac . Design Flow . 0 . 6294 cfs Dsgn Depth: 0 . 43 ft Pipe Capacity . 1 . 7842 cfs Design Vel . 1 . 9666 fps Travel Time : 0 . 87 min Pipe Full Vel . 2 . 3314 fps PIPE REACH ID No. P44 From: To: ; Pipe Diameter: 1 . 0000 ft n: 0 . 0140 �I Pipe Length : 100 . 0000 ft s : 0 . 0025 ' Up invert . ft down invert : ft Collection Area: 0 . 7100 Ac. i Design Flow . 0 . 5021 cfs Dsgn Depth: 0 . 38 ft ', Pipe Capacity . 1 . 7842 cfs ', Design Vel . 1 . 8505 fps Travel Time : 0 . 90 min Pipe Full Vel . 2 . 3314 fps � PIPE REACH ID No. P45 From: To: i Pipe Diameter: 1 . 0000 ft n: 0 . 0140 ! Pipe Length . 99 . 0000 ft s : 0 . 0025 ', Up invert . ft down invert : ft Collection Area: 0 .2300 Ac . Design Flow . 0 . 1627 cfs Dsgn Depth: 0 . 21 ft � Pipe Capacity . 1 . 7842 cfs Design Vel . 1 . 3429 fps Travel Time : 1 . 23 min Pipe Full Vel . 2 . 3314 fps 2/9/04 9 :48 : 18 am Shareware Release page 38 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 WORKS4 FILE NO. 11010PIPE.BSN --------------------------------------------------------------------- --------------------------------------------------------------------- REACH SUMMARY PIPE REACH ID No. P46 From: To: Pipe Diameter: 1 .2500 ft n: 0 . 0140 Pipe Length . 66 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area : 1 . 9800 Ac . Design Flow . 1 .4003 cfs Dsgn Depth: 0 . 60 ft Pipe Capacity . 3 . 2349 cfs Design Vel . 2 . 4069 fps Travel Time : 0 . 46 min Pipe Full Vel . 2 . 7053 fps PIPE REACH ID No. P47 From: To : Pipe Diameter : 1 . 2500 ft n: 0 . 0140 Pipe Length : 147 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area : 1 . 8000 Ac . Design Flow . 1 .2730 cfs Dsgn Depth: 0 . 57 ft Pipe Capacity . 3 . 2349 cfs Design Vel . 2 . 3486 fps Travel Time : 1 . 04 min Pipe Full Vel . 2 . 7053 fps PIPE REACH ID No. P48 From: To: Pipe Diameter: 1 . 0000 ft n: 0 . 0140 Pipe Length . 85 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area: 1 . 7100 Ac . Design Flow . 1 .2094 cfs Dsgn Depth: 0 . 63 ft Pipe Capacity . 1 . 7842 cfs Design Vel . 2 . 3044 fps Travel Time : 0 . 64 min Pipe Full Vel . 2 . 3314 fps PIPE REACH ID No. P49 From: To: Pipe Diameter: 1 . 0000 ft n: 0 . 0140 Pipe Length : 116 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area: 1 . 5200 Ac. Design Flow . 1 . 0750 cfs Dsgn Depth: 0 . 59 ft Pipe Capacity . 1 . 7842 cfs • Design Vel . 2 . 2467 fps Travel Time : 0 . 86 min Pipe Full Vel . 2 . 3314 fps I 2/9/04 9 : 48 : 18 am Shareware Release pGge 39 I'I SEATTLE TIMES RENTON - PIPE CON�,�EYANCE JOB NO. 11010 WORKS4 FILE NO. 11010PIPE.BSN , ----------------------------------------------------------- P.EP.C�-'_ SUMMARY PIPE REr'�CH ID No. P4A From: To: Pipe Diameter: 1 . 0000 ft n: 0 . 0140 Pipe Length : 128 . 0000 ft s : 0 . 0189 Up invert . ft down invert : _ ._ Co�lection Area : 0 . 1500 Ac . Design Flow . 0 . 1061 cfs Dsgn Depth: 0 . 11 f: Pipe Capacity . 4 . 9057 cfs Design Vel . 2 .4061 fps Travel Time : 0 . 89 min Pipe Full Vel . 6 .4102 fps II � PIPE REACH ID No. P5 IFrom: To: ; Pipe Diameter: 1 .2500 ft n: 0 . 0140 Pipe Length : 150 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area : 2 . 2300 Ac . Design Flow . 1 . 5771 cfs Dsgn Depth : 0 . 64 ft Pipe Capacity . 3 . 2349 cfs Design Vel . 2 .4797 fps Travel Time : 1 . 01 min Pipe Full Vel . 2 . 7053 fps PIPE REACH ID No. P50 From: To : Pipe Diameter: 1 . 0000 ft n: 0 . 0140 Pipe Length : 144 . 0000 ft s : 0 . 0025 �� Up invert . ft down invert : ft II Collection Area : 1 . 2300 Ac . Design Flow . 0 . 8699 cfs Dsgn Depth: 0 . 51 ft Pipe Capacity . 1 . 7842 cfs Design Vel . 2 . 1371 fps Travel Time : 1 . 12 min Pipe Full Vel . 2 . 3314 fps PIPE REACH ID No. P51 From: To : Pipe Diameter: 1 . 0000 ft n : 0 . 0140 Pipe Length : 113 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area : 0 . 9400 Ac . Design Flow . 0 . 6648 cfs Dsgn Depth: 0 . 44 ft Pipe Capacity . 1 . 7842 cfs Design Vel . 1 . 9952 fps Travel Time : 0 . 94 mir� Pipe Full Vel . 2 . 3314 fps 2/9/04 9 :48 : 18 am Shareware Release page 40 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 WORKS4 FILE NO. 11010PIPE.BSN --------------------------------------------------------------------- --------------------------------------------------------------------- REACH SUMMARY PIPE REACH ID No. P52 From: To: Pipe Diameter: 1 . 0000 ft n: 0 . 0140 Pipe Length . 94 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area: 0 . 7800 Ac . Design Flow . 0 . 5516 cfs Dsgn Depth: 0 . 40 ft Pipe Capacity . 1 . 7842 cfs Design Vel . 1 . 8986 fps Travel Time : 0 . 83 min Pipe Full Vel . 2 . 3314 fps PIPE REACH ID No. P53 From: To : Pipe Diameter : 1 . 0000 ft n: 0 . 0140 Pipe Length : 110 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area : 0 . 5600 Ac . Design Flow . 0 .3961 cfs Dsgn Depth: 0 . 33 ft Pipe Capacity . 1 . 7842 cfs Design Vel . 1 . 7332 fps Travel Time : 1 . 06 min Pipe Full Vel . 2 . 3314 fps PIPE REACH ID No. P54 ii From: To : il Pipe Diameter: 1 . 0000 ft n: 0 . 0140 Pipe Length : 110 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area: 0 . 3300 Ac . Design Flow . 0 . 2334 cfs Dsgn Depth: 0 . 25 ft Pipe Capacity . 1 . 7842 cfs Design Vel . 1 . 4912 fps Travel Time : 1 . 23 min Pipe Full Vel . 2 . 3314 fps PIPE REACH ID No. P55 From: To: Pipe Diameter: 1 . 0000 ft n: 0 . 0140 Pipe Length . 88 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area : 0 . 1100 Ac . Design Flow . 0 . 0778 cfs Dsgn Depth: 0 . 15 ft Pipe Capacity . 1 . 7842 cfs Design Vel . 1 . 0802 fps Travel Time : 1 . 36 min Pipe Full Vel . 2 . 3314 fps 2/9/04 9 :48 : 18 am Shareware Release page 41 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 WORKS4 FILE NO. 11010PIPE.BSN --------------------------------------------------------------------- --------------------------------------------------------------------- REACH SUMMARY PIPE REACH ID No. P56 From: To: Pipe Diameter: 1 . 0000 ft n: 0 . 0140 Pipe Length . 90 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area : 0 . 0700 Ac . Design Flow . 0 . 0495 cfs Dsgn Depth: 0 . 12 ft Pipe Capacity . 1 . 7842 cfs Design Vel . 0 . 9431 fps Travel Time : 1 . 59 min Pipe Full Vel . 2 . 3314 fps PIPE REACH ID No. P57 From: To: Pipe Diameter: 2 . 0000 ft n: 0 . 0140 Pipe Length . 24 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area: 6 . 9300 Ac . Design Flow . 4 . 9011 cfs Dsgn Depth: 0 . 96 ft Pipe Capacity . 11 . 3288 cfs Design Vel . 3 .2921 fps Travel Time : 0 . 12 min Pipe Full Vel . 3 . 7008 fps ! PIPE REACH ID No. P58 From: To: Pipe Diameter: 2 . 0000 ft n: 0 . 0140 Pipe Length : 104 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area: 6 .4400 Ac . Design Flow . 4 . 5546 cfs Dsgn Depth: 0 . 92 ft Pipe Capacity . 11 .3288 cfs Design Vel . 3 . 2307 fps Travel Time : 0 . 54 min Pipe Full Vel . 3 . 7008 fps PIPE REACH ID No. P59 From: To: Pipe Diameter: 1 . 0000 ft n: 0 . 0140 Pipe Length . 74 . 0000 ft s : 0 . 0397 Up invert . ft down invert : ft Collection Area: 0 . 1900 Ac. Design Flow . 0 . 1344 cfs Dsgn Depth: 0 . 10 ft Pipe Capacity . 7 . 1099 cfs Design Vel . 3 . 3521 fps Travel Time : 0 . 37 min Pipe Full Vel . 9 . 2905 fps , 2/9/04 9 :48 : 18 am Shareware Release page 42 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 U70RKS4 FILE NO. 11010PIPE.BSN REACH SUMMARY PIPE REACH ID No . P6 From: To: Pipe Diameter: 1 . 2500 ft n: 0 . 0140 Pipe Length : 120 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area: 1 . 8500 Ac . Design Flow . 1 . 3084 cfs Dsgn Depth: 0 . 58 ft Pipe Capacity . 3 . 2349 cfs Design Vel . 2 . 3654 fps Travel Time : 0 . 85 min Pipe Full Vel . 2 . 7053 fps PIPE REACH ID No. P60 From: To: Pipe Diameter: 1 . 0000 ft n: 0 . 0140 Pipe Length : 105 . 0000 ft s : 0 . 0086 Up invert . ft down invert : ft Collection Area: 0 . 0900 Ac . Design Flow . 0 . 0637 cfs Dsgn Depth: 0 . 10 ft Pipe Capacity . 3 . 3092 cfs Design Vel . 1 . 5677 fps Travel Time : 1 . 12 min Pipe Full Vel . 4 . 3241 fps PIPE REACH ID No. P61 From: To: Pipe Diameter: 2 . 0000 ft n: 0 . 0140 Pipe Length . 83 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area: 6 . 1200 Ac. Design Flow . 4 . 3283 cfs Dsgn Depth: 0 . 89 ft Pipe Capacity . 11 . 3288 cfs Design Vel . 3 . 1882 fps Travel Time : 0 . 43 min Pipe Full Vel . 3 . 7008 fps PIPE REACH ID No. P62 From: To: Pipe Diameter: 1 . 0000 ft n: 0 . 0140 Pipe Length . 88 . 0000 ft s : 0 . 0060 Up invert . ft down invert : ft Collection Area: 1 .2900 Ac. Design Flow . 0 . 9123 cfs Dsgn Depth: 0 .41 ft Pipe Capacity . 2 . 7640 cfs Design Vel . 2 . 9933 fps Travel Time : 0 .49 min Pipe Full Vel . 3 . 6118 fps 2/9/04 9 :48 : 19 am Shareware Release page 43 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 WORKS4 FILE NO. 11010PIPE.BSN REACH SUMMARY PIPE REACH ID No. P63 From: To : Pipe Diameter: 1 . 0000 ft n: 0 _ 0140 Pipe Length . 89 . 0000 ft s : 0 . 0060 Up invert . ft down invert : ft Ccllection Area: 0 . 6400 Ac . Design Flow . 0 .4526 cfs Dsgn Depth: 0 . 28 ft Pipe Capacity . 2 . 7640 cfs Design Vel . 2 .4638 fps Travel Time : 0 . 60 min Pipe Full Vel . 3 . 6118 fps PIPE REACH ID No. P64 From: To : Pipe Diameter: 1 . 0000 ft n: 0 . 0140 Pipe Length : 100 . 0000 ft s : 0 . 0060 Up invert . ft down invert : ft Collection Area: 0 . 2000 Ac . Design Flow . 0 . 1414 cfs Dsgn Depth: 0 . 16 ft Pipe Capacity . 2 . 7640 cfs Design Vel . 1 . 7547 fps Travel Time : 0 . 95 min Pipe Full Vel . 3 . 6118 fps PIPE REACH ID No. P65 From: To: Pipe Diameter: 1 . 0000 ft n: 0 . 0140 Pipe Length : 100 . 0000 ft s : 0 . 0060 Up invert . ft down invert : ft Collection Area: 0 . 1200 Ac . Design Flow . 0 . 0849 cfs Dsgn Depth: 0 . 12 ft Pipe Capacity . 2 . 7640 cfs Design Vel . 1 . 5058 fps Travel Time : l . 11 min Pipe Full Vel . 3 . 6118 fps PIPE REACH ID No. P66 From: To : Pipe Diameter: I . 5000 ft n: 0 . 0140 Pipe Length : 214 . 0000 ft s : 0 . 0025 Up invert . ft down invert : -0 . 5350 ft Collection Area : 4 . 8300 Ac . Design Flow . 3 .4159 cfs Dsgn Depth: 0 . 92 ft Pipe Capacity . 5 . 2604 cfs Design Vel . 2 . 9928 fps Travel Time : 1 . 19 min Pipe Full Vel . 3 . 0550 fps 2/9/04 9 :48 : 19 am Shareware Release page 44 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 L^JORKS4 FILE NO. 11010PIPE.BSN ------------------------------------------------------------------ --------------------------------------------------------------- REACH SUMMARY PIPE REACH ID No . P67 From: To: Pipe Diameter: 1 .2500 ft n: 0 . 0140 Pipe Length . 77 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area : 3 . 8300 Ac . Design Flow . 2 . 7087 cfs Dsgn Depth: 0 . 93 ft Pipe Capacity . 3 . 2349 cfs Design Vel . 2 . 7735 fps Travel Time : 0 .46 min Pipe Full Vel . 2 . 7053 fps PIPE REACH ID No. P68 From: To : Pipe Diameter: 1 . 0000 ft n: 0 . 0140 Pipe Length . 69 . 0000 ft s : 0 . 0100 Up invert . ft down invert : ft Collection Area : 0 . 4200 Ac . Design Flow . 0 . 2970 cfs Dsgn Depth: 0 . 20 ft Pipe Capacity . 3 . 5684 cfs Design Vel . 2 . 6153 fps Travel Time : 0 . 44 min Pipe Full Vel . 4 . 6628 fps PIPE REACH ID No. P69 From: To: Fipe Diameter : 1 . 0000 ft n: 0 . 0140 Pipe Length . 70 . 0000 ft s : 0 . 0486 Up invert . ft down invert : ft Collection Area: 0 .4100 Ac . Design Flow . 0 . 2900 cfs Dsgn Depth: 0 . 14 ft Pipe Capacity . 7 . 8666 cfs Design Vel . 4 . 5272 fps Travel Time : 0 . 26 min Pipe Full Vel . 10 .2792 fps PIPE REACH ID No. P7 From: To : Pipe Diameter : 1 . 2500 ft n: 0 . 0140 Pipe Length : 122 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area: 1 .4500 Rc . Design Flow . 1 . 0255 cfs Dsgn Depth: 0 . 50 ft Pipe Capacity . 3 .2349 cfs Design Vel . 2 .2178 fps Travel Time : 0 . 92 min Pipe Full Vel . 2 . 7053 fps 2/9/04 9 : 48 : 19 am Shareware Release page 45 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 WORKS4 FILE NO. 11010PIPE.BSN --------------------------------------------------------------------- --------------------------------------------------------------------- REACH SUMMARY PIPE REACH ID No. P70 From: To : Pipe Diameter: 1 . 0000 ft n: 0 . 0140 Pipe Length . 48 . 0000 ft s : 0 . 0170 Up invert . ft down invert : ft Ccllection Area : C . 3800 Ac . Design Flow . 0 .2687 cfs Dsgn Depth: 0 . 17 ft Pipe Capacity . 4 . 6526 cfs Design Vel . 3 . 0612 fps Travel Time : 0 . 26 min Pipe Full Vel . 6 . 0795 fps PIPE REACH ID No. P71 �!, From: To: I Pipe Diameter: 1 . 0000 ft n: 0 . 0140 Pipe Length . 71 . 0000 ft s : 0 . 0198 �, Up invert . ft down invert : ft �i Collection Area: 0 . 1800 Ac . �I Design Flow . 0 . 1273 cfs Dsgn Depth: 0 . 11 ft , Pipe Capacity . 5 . 0211 cfs Design Vel . 2 . 5850 fps Travel Time : 0 . 46 min Pipe Full Vel . 6 . 5611 fps PIPE REACH ID No. P72 From: To : Pipe Diameter: 1 . 0000 ft n: 0 . 0140 Pipe Length . 71 . 0000 ft s : 0 . 0197 Up invert . ft down invert : ft Collection Area: 0 . 0400 Ac . Design Flow . 0 . 0283 cfs Dsgn Depth: 0 . 06 ft Pipe Capacity . 5 . 0084 cfs Design Vel . 1 . 6323 fps Travel Time : 0 . 72 min Pipe Full Vel . 6 . 5445 fps PIPE REACH ID No. P73 From: To: Pipe Diameter: 1 . 0000 ft n: 0 . 0140 Pipe Length . 67 . 0000 ft s : 0 . 0025 ', Up invert . ft down invert : ft Collection Area: 2 .4200 Ac . Design Flow . 1 . 7115 cfs Dsgn Depth: 0 . 85 ft Pipe Capacity . 1 . 7842 cfs Design Vel . 2 .4016 fps Travel Time : 0 . 46 min Pipe Full Vel . 2 . 3314 fps 2/9/04 9 :48 : 19 am Shareware Release page 46 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 WORK54 FILE NO. 11010PIPE.BSN --------------------------------------------------------------------- REACH SiJMMARY PIPE REACH ID No. P74 From: To: Pipe Diameter: 1 . 0000 ft n: 0 . 0140 Pipe Length . 85 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area: 2 . 0200 Ac . Design Flow . 1 . 4286 cfs Dsgn Depth: 0 . 72 ft Pipe Capacity . 1 . 7842 cfs Design Vel . 2 . 3754 fps Travel Time : 0 . 60 min Pipe Full Vel . 2 . 3314 fps PIPE REACH ID No. P75 From: To : Pipe Diameter : 1 . 0000 ft n: 0 . 0140 Pipe Length : 172 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area : 1 .2100 Ac . Design Flow . 0 . 8558 cfs Dsgn Depth: 0 . 51 ft Pipe Capacity . 1 . 7842 cfs Design Vel . 2 . 1284 fps Travel Time : 1 . 35 min Pipe Full Vel . 2 . 3314 fps PIPE REACH ID No. P76 From: To : Pipe Diameter: 1 . 0000 ft n: 0 . 0140 Pipe Length . 47 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area: 0 . 7200 Ac . Design Flow . 0 . 5092 cfs Dsgn Depth: 0 . 38 ft Pipe Capacity . 1 . 7842 cfs Design Vel . 1 . 8576 fps Travel Time : 0 . 42 min Pipe Full Vel . 2 . 3314 fps PIPE REACH ID No . P77 From: To: Pipe Diameter: 1 . 0000 ft r: 0 . 0140 Pipe Length : 151 . 00Q0 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area: 0 . 1400 Ac . Design Flow . 0 . 0990 cfs Dsgn Depth: 0 . 17 ft Pipe Capacity . 1 . 7842 cfs Design Vel . 1 . 1601 fps Travel Time : 2 . 17 min Pipe Full Vel . 2 . 3314 fps 2/9/04 9 : 48 : I9 am Shareware Release page 47 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 WORKS4 FILE NO. 11010PIPE.BSN REACH SUMMARY PIF� REACH ID No . P7� From: To: Pipe Diameter: 1 . 0000 ft n: 0 . 0140 Pipe Length . 24 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area: 0 .2100 Ac . Design Flow . 0 . 1485 cfs Dsgn Depth: 0 . 20 ft Pipe Capacity . 1 . 7842 cfs Design Vel . 1 . 3076 fps Travel Time : 0 . 31 min Pipe Full Vel . 2 .3314 fps PIPE REACH ID No. P79 From: To: Pipe Diameter: 1 . 0000 ft n: 0 . 0140 Pipe Length . 75 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area: 0 .2800 Ac . Design Flow . 0 . 1980 cfs Dsgn Depth: 0 . 23 ft Pipe Capacity . 1 . 7842 cfs Design Vel . 1 .4218 fps Travel Time : 0 . 88 min Pipe Full Vel . 2 . 3314 fps PIPE REACH ID No. P8 From: To : Pipe Diameter: 1 . 0000 ft n : G . 0140 Pipe Length : 167 . 0000 ft s : 0 . 0025 Up invert . ft down invert : tt Collection Area: 1 . 0600 Ac . Design Flow . 0 . 7497 cfs Dsgn Depth: 0 . 47 ft Pipe Capacity . 1 . 7842 cfs Design Vel . 2 . 0584 fps Travel Time : 1 . 35 min Pipe Full Vel . 2 . 3314 fps PIPE REACH ID No. P80 From: To: Pipe Diameter: 1 . 0000 ft n: 0 . 0140 Pipe Length : 119 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area: 0 . 1400 Ac . Design Flow . 0 . 0990 cfs Dsgn Depth: 0 . 17 ft Pipe Capacity . 1 . 7842 cfs Design Vel . 1 . 1601 fps Travel Time : 1 . 71 min Pipe Full Vel . 2 . ?314 fps 2/9/04 9 :48 : 19 am Shareware Release page 48 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 WORKS4 FILE NO. 11010PIPE.BSN --------------------------------------------------------------------- --------------------------------------------------------------------- REACH SUMMARY PIPE REACH ID No. P9 From: To: Pipe Diameter: 1 . 0000 ft n: O . OI40 Pipe Length : 136 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area: 0 . 8500 Ac . Design Flow . 0 . 6011 cfs Dsgn Depth: 0 . 42 ft Pipe Capacity . 1 . 7842 cfs Design Vel . 1 . 9428 fps Travel Time : 1 . 17 min Pipe Full Vel . 2 . 3314 fps /l� �� -- � ��-� i(� � � �� BACKVJATER COMPUTER PROGRAid FOR PIPES Pipe data from file:11010-1.bwp Surcharge condition at intermediate junctions Tailwater Elevation:16.58 feet Discharge Rar_ae:8.66 to 9.66 Step of 0 .1 [cfs] Overflow Elevation:19.3 feet 4Ve i r:NONE Channel Vt'idth:3 . feet ��1 - ��>� PIPE N0. 1: 58 LF - 30"CP @ 2 .76� OUTLET: 12 .00 INLET: 13 . 60 INTYP: 5 JUNC N0. 1: OVERFLOW-EL: 21 .50 BEND: 22 DEG DIA/WIDTH: 4 .0 Q-RATIO: 0. 00 Q(CFS) I-N�I(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ***�****************�**��*******�***************�*****************�*********** 8 .66 3 .01 16.61 * 0.012 0.99 0.58 4.58 4.58 3 . 01 2 .98 1 .24 8 .76 3 .00 16_60 * 0.012 0.99 0.59 4.58 4.58 3 .00 2 .97 1 .25 8 .86 3.00 16.60 * 0.012 1.00 0.59 4 .58 4.58 3 .00 2.97 1 .25 8.96 3 .00 16.60 * 0.012 1 .00 0.59 4.58 4.58 3 .00 2.97 1.26 9.06 3 .00 16.60 * 0.012 1.01 0.60 4.58 4.58 3 .00 2 .97 1.27 9.16 3.00 16.60 * 0.012 1.01 0.60 4.58 4.58 3 .00 2.97 1.27 9 .26 3.01 16.61 * 0.012 1.02 0.60 4.58 4.58 3 .01 2.97 1.28 9 .36 3.01 16.61 * 0.012 1.03 0.61 4.58 4.58 3 .01 2.97 1 .29 9 .46 3.OI 16 .61 * 0.012 1 .03 0.61 4. 58 4.58 3 .01 2 .97 1_29 9.56 3.01 ?6 .61 * 0.012 1 .04 0. 61 4 .58 4.58 3 .01 2 .97 1.30 9 .66 3. 01 '16.61 * O.OI2 � . 04 0. 62 4 .58 4.58 3 .01 2 .97 1.30 C��J %l -' G� J PIPE NO. 2 : 89 LF - 2�"CP @ �.25� OUTLET: 13 .60 INLET: 13 .82 INTYP: 5 J:,'�IC ICQ. 2 : 0`�'ERFLO`r�-E�: 21 .90 BEND: 43 DEG DIA;'inJIDTH: 4 .0 Q-RATIO: 1 .72 Q(CFS) I��^i(rT) }:,�; ELEV. * N-FAC DC DN TW DO DE HWO HWI ��x�**�****x��**�*�*�*��*��**�*�*�****�*******�***************************** 8 .66 3 .09 16.91 * 0.012 1 .05 1.25 3 .01 3 .01 2.91 3 .09 1.55 8.76 3.08 16.90 * 0.012 1 .06 1.26 3 .00 3 .00 2 .90 3 .08 1 .56 8 .86 3 .09 16.91 * 0.012 1.07 1.27 3 .00 3 .00 2 .90 3.09 1 .57 8 .96 3 .10 16.92 * 0.012 1.07 1_28 3 .00 3 .00 2 .90 3 .10 1.58 9.06 3. 11 16.93 * 0.012 1.08 1.29 3 .00 3 .00 2 .91 3 _11 1.59 9 .16 3.11 16.93 * 0.012 1.09 1.30 , 3 .00 3 .00 2 .91 3 .1I 1.60 9.26 3.12 16.94 * 0.012 1.09 1.31 3 .01 3 .01 2 .91 3 .12 1. 61 9.36 3 .13 16.95 * 0.012 1.10 1.32 3 .01 3 .01 2 .92 3 .13 1. 63 9.46 3.14 16.96 * 0.012 1.10 1.33 3 .01 3 .01 2 .92 3 .14 1 . 64 9.56 3.15 16.97 * 0.012 l .11 1.34 3 .01 3.01 2 .92 3.15 1 .65 9. 66 3 .15 16. 97 * 0.012 1 .12 1.35 3 .01 3 .01 2 .93 3 .15 1 .66 � �� Z> - �'� J I PIPE T�I�. 3 : 104 LF - "_8°CP @ 0.25$ OUTLET: 13 .82 INLET: 14 .08 INTYP: 5 ' �UNC NO. 3 : OVERFLOW-EL: 22.20 BEND: 0 DEG DIA/WIDTH: 4 .0 Q-RATIO: 0. 02 � Q(CFS) HV7(FT) HVJ ELEV. * N-FAC DC DN TW DO DE HWO HWI I �_**�*.*�*************��*�******�*�******************************,r****�****+*** 3 .18 2 . 95 17 .03 * 0.012 0. 68 0. 81 3 . 09 3 .09 2 .92 2 _95 0. 92 I 3 .22 2 .94 17 .02 * 0.012 0.69 0.81 3 . 08 3 .08 2 .91 2 .94 0.93 �i, 3 .26 2 .95 17 .03 * 0.012 0.69 0.82 3 . 09 3 .09 2 .92 2.95 0.93 ? . 29 2 . 96 17 . Q4 * 0.012 0 .?0 0.82 3 . 10 3 . 10 2 . 93 2 . 96 0 . 94 � �I 3 .33 2 .97 17 .05 * 0.012 0 .70 0.83 3 .11 3 .11 2 .94 2 .°7 0 .95 3 .37 2.98 17 .06 * 0.012 0.70 0.84 3 .11 3 .11 2 .95 2 .98 0.95 3.40 2.99 17 .07 * 0.012 0.71 0.84 3 .12 3 .12 2 .95 2 .99 0.96 3 .44 3 .00 17.08 * 0.012 0.71 0.85 3 .13 3 .13 2 .96 3 .00 0.96 3 .48 3.01 17.09 * 0.012 0 .72 0.85 3.14 3 _14 2 .97 3 .01 0.97 3 .51 3 .02 17.10 * 0.012 0 .72 0.86 3 .15 3 .15 2 .98 3 _02 0.97 3 .55 3 .03 17 .11 * 0.012 0 .72 0.86 3 .15 3 .15 3 . 00 3 _03 0.98 G�� - C� �� PIPE I�?0. 4: 80 LF - 18"CP @ 0.25$ OUTLET: 14.08 INLET: 14.28 INTYP: 5 JUNC N0. 4: OVERFLOW-EL: 22.20 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.02 Q(CFS) H��J(FT) H1�rV ELEV. * N-FAC DC DN TW DO DE HL^]0 H[h'I ��*��*��***��**,��*�****�*�*****�*********�********��*�**�*�*��************** 3 . 12 2 .84 17.12 * 0.012 0.68 0 .80 2 . 95 2 . 95 2 .81 2 . 84 0.91 3 . 16 2 .83 17 .11 * 0.012 0 .68 0.80 2 .94 2 .94 2 .80 2 . 83 0.92 3 . 19 2 .84 17 .12 * 0.012 0.69 0.81 2 . 95 2 . 95 2 .81 2 . 84 0.92 3 .23 2 .85 17 .13 * 0.012 0.69 0.81 2 .96 2 .96 2 .82 2 . 85 0 .93 3 .27 2 .86 17 .14 * 0.012 0.69 0.82 2 .97 2 .97 2 .83 2 .86 0 .94 3 .30 2 .88 17.16 * 0.012 0 .70 0.83 2 .98 2 .98 2 .84 2 .88 0 .94 I 3 .34 2.89 17 .17 * 0.012 0.70 0.83 2 .99 2 .99 2 .86 2 _89 0.95 3 .37 2 . 90 17 .18 * 0.012 0_71 0.84 3 .00 3 .00 2 .87 2 .90 0 .95 3 .41 2. 91 17 .19 * 0.012 0 .71 0.84 3 .01 3 .01 2 .88 2 _91 0 .96 3 .45 2 .43 17.21 * 0.012 0 .71 0.85 3 .02 3 .02 2 .89 2 .93 0 .96 3 .48 2 .94 17 .22 * 0.012 0 .72 0.85 3 .03 3 .03 2 .91 2 . 94 0 .97 'I �i�7 �j�' ,..� ��7� PIP� N0. 5: 80 LF - 18"CP @ 0 .25$ OUTLET: 14.28 �NLET: 14 .48 INTYP: 5 I JUNC NO. 5: OVERFLOW-EL: 22.20 BEND: 0 DEG DIA/WIDTH: 4_0 Q-RATIO: 0 .02 I�� 4 i CFS) HW(FT) HW ELEV_ * N-FAC DC DN TW DO DE HVJO H�rJI �*�*�**�********************************************�*****�*�*********�****�**� I 3.06 2 _73 17.21 * 0.012 0. 67 0_79 2_84 2 _84 2 _70 2 .73 0.90 3 .10 2 .71 17.Z9 * 0.012 0.67 0.79 2.83 2 .83 2 . 69 2 .71 0.91 3.13 2 .73 17.21 * 0.012 0.68 0.80 2.84 2 .84 2 .70 2 .73 0.92 3 .17 2 .74 17.22 * 0.012 0.68 0.80 2 .85 2 .85 2 .71 2.74 0.92 I 3 .20 2 .76 17 .24 * 0.012 0.69 0.81 2 . 86 2 .86 2 .73 2 .76 0.93 3 .24 2 .77 17.25 * 0.012 0.69 0.82 2.88 2 .88 2 .74 2 .77 0_93 3 .27 2 .79 17 .27 * 0.012 0 .69 0.82 2 . 89 2 . 89 2 .75 2 .79 0. 94 3 .3? 2 .80 17 .28 * 0.012 0.70 0.83 2 .90 2 .90 2 .77 2 .80 0.94 3 .34 2 .82 17 .30 * 0.012 0.70 0.83 2 .91 2 .91 2 .78 2 .82 0.95 I,'I 3 .38 2 . 83 17 .31 * 0.012 0 .71 0.84 2 .93 2 .93 2 .80 2 .83 0.95 3 .41 2 .85 17 .33 * 0.012 0 .71 0.84 2 .94 2 .94 2 .81 2 .85 0.96 �•� �5 - �',� `��' PIPE N0. 6: 91 LF - 18"CP @ 0 .25$ OUTLET: 14.48 INLET: 14.71 INTYP: 5 ::L1NC N0. 6: OVERFLOW-EL: 22 .OQ BEND: 41 DEG DIA/WIDTH: 4 .0 Q-RATIO: 1.39 Q(CFS) HW(FT) HIa ELEV. * N-FAC DC DN TW DO DE HWO HWI ��*****�**�**�*�***�********�*******�*�**********************�***�********�**** 3 .00 2 .64 17.35 * 0_012 0.66 0.78 2 .73 2 .73 2 .57 2 .64 Q.94 3 .03 2 .62 17 .33 * 0.012 0.67 0.78 2 .71 2_71 2 .55 2 .62 0.94 3.07 2 .63 17 .34 * 0.012 0_67 0.79 2 .73 2 .73 2 .56 2 .63 0.95 3.10 2 .65 17.36 * 0.012 0.68 0.79 2 .74 2 .74 2 .58 2.65 0.96 3.14 2 .67 17.38 * 0.012 0.68 0.80 2 .76 2 .76 2 .60 2 .67 0.96 3 .17 2 . 69 17.40 * 0.012 0.68 0.80 2 .77 2 .77 2 .61 2 .69 0.97 3 .2i 2 .70 17 .41 * 0.012 0 .69 0 . 81 2 .79 2 .79 2 .63 2 .70 0 .97 3.24 2 .72 17 .43 * 0.012 0. 69 0.81 2 .80 2 .80 2 .64 2 .72 0.98 3 .28 2 .74 I7 .45 * 0.012 0.69 0.82 2.82 2.82 2 .66 2 .74 0 .99 3.31 2 .76 17.47 * 0.012 0.70 0.82 2 . 83 2 .83 2 .68 2 .76 0 .99 3. 35 2 .78 17 .49 * 0 .�12 0.70 0.83 2 .85 2 .85 2 .69 2 .78 1 .00 �r� �t'+� �- �'� �` PIPE N0. 7 : 66 LF - 15"CP @ 0.26$ OUTLET: 14 .71 INLET: 14 .88 INTYP: 5 � JL'NC NO. 7 : OVERFLQVJ-EL: 19 .80 BEND: �1 DEG DIA/WIDTH: 2 . 0 Q-RATIO: 0.10 Q{CFS) :-IT,V(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HVJI *�x************�***x*�****��**��**��*,�*******�**�*********�*************�**** 1.26 2 .51 �7.39 * 0.012 0.45 0.52 2 .64 2 .64 2 .49 2 .51 0.61 1.27 2 .49 17 .37 * 0.012 0.45 0.52 2 .62 2.62 2 .47 2 .49 0 .61 I� 1.28 2.50 17 .38 * 0.012 0.45 0.52 2 .63 2 .63 2 .44 2 .50 0. 61 1.30 2.52 17_40 * 0 .012 0.46 0.53 2 .65 2 .65 2 .50 2 .52 0. 62 1.31 2 .54 1i.42 * 0.012 0.46 0.53 2 .67 2.67 2 .52 2 . 54 0.62 1.33 2.56 17.44 * 0.012 0.46 0. 53 2 .69 2.69 2 .54 2. 56 0. 62 1.34 2 .58 17 .46 * 0.012 0.46 0.54 2 .70 2 .70 2 .56 2 .58 0.63 1.36 2 .60 17 .48 * 0.012 0.47 0.54 2 .72 2 .72 2. 58 2 .60 0.63 � 1.37 2 .62 17.50 * 0.012 0.47 0.54 2 .74 2 .74 2 . 60 2 .62 0.64 1.39 2 .64 17.52 * 0.012 0.47 0.55 2 .76 2.76 2 .62 2 .64 0.64 1.40 2 .66 17 .54 * 0.012 0.47 0.55 2_78 2.78 2 .64 2.66 0 .64 C-��"1� � �� PIPE NO. 8: 147 LF - 15"CP @ 0 .25� OUTLET: 14.88 INLET: 15_25 INTYP: 5 JUNC N0. 8: OVERFLOW-EL: 19.40 BEND: 90 DEG DIA/WIDTH: 2 .0 Q-RATIO: 0.05 Q(CFS) f-I�1�1(FT) HVd ELEV. * N-FAC DC DN TW DO DE H4'd0 HWI x�x��*�****��******�*��***�**�***�*�************�*�*********�*******��*�******* 1.14 2 .21 17 .46 * 0.012 0.43 0.50 2 .51 2 .51 2 . 18 2 .21 0.59 1.15 2 .19 -7 .44 * 0.012 0.43 0.50 2 .49 2 .49 2 . 16 2 . 19 0.60 1 .17 2 .21 17 .46 * 0.012 0.43 0.50 2 . 50 2 .50 2 . 17 2 .21 0.6Q ' 1.18 2.23 17 .48 * 0.012 0 _43 0.50 2 .52 2 _52 2 _19 2 .23 0.60 1.19 2.25 17 .50 * 0.012 0.44 0.51 2 .54 2 .54 2.21 2.25 0 .61 1 .21 2 .27 17.52 * 0.012 0.44 0.51 2 .56 2 .56 2.23 2 .27 0 .61 , �.22 2 .29 17.54 * 0.012 0.44 0.51 2.58 2 .58 2 .25 2 .29 0.62 i.23 2 .31 17_56 * 0.012 0.44 0.52 2 .60 2.60 2 .27 2 .31 0.62 1.25 2 .33 17.58 * 0.012 0.45 0.52 2 .62 2 _62 2 .29 2 .33 0. 62 1.26 2 .35 17.60 * 0.012 0.45 0.52 2 .64 2 .64 2 .31 2.35 0. 63 I 1.27 2 .37 1? .62 * 0.012 0.45 0.53 2 .66 2 .66 2 .33 2 .37 0.63 ', �.�� ', pTD� N0. 9: 88 LF - 12"CP @ 0 .25$ OUTLET: 15 .25 INLET: 15.47 INTYP: 5 JtP_,IC N0. 9: OVERFLOW-EL: 19.90 BEND: 21 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.13 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI +�*�***************************�*******************�*************************** 1.09 2 .10 17.57 * 0.012 0.44 0.54 2 .21 2 .21 2.07 2 .10 0.61 1 .10 2 .07 17 .54 * 0.012 0.45 0.55 2 .19 2 .19 2 .04 2.07 0 .61 1 .11 2 .09 17 .56 * 0.012 0.45 0.55 2 .21 2 .21 2 .06 2 .09 0.61 1 .12 2 . 11 17 .58 * 0.012 0.45 0 .55 2 .23 2 .23 2 .08 2 .11 0.62 1 .14 2 . 13 17 .60 * 0.012 0.45 0 .56 2 .25 2 .25 2 .10 2. 13 0. 62 1 .15 2 . 16 17 .63 * 0.012 0 .46 0.56 2 .27 2 .27 2 . 13 2 . 16 0. 62 1 . 16 2 . 18 17 .65 * 0.�12 0.46 0.56 2 _29 2 .29 2 . 15 2.18 0. 63 = .17 2 .20 17.67 * 0.012 0.46 0.57 2 .31 2 .31 2 . 17 2 .20 0. 63 1 .19 2 .22 17.69 * 0.012 0.46 0.57 2 .33 2 .33 2 .19 2.22 0.64 1 .2Q 2 .25 17 .72 * 0.012 0.47 0. 58 2 .35 2 .35 2 .22 2 .25 0.64 1.21 2 .27 17.74 * 0 .012 0 .4i 0. 58 2 .37 2 .37 2 .24 2 .27 0. 64 L,'�°`►�`�1 � �-�� PIPE NO.10: 116 LF - 12"CP @ 0 .25$ OUTLET: 15 .47 INLET: 15.76 INTYP: 5 JUNC NO.10: OVERFLOW-EL: 19.70 BEND: 0 DEG DIA/WIDTH: 2 .0 Q-RATIO: 0.23 Q(CFS) HVd(FT) HW ELEV. '` N-FAC DC DN TPd DO DE HWO HWI ************�********�********�*�******�****��********************************* 0.96 1.90 17.66 * 0.012 0.42 0.50 2 .10 2 .10 1.88 1.90 0.57 0.97 1.87 17.63 * 0.012 0.42 0.51 2 .07 2.07 1.85 1.87 0.57 0.98 1.90 17.66 * 0.012 0.42 0.51 2 .09 2 .09 1 .87 1 .90 �.57 1.00 1.92 17. 68 * 0.012 0.42 0_51 2 .11 2 .11 1 .90 1 .92 0 .55 1.01 1.95 17.71 * 0.012 0.43 0.52 2 .13 2 .13 1.92 1 .95 0.58 1 .02 1 .97 17.73 * 0.012 0.43 0. 52 2 .16 2 .16 1 . 95 1 .97 0.59 1 .03 2 . 00 17 .76 * 0.012 0.43 0.52 2 .18 2 .18 1 .97 2 .00 0.59 1 .04 2 . 02 17 .78 * 0.012 0.43 0.53 2 .20 2 .20 2 .00 2 .02 0.59 1 . 05 2 . 05 17.81 * 0.012 0.44 0.53 2 .22 2 .22 2 .02 2 .05 0. 60 1.06 2 .07 17 .83 * 0.012 0.44 0.53 2 .25 2 .25 2 .05 2 .07 �.60 1.07 2 .10 17 .86 * 0.012 0.44 0.54 2 .27 2 .27 2 .07 2 .10 0.60 C�� .�� -+�� PIPE N0.11: 144 LF - 12"CP @ 0.25� OUTLET: 15 .76 INLET: 16.12 INTYP: 5 Jt7NC NO.11 : OVERFLOVd-EL: 19.70 BEND: 15 DEG DIA/WIDTH: 2 . 0 Q-RATIO: 0 .32 Q(CFS) HW(FT) HW ELEV. '` N-FAC DC DN TW DO DE HWO HWI ***�**+.*��*�****�*********�*��*********��*****�****************************** 0_78 1 .63 17.75 * 0.012 0.37 0.45 1.90 1 .90 1.61 1.63 0.51 0.79 1 .59 17.71 * 0.012 0.38 0.45 1.87 1.87 1 .57 1.59 0.51 0_80 1 .62 17_74 * 0.012 0.38 0.45 1. 90 1.90 1.60 1 .62 0.52 0.81 1.64 17_76 * 0.012 0.38 0.46 1.92 1.92 1 .62 1 .64 0.52 0.82 1.67 17.79 * 0.012 0.38 0.46 1.95 1_95 1 .65 1.67 0.52 0.83 1.70 17.82 * 0.012 0.39 0.46 1.97 1 .97 1 .68 1 .70 0.53 � 0.84 1.72 17.84 * 0.012 0.39 0.47 2 .00 2 .00 1_70 1.72 0_53 0.85 1.75 17.87 * 0.012 0.39 0.47 2 .02 2 .02 1.73 1.75 0.53 0.85 1.78 17.90 * 0.012 0.39 0.47 2 .05 2 .05 1.76 1.78 0.53 0.86 1 .81 17.93 * 0.012 0.39 0 .47 2 .07 2 _07 1.79 1.81 0.54 0.87 1.84 17.96 * 0.012 0_40 0 .48 2_10 2 .10 1.81 1.84 0.54 �� 1 - c:��C� PIPE N0.12 : 113 LF - 12"CP @ 0.25$ OUTLET: 16.12 INLET: 16.40 INTYP: 5 JUNC N0.12 : OVERFLOW-EL: 19.10 BEND: 30 DEG DIA/WIDTH: 2 .0 Q-RATIO: 0 .20 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *********************�*****��************�*****�**********�******�************ 0.59 1.39 17.79 * 0.012 0.33 0.39 1.63 1.63 1_38 1.39 0 .44 0.60 1.35 17 .75 * 0.012 0.33 0.39 1 .59 1.59 1 .34 1.35 0.44 0.61 1.37 17.77 * 0.012 0.33 0.39 1.62 1 .62 1.36 1_37 0.44 0.61 1.40 17.80 * 0.012 0.33 0.39 1.64 1.64 1.39 1.40 0.44 0.62 1.43 17.83 * 0.012 0_33 0.40 1.67 1.67 1.42 1.43 0.45 0.63 1.46 17.86 * 0.012 0.33 0.40 1.70 1 .70 1 .45 1.46 0.45 0.63 1.48 17.88 * 0.012 0.34 0.40 1.72 1 .72 1.47 1 .48 0.45 0.64 1.51 17.91 * 0.012 0.34 �.40 1.75 1.75 1 .50 1.51 0.46 0.65 1.54 17 .94 * 0.012 0.34 0.40 1.78 1.78 1 .53 1.54 0.46 0.65 1.57 17 .97 * 0.012 0_34 0.41 1 .81 1 .81 1 .56 1 .57 0.46 0. 66 1. 60 18.00 * 0.012 0.34 0 .41 1.84 1.84 1 .59 1.60 0 .46 ��. -- �� I PIPE N0.13 : 94 LF - 12"CP @ 0_26$ OUTLET: 16.40 INLET: 16 .64 INTYP: 5 �UNC N0.13 : OVERFLOW-EL: 19. 80 BEND: 15 DEG DIA/WIDTH: 2 .0 Q-RATIO: 0.38 Q(CFS) HV1(FT) Hi�2 ELEV. * N-FAC DC DN TW DO DE HWO HWI *��.*�*�**�*****�:*,:**x��**�**�**,:��*��******�****,c*********+**�****t******** 0.49 1 .18 17 . 82 * C�.012 0 . 30 0.35 1 .39 1 .39 1.17 1.18 0_40 0 .50 1 .13 17 .77 * 0.012 0.30 0.35 1 .35 1 .35 1 . 12 1.13 0.40 0 .51 1 .16 17 .80 * 0.012 0.30 0.35 1.37 1.37 1 .15 1.16 0.40 0 .51 '�.19 17 .83 * 0.012 0.30 0.35 1 .40 1 .40 1 .18 1 .19 0.40 0.52 1.21 17.85 * 0.012 0.30 0.36 1 .43 1 .43 1 .21 1.21 0.41 0.52 1.24 17 .88 * 0.012 0.30 0.36 1.46 1 _46 1.23 1.24 0.41 0.53 1.27 17 .91 * 0.012 0.31 0. 36 1 .48 1 .48 1 .26 1.27 0.41 0.53 1 .30 17 .94 * 0.012 0.31 0. 36 1 .51 1.51 1 .29 1_30 0.41 0.54 1.33 17.97 * 0.012 0 .31 0.36 1.54 1.54 1.32 1.33 0.42 0. 54 1.36 18 .00 * 0.012 0 .31 0.37 1 . 57 1 .57 1.35 1.36 0.42 0. 55 1.39 18 .03 * 0.012 0 .31 0.37 1 .60 1.60 1.38 1.39 0 .42 �� '� ' ��"� PIPE N0.14 : 110 LF - 12"CP @ 0.25$ OUTLET: 16.64 INLET: 16.92 INTYP: 5 JUNC N0.14: OVERFLOW-EL: 19 .80 BEND: 0 DEG DIA/WIDTH: 2 . 0 Q-RATIO: 0.74 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI x**�*******�*�*****��***�*�*�*�*******************��*************************** 0. 36 0.91 17 .83 * 0.012 0 .25 0.30 1.18 1.18 0.91 0.91 0.33 0.36 0.87 17 .79 * 0.012 0 .25 0.30 1 .13 1 .13 0.86 0.87 0 .34 0.37 0. 90 17 .82 * 0.012 0.25 0.30 1.16 1 .16 0.89 0.90 0.34 0.37 0.92 17 .84 * 0.012 0.26 0.30 1 .19 1 .19 0.92 0.92 0.34 0_37 0. 95 17 . 8? * 0.012 0.26 0.30 1 .21 1 .21 0.95 0.95 0.34 0.38 0. 98 1� .90 * 0.012 0.26 0.30 1 .24 1 .24 0.98 0.98 0.34 0.38 1 .01 17 .93 * 0.012 0.26 0.31 1.27 1 .27 1 .01 1.01 0.35 0.39 I .04 17 .96 * 0.012 0.26 0.31 1.30 1 .30 1.03 1.04 0.35 0.39 � .06 17 .98 * 0.012 0.26 0.31 1. 33 1 .33 1.06 1.06 0. 35 0.39 1 . 09 18.01 * 0.012 0.26 0.31 1 .36 1 .36 1.09 1.09 0_35 0 .40 1 .12 18.04 * 0.012 0.27 0.31 1 .39 1 .39 1.12 1.12 0.36 ��'�� y �i�i.� � PIPE N0.15: 110 LF - 12"CP @ 0.25$ OUTLET: 16 .92 INLET: 17. 19 INTYP: 5 JLTNC N0.15: OVERFLOW-EL: 19.80 BEND: 0 DEG DIA/WIDTH: 2 .0 Q-RATIO: 1 .88 Q(CFS) HVd(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *******�***.x**�**��***��***�*�*********************�************************* 0 .21 0. 65 17 .84 * 0.012 0.19 0.23 0.91 0.91 0.65 0.65 0.25 ' 0 .21 0.60 17.79 * 0.012 0. 19 0.23 0.87 0.87 0.60 0.60 0.25 0_21 0.63 17.82 * 0.012 0.19 0.23 0 .90 0.90 0 .63 0.63 0.25 0_21 0.66 17.85 * 0.012 0.19 0.23 0 .92 0.92 0.66 0.66 0.25 � 0.22 0.69 17 .88 * 0.012 0.20 0.23 0 .95 0.95 0.69 0.69 0.26 0.22 0.72 17.91 * 0.012 0 .20 0.23 0.98 0.98 0.72 0 .72 0.26 ' 0.22 0.75 17 .94 * 0.012 0 .20 0.23 1.01 1 . 01 0.75 0.75 0.26 0.22 0 .77 17 .96 * 0.012 0.20 0.24 1.04 1 . 04 0.77 0.77 0.26 , 0.22 0. 80 17 .99 * 0.012 0.20 0.24 1.06 1 .06 0.80 0.80 0.26 0 .23 0 . 83 18. 02 * 0.012 0.20 0.24 1 .09 1 . 09 0 .83 0.83 0 .26 0 .23 0 .86 18 .05 * 0 .012 0.20 0.24 � . -_ 1 . �2 �� . �5 G . 86 0 . 26 G�.�� L�� l PIPE N0.16 : 88 LF - 12"CP @ 0.25$ OUT=FT: 1"% . i9 I^�LEI': �; .=�1 II;TYP: 5 i rn^j u1•; �..,i }�1,,� -E'�. . - -•.1_p�r' -�r� DIv� �?�� :�" ��'�C H;';I **********************************************************#******************** 0.07 0.44 17.85 * 0.012 0.11 0.14 0.65 0 .65 0.44 0.44 0.14 0.07 0.39 17.80 * Q.012 0.11 0.14 Q.60 0.60 0.39 0.39 0.15 0.07 0.42 17.83 * 0.012 0.11 0.14 0.63 0.63 0.42 0.42 0_15 0.07 0.45 17 .86 * 0.012 0.12 0.14 0.66 0.66 0.45 0.45 0.15 0.07 0.48 17 .89 * 0.012 0.12 0.14 0. 69 0.69 0.48 0.48 0.15 0.08 0.51 17 .92 * 0.012 0.12 0.14 0.72 0.72 0.51 0.51 0_15 O.OS 0.54 17 .95 * 0.012 0.12 0.14 0.75 Q.75 0.54 0.54 O.Z5 0.08 0.56 17 .97 * 0.012 0.12 0.14 0.77 0.77 0.56 0.56 0. 15 0.08 0.59 18.00 * 0.012 0.12 0.14 0_80 0.80 0 .59 0.59 0. 15 0.08 0.62 18.03 * 0.012 0.12 0.14 0.83 0.83 0.62 0.62 0.15 0.08 0.65 ?8.06 * 0.012 0_12 0.14 0.86 0.86 0.65 0.65 0.15 ��4�f� - Z� �j �� ► � -��' BACKL^1ATER COMPUTER PROGR.r'�Q FOR PIPES Pipe data from file:11010-2.bwp Surcharge condition at intermediate junctions '�'ailwa�er Elevation:l7.49 feet D�scharge Rar_ge:0.9 to 1.9 Step of 0.1 [cfsJ Overflow Elevation:20.3 feet 6�Te i r:NONE Channel Vdidth:3 . feet (`j1� �L9 ` �i� �7� PIPE N0. 1: 125 LF - 15"CP @ 0 .25� OUTLET: 14.71 INLET: 15.02 INTYP: 5 JUNC NO_ 1: OVERFLOVJ-EL: 20.70 BENI?: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.06 Q(CFS) HVd(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *�*�*��*�*�**�****�****�**�***********�***************************�***�******* 0.90 2 . 51 17 .53 * 0.012 0.38 0.44 2.78 2 .78 2 .50 2 .51 0.50 1. 00 2 .50 17.52 * 0.012 0.40 0.46 2.78 2 .78 2 .50 2.50 0.53 1.10 2 .51 17.53 * 0.012 0.42 0.49 2 .78 2 .78 2 .50 2 .51 0.56 1.20 2 .52 17.54 * 0.012 0.44 0.51 2.78 2 .78 2 .51 2.52 0.59 1.30 2 .52 17.54 * 0.012 0.46 0.53 2 .78 2 .78 2 .51 2 .52 0.61 1.40 2 .53 17 .55 * 0.012 0.47 0.56 2 .78 2.78 2 .52 2.53 0.64 1 .50 2 .54 17 .56 * 0.012 0.49 0.58 2.78 2 .78 2 .53 2.54 0.66 1 .60 2 .55 17 .57 * 0.012 0.51 0.60 2.78 2 .78 2 .54 2.55 0. 68 1 .i0 2 .56 1i . 58 * O.Q12 0.52 0.62 2 .78 2 .78 2 .54 2.56 0.71 1 . 80 2 .58 17 .6Q * 0.012 0.54 0.64 2 .78 2 .78 2 .55 2.58 0.73 1 . 90 2 .59 1� . 61 * 0.012 0.55 0.66 2 .78 2 .78 2 .56 2 .59 0.75 �� P�PE P10. 2 : 99 LF - i5"CP @ 0.25$ OUTLET: 15.02 INLET: 15.27 INTYP: 5 JUNC N0. 2 : OVERFLOj�vT-EL: 20.70 BENDc 0 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.08 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *�*******************��******************************************************** 0. 85 2.29 17 .56 * 0.012 0.37 0.42 2 .51 2 .51 2.28 2 .29 0.49 0.94 2 .28 17 .55 * 0.012 0 .39 0.45 2 .50 2 _50 2_27 2.28 0.52 1.04 2 .29 17 .56 * 0.012 0.41 0.47 2 .51 2 .51 2.28 2.29 0.54 1.13 2.30 17 .57 * 0.012 0.42 0.49 2.52 2 .52 2.29 2.30 0.57 1.23 2 .32 17.59 * 0.012 0.44 0.51 2 .52 2 .52 2 .31 2.32 0.59 1.32 2 .33 17.60 * 0.012 0.46 0.54 2 .53 2.53 2.32 2.33 0.62 1.42 2 .35 17.62 * 0.012 0.48 0.56 2.54 2 .54 2.33 2 .35 0.64 1.51 2 .37 17.64 * 0.012 0.49 0.58 2.55 2 .55 2 .35 2 .37 0.66 1.60 2 .38 17 .65 * 0.012 0.51 0.60 2.56 2 .56 2.37 2 .38 0.68 1.70 2 .40 17.67 * 0.012 0.52 0 .62 2.58 2 .58 2.38 2 .40 0.71 1 .79 2 .43 17 .70 * 0.012 0.54 0.64 2.59 2 .59 2 .40 2 .43 0.73 C--�r� �� (.�- � �� PIPE N0. 3 : 102 LF - 15"CP @ 0_25$ OLTTLET: 15.27 INLET: 15.53 INTYP: 5 JUNC N0. 3 : OVERFLOW-EL: 20.70 BEND: 0 DEG DIA/WIDTH: 4 .0 Q-RATIO_ 0.30 Q(CFS) HtatFT) HW ELEV. * N-FAC DC DN T4a DO DE HWO HWI ��***>�_**��**�*�*��*��*��*�************�**,�*******�********************* 0.79 2 .04 17.57 * 0.012 0 _35 0.41 2 .29 2 _29 2 _04 2 .04 0_47 ' 0.87 2 . 04 17 .57 * 0.012 0 .37 0.43 2 .28 2 .28 2. 03 2.04 0.49 0.96 2 . 05 17 .58 * 0.012 0.39 0.45 2 .29 2 .29 2 . 05 2 .05 0.52 ' ' .05 2 . 07 17.60 * 0.012 0.41 Q.47 2 .30 2 .30 2 .07 2.07 0.54 '� I il 1 . 14 2 .09 17 .62 x 0.012 0.42 0.49 2 .32 2 .32 2 . 08 2.09 0.57 1 .22 2.11 17.64 * 0.012 0.44 0.51 2.33 2 .33 2 .10 2 .11 0.59 1 .31 2 .13 17 .66 * 0.012 0 .46 0.53 2 .35 2 .35 2 .12 2 .13 0 .61 1 .40 2. 15 17.68 * 0.012 0 .47 0.55 2.37 2 .37 2 .15 2 .15 0.63 = .48 2 .18 17.71 * 0.012 0.49 0.57 2 .38 2 .38 2 .17 2 .18 0. 65 � .57 2 .21 17 .74 * 0.012 0.50 0.59 2.46 2.40 2 .20 2 .21 0. 67 i . 66 2 . 2? 17 .76 * 0.012 0.52 0.61 2.43 2 .43 2 .22 2 .23 0. 69 �� ?�� - �✓.� �� PIFE �:0. 4 : '�02 LF - 12"CP @ 0.25$ OUTLET: 15.53 INLET': 15.79 INTYP: 5 �, JJNC NO. 4 : OV:.RFLO�ti'-EL: 20.7� BEND: 0 DEG DIA/WIDTH: 2 .0 Q-RATId_ 0_09 I Q(CFS) Ntiti(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI �� <��*****��*�**��**x*****�*��****************************�******�*********** ' 0 . 60 1 _82 17 .61 � 0 .012 0 .33 0.39 2 .04 2 .04 1. 81 1.82 0.44 '� C . 67 1 . 82 17 . 61 * 0.012 0 .35 0.41 2.04 2 .04 1.81 1.82 0 .46 �', 0 . 74 1 . 84 17 .63 * 0.012 0 .36 0.43 2. 05 2 .05 1. 83 1_84 0 .49 � G .81 1 . 8% 17 .66 * 0.012 0 .38 0.45 2. 07 2 .07 1.85 1 .87 0 . 51 I G .8? 1 .89 17 .68 * 0.012 0.40 0.47 2. 09 2. 09 1.88 1 .89 0.53 0 .94 1.93 17.72 * 0.012 0.41 0.49 2 . 11 2 . 11 1 .91 1.93 0.56 � .01 1 .96 17.75 * 0.012 0.43 0.52 2.13 2 .13 1.94 1 .96 0.58 "- .08 2 .00 17 .79 * 0.012 0.44 0.54 2 .15 2 .15 1.97 2 .00 0. 60 ' '_.14 2 .03 17 .82 * 0.012 0.46 0.56 2 . 18 2 .18 2 .01 2 .03 0. 62 L 21 2 .07 17 .86 * 0.012 0.47 0.58 2.21 2 .21 2 .05 2 .07 0.64 1.28 2 .12 17 .91 * 0.012 0.48 0. 60 2 .23 2.23 2 .09 2 .12 0. 66 �i�J � " �1� �% PIPE NO. 5: 66 LF - 12"CP @ 0.24� OUTLET: 15.79 INLET: 15 .95 INTYP: 5 JUNC NO. 5: OVERFLOW-EL: 2Z.50 BEND: 0 DEG DIA/WIDTH: 2 .0 Q-RATIO: 0.17 Q(CFS? HW(FT) HI�d ELEV. * N-FAC DC DN TW DO DE HWO HWI **��***�*****************�*****�******************�********�******************* 0. 55 1. 69 17.64 * 0.012 0.31 0.38 1.82 1 .82 1.68 1.69 0.42 0.62 1 .68 17.63 * 0.012 0.33 0.40 1.82 1 .82 1. 67 1.68 0.44 0.68 1.71 17 .66 * 0.012 0 .35 0.42 1.84 1.84 1.70 1.71 0.47 0 .74 1 .74 17.69 * 0.012 0.36 0.44 1_87 1.87 1 .73 1.74 0.49 G .80 1 .78 i7 .73 * 0.012 0.38 0_46 1. 89 1.89 1.76 1.78 0.51 0 .86 1 .82 17 .;7 * 0.012 0.39 0.48 1.93 1. 93 1 .80 1 .82 0.53 0 .92 1 .86 17 .81 * 0.012 0.41 0.50 1.96 1. 96 1 .84 1 .86 0.55 0.99 1 .90 17 .85 * 0.012 0.42 0.52 2.00 2 .00 1.88 1 .90 0 .57 i .05 1 .95 17.90 * 0.012 0.44 0.54 2 .03 2 .03 1.92 1 .95 0.59 1 .11 2 .00 17 .95 * 0.012 0.45 0.55 2.07 2 .07 1 .97 2 .00 0.61 1_17 2 .05 18.00 * 0.012 0.46 0.57 2.12 2 .12 2 .02 2 .05 0.63 �/� �� `- �� PIPE N0. 6: 100 LF - 12"CP @ 0 .26$ OUTLET: 15.95 INLET: 16.21 INTYP: 5 ,'UNC N0. 6 : OVERFLOW-EL: 20.;0 BEND: 0 DEG DIA/WIDTH: 2 .0 Q-RATIO: 0_59 Q(CFS) HW(FT) HV1 ELEV. * N-FAC DC DN TW DO DE HWO HWI �x�****�*********�*******�*********************************�******************� 0.47 1.46 17.67 * 0.012 0.29 0.34 1. 69 1 .69 1_45 1.46 0.39 0 .53 1 .45 17.66 * 0.012 0.31 0.36 1. 68 1.68 1.44 1.45 0.41 0 .58 1.48 17 .69 * Q.012 0.32 0.38 1.71 1.71 1.47 1.48 0.43 0 _63 1 .52 17 .73 * 0.012 0.34 0.39 1_74 1.74 1.51 1.52 0.45 0.68 1 .56 17 .77 * 0.012 0.35 0.41 1.78 1.78 1.55 1.56 0.47 0.74 1 .61 17 .82 * 0.012 0.36 0.43 1.82 1_82 1.59 1.61 0.49 0.79 1 .66 17 .87 * 0.012 0.38 0.45 1.86 1 .86 1.64 1.66 0.51 0.84 1.71 17.92 * 0.012 0.39 0.46 1.90 1 .90 1.69 1.71 0.53 0.90 1.77 17.98 * 0.012 0.40 0.48 1.95 1.95 1.74 1.77 0.55 0.95 1.82 18.03 * 0.012 0.41 0.49 2 .00 2 . 00 1 .80 1.82 0.57 1_00 1.89 18.10 * 0.012 0.43 0.51 2 .05 2 . 05 1.86 1 .89 0. 59 , G� �� - �� -�� PIPE NO. 7 : 103 LF - 12"CP @ 0.24$ OUTLET: 16.21 INLET: 16 .46 INTYP: 5 �UNC N0. 7 : OVERFLOW-EL: 20.80 BEND: 0 DEG DIA/WIDTH: 2 .0 Q-RATIO: 0.26 Q(CFS} HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *,�«******�**�******�*********************�***********,r************,r*********** 0.30 1.22 17 .68 * 0.012 0.23 0.27 1.46 1 .46 1.22 1.22 0.30 0.33 1.21 17 .67 * 0.012 0 .24 0.29 1.45 1.45 1.21 1.21 0.32 0.36 1.25 17 .71 * 0.012 0.25 0.30 1.48 1.48 1.24 1 .25 0.34 0.40 1.29 17.75 * 0.012 0.27 0.32 1.52 1 .52 1.28 1.29 0.35 0.43 1.33 17.79 * 0.012 0.28 0.33 1.56 1.56 1.33 1_33 0.37 0.46 1.38 17.84 * 0.012 0.29 0.34 1.61 1 .61 1.37 1.38 0.38 0.50 1.43 17.89 * 0.012 0.30 0.35 1 .66 1 .66 1.43 1 .43 0.40 0.53 1.49 17.95 * 0.012 0.31 0.37 1 .71 1 .71 1.48 1.49 0.41 0.56 1.55 18.01 * 0.012 0.32 0.38 1.77 1 .77 1.54 1.55 0.42 0.60 1.61 18.07 * 0.012 0.33 0.39 1.82 1 .82 1.60 1.61 0.44 O . E3 1 . 67 18.13 * 0.012 0.34 0.40 1.89 1 . 89 1.66 1.67 0.45 �� ' _ �,� '�-'�7 PIP� PdO. 8: 100 �F - 12"CP @ 0.25$ OUTLET: 16 .46 INLET: 16 .71 INTYP: 5 JtJNC NO. 8: OVERFLOW-EL: 20.70 BEND: 0 DEG DIA/WIDTH: 2 .0 Q-RATIO: 2.13 Q(CFS) HW(FT) I-A�J ELEV. * N-FAC DC DN TW DO DE HWO HVJI . . *�.***��*�********�**��***,r**�**.********�*********�*�***+******�************ 0.24 0 .98 17 .69 * 0.012 0.20 0.24 1 .22 1 .22 0. 98 0.98 0.27 0.26 0. 97 17 .68 * 0.012 0.22 0.25 1 .21 1 .21 0. 97 0.97 0.29 0.29 1.01 17.72 * 0.012 0.23 0.27 1 .25 1 .25 1.01 1.01 0.30 � 0.32 1. 05 17.76 * 0.012 0.24 0.28 1 .29 1 .29 1.04 1.05 0_31 0.34 1 . 09 17.80 * 0.012 0.25 0.29 1.33 1 .33 1.09 1 .09 0.33 I 0.37 1.14 17.85 * 0.012 0.26 0.30 1.38 1 .38 1.14 1 .14 0_34 I 0 .39 1.20 17 .91 * 0.012 0.26 0_31 1.43 1 .43 1 .19 1.20 0.35 �' 0 .42 1 .26 17 .97 * 0.012 0.27 0.32 1.49 1.49 1.25 1.26 0.37 0 .45 1.32 18.03 * 0.012 0.28 0.33 1.55 1.55 1.31 1.32 0.38 0 .47 1 .38 18.09 * 0.012 0.29 0.34 1.61 1.61 1 .37 1.38 0.39 ' 0 . 50 - .45 18 .16 * 0.012 0.30 0.35 1.67 1.67 1 .44 1_45 0.40 ! ��`�'� - ��''�-' PIPE NO. 9 : 98 LF - 12"CP @ 0.24$ OUTLET: 16 .71 INLET: 16 .95 INTYP: 5 J?JNC ^d0. 9 : OVERFLOTi�-EL: 19.70 BEND: 90 DEG DIA/WIDTH: 2.0 Q-RATIO: 2 .20 Q(CFS) HGd(FT) H�iV ELEV. * N-FAC DC DN TW DO DE HWO HWI I �+*�******+��*��.��********+***************+***,r******************************* � 0.08 0.75 17.70 * 0.012 0.12 0.14 0.98 0.98 0.75 0.75 0.15 ', 0.08 0.74 17.69 * 0.�12 0.12 0.15 0.97 0.97 0.74 0.74 0.16 �, 0.09 0.78 17 .73 * 0.012 0.13 0.15 1 .01 1. 01 0.78 0.78 0.17 0.10 0.81 1? .76 * 0.012 0 .13 0. 16 1 .05 1 .05 0.81 0.81 0.17 0 . 11 0.86 17 .81 * 0.012 0 . 14 0. 17 1 .09 1 .09 0.86 0.86 0.18 0 . 12 0. 91 17 .86 * 0.012 0.15 0.17 1 . 14 1.14 0.91 0.91 0.19 0 . 13 0.96 17 .91 * 0.012 0.15 0.18 1.20 1 .20 0. 96 0.96 0.19 0.13 1.02 17 .97 * 0.012 0.15 0. 18 1 .26 1 .26 1 .02 1.02 0.20 0.14 1_08 18.03 * 0.012 0.16 0. 19 1 .32 1.32 1.08 1.08 0.21 0. 15 1 . 14 18. 09 * 0.012 0. 16 0 .20 1 .38 1 .38 1 . 14 1 .14 0 .21 0.16 1.21 18 .16 * 0.012 0 .17 0.20 1.45 1 .45 1.21 1.21 0.22 �� PIPE N0.10 : 90 LF - 12"CP @ 0.26$ OUTLET: 16.95 INLET: 17 .18 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *�*******************************�**�***************�**********�*************** 0.02 0.53 17 .71 * 0.012 0. 07 0.08 0.75 0.75 0.53 0.53 0.08 0.03 0.52 17.70 * O.OI2 0.07 0.09 0.74 0.74 0 .52 0.52 0.09 0.03 0.56 17 .74 * 0.012 0.07 0.09 0_78 0.78 0.56 0.56 0.09 0.03 0.59 17.77 * 0.012 0.08 0.09 0.81 0.81 0.59 0.59 0.10 0.03 0.64 17 .82 * 0.012 0.08 0_10 0.86 0.86 0. 64 0.64 0.10 0.04 0. 69 17 .87 * 0.012 0.08 0.10 Q.91 0.91 0. 69 0.69 0.10 0.04 0.74 17 .92 * 0.012 0.09 0.10 0.96 0.96 0.74 0 .74 0.11 0.04 0_80 �7.98 * 0.012 0.09 0 . 11 1.02 1.02 0.80 0 .8Q 0 . 11 0.04 0.85 18.03 * 0.012 0.09 0.11 1.08 1.08 0_85 0.85 0 . 11 0.05 0.92 18.10 * 0.012 0.09 0.11 1.14 1.14 0.92 0 .92 0.12 0.05 0.99 18.17 * 0.012 0 .10 0.12 1 .21 1.21 0.99 0.99 0 . 12 i/�/� - � �� '�� -j�'�� BFCKi��'�.TER COP�IPU';'ER PROGRAI" FOR PIPES Pipe data from file:11010-3.bwp ' Surcharge condition at intermediate junctions Tailwater Elevation:l8.l feet Discharge Range:0.06 to 0.06 Step of 0.06 [cfs] G�aerflow Elevation:20.3 feet �^Je i r:NONE Char.nei ��?_dtr:3 . feet C:� �' �'1 - �� -�I--l`� PIPE T.JO. l : 83 LF - 12"CP @ 2 .23$ OUTLET: 15 .95 INLET: 17 . 80 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *x+�***�**�***********�**�*�*�**��*******************�************************* 0 .06 0 .31 1R . 11 * 0.012 O .1G G.08 2 . 15 2 .15 0 .31 0 .31 0 . 12 �� ,�� _ o� B�Ch:�^�ATER COi�IPUTER PROGRAM FOR PIPES ?ipe data from file:11010-4.bwp Surcharge condition at intermediate junctions Ta�lwater Elevation:l6.97 feet Discharge Range:4.99 to 5.99 Step of 0.1 [cfs] Overflow Elevation:20.2 feet Weir:NONE Chanrel SV�dth:3 . feet tL - 11 FIFE P;O. � . 10? L_ - 24"CP @ 0 .25$ OUTLET: 13 .82 INLET: 14.09 INTYP: 5 I JJiVC N0. 1 : OVERF�OW-EL: 21 .80 BEND: 0 DEG DIA/WIDTH: 4 .0 Q-RATIO: 0_06 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HiiVO HV]I � �tx*��***��**��*�*�*�**�***�**********�****�**�********************�***�*� 4 .99 2 .96 17 . 05 * 0.012 0.79 0.89 3 .15 3 .15 2 .93 2 .96 1 .07 ' 5 .09 2 .95 17 .04 * 0.012 0.80 0.90 3 .15 3 .15 2 .93 2 .95 1.08 ' 5 . 19 2.96 17 .05 * 0.012 0.81 0.91 3 . 15 3 .15 2 .93 2 .96 1.09 5 .29 2.96 17 .05 * 0.012 0.82 0.92 3 . 15 3 .15 2 .93 2 .96 Z .10 5 .39 2.96 17 .05 * 0.012 0.82 0.93 3 .15 3 .15 2 .93 2 .96 1 .12 5.49 2.97 17 .06 * 0.012 0.83 0 .94 3 .15 3 .15 2 .93 2 .97 1.13 5 . 59 2.97 17 . 06 * 0.012 0.84 0.95 3 . 15 3 .15 2 _94 2 .97 1.14 5.69 2 .97 17. 06 * 0.012 �.85 0 .96 3 . 15 3 .15 2 .94 2 .97 1.15 5.79 2 . 98 17.07 * 0.012 0. 86 0.97 3 _15 3 .15 2 .94 2 .98 1 .16 5.89 2.98 17 .07 * 0.012 0.86 0.98 3 . 15 3 .15 2 .94 2.98 1 .17 5.99 2.98 17 . 07 * 0.012 0.87 0.99 3.15 3 .15 2 .94 2 .98 1.18 5 .99 2. 98 17.07 * 0.012 0.87 0_99 3 .15 3 . 15 2 .94 2.98 1.18 I �- / � PIPE N0. 2 : 145 LF - 24"CP @ 0.26$ OUTLET: 14.09 INLET: 14.46 INTYP: 5 JLTNC N0. 2: OVERFLOW-EL: 21.50 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.44 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI x*x*=�**��,r�***��*************�*�**�*�***�***�***�**�****�*�******,c*�******* 4.71 2 .66 17 .I2 * 0.012 0 .77 0 .86 2 .96 2 .96 2 .64 2 .66 1 .03 4 .80 2 .66 17 .12 * 0.012 0.78 0. 87 2 .95 2 .95 2. 64 2 .66 1 .04 4 .90 2 .66 17 .12 * 0.012 0 .78 0. 88 2.96 2 .96 2 .64 2 .66 1 .05 4 .99 2 .67 17 .13 * 0.012 0.79 0. 89 2.96 2 .96 2.65 2.67 1 .06 5.08 2 .67 17 .13 * 0.012 0.80 0.90 2 .96 2 .96 2 .65 2 .67 1. 07 5.18 2 .68 17 .14 * 0.012 0.81 0.91 2. 97 2 .97 2_66 2 _68 1. 08 5 .27 2 . 69 17.15 * 0.012 0.81 0.92 2 . 97 2 .97 2.67 2.69 1. 09 5 .37 2 .69 17.15 * 0.012 0.82 0.93 2. 97 2 .97 2.67 2.69 1. 10 5.46 2 .70 17.16 * 0.012 0.83 �.93 2 . 98 2 .98 2 .68 2 .70 1.11 5. 56 2 .71 17. 17 * 0.012 0. 84 0.94 2 .98 2 .98 2 .68 2 .71 1.12 5 .65 2 .71 17 . 17 * 0.012 0.84 0.95 2 .98 2 . 98 2 . 69 2 .71 1 .13 5 .55 2 .�"� 1% . 1; * 0.012 0. 84 0.95 2 . 98 2 .98 2 . 69 2 .71 1.13 �l� -'► � PIPi N0. 3 : 126 LF - 18"CP @ 0.25� OUTLET: 14.46 INLET: 14.78 INTYP: 5 JLTNC N0. 3 : OVERFLOW-EL: 21.50 BEND: 0 DEG DIA/WIDTH: 4 .Q Q-RATIO: 0.11 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI �******�*�*�******�*****�*********************�******************************** 3 .27 2 .49 17 .27 * 0.012 0 .69 0.82 2 .66 2 .66 2 .45 2 .49 0.95 � 3 .33 2 .49 1i .2? * 0.012 0 .70 0 . 83 2 .66 2 .66 2 .44 2 .49 0.96 3 .40 2 .50 17 .28 * 0.012 0 .71 0.84 2 .66 2.66 2 .45 2 .50 0.97 3.47 2 .51 17 .29 * 0.012 0.72 0.85 2 .67 2 . 67 2 .46 2 .51 0.98 3.53 2 .52 17 .30 * 0.012 0.72 0.86 2 .67 2 .67 2 .48 2 .52 0 .99 3 .60 2 .54 17 .32 * 0.012 0.73 0.87 2 .68 2 .68 2 .49 2 .54 1 . 00 3 . 66 2 .55 17 . 33 * 0.012 0.74 0.88 2 .69 2 . 69 2 .50 2 .55 1 .01 3 .73 2 .56 17 .34 * 0.012 0.74 0. 89 2 .69 2 .69 2 .51 2 .56 1 .02 3.79 2 .57 17 .35 * 0.012 0.75 0.90 2 .70 2 .70 2 .52 2 .57 1 .03 3 .86 2.59 17 .37 * 0.012 0.76 0.91 2 .71 2 .71 2 .53 2 .59 1.04 3 .92 2.60 17 .38 * 0.012 0.76 0.92 2 .71 2 .71 2 .54 2 .60 1 . 05 3 .92 2 .60 17 .38 * 0.012 0.76 0.92 2.71 2 .71 2 .54 2 .60 1. 05 i �--/c� PIPE NO. 4: 116 LF - 18"CP @ 0 .25� OUTLET: 14 .78 INLET: 15 .07 INTYP: 5 JL7NC NO. 4 : OVERFLOW-EL: 21.50 BEND: 0 DEG DIA/WIDTH: 4 .0 Q-RATIO: 0.53 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI **�*�*�*****************************�******************�***��***************** 2. 95 2 .33 17.40 * 0.012 0. 66 0.77 2 .49 2 .49 2 .28 2 .33 0.91 3 .00 2 .33 17 .40 * 0.012 0. 66 0.78 2 .49 2 .49 2.28 2 .33 0.92 3 .06 2 .35 17 .42 * 0.012 0. 67 0.79 2 .50 2 .50 2.29 2 .35 0.94 3.12 2 .37 17.44 * 0.012 0. 68 0.80 2 .51 2 .51 2_31 2 .37 0. 95 3 .18 2 .39 17.46 * 0.012 0.68 0.81 2 .52 2 .52 2 .32 2 .39 0.96 3 .24 2 .40 17 .47 * 0.012 0.69 0.82 2 .54 2 .54 2 .34 2 .40 0 .97 3 .30 2 .42 17 .49 * 0.012 0.70 0.82 2. 55 2 .55 2 . 36 2 .42 0 .98 3 .36 2 .44 17 .51 * 0.012 0 .70 0 .83 2 . 56 2 . 56 2 .37 2 .44 0 .99 3 .42 2 .46 17 .53 * 0.012 0 .71 0.84 2 .57 2 .57 2 .39 2 .46 1 .00 3 .48 2 .48 17 .55 * 0.012 0 .72 0.85 2.59 2 . 59 2 .41 2 .48 1 .01 ' 3 _54 2 .50 17 .57 * 0.012 0.72 0.86 2 .60 2 . 60 2 .42 2 .50 1 . 02 3 .54 2 .50 1i .57 * 0.012 0.72 0.86 2 .60 2 . 60 2 .42 2 .50 1 . 02 ' 2-1 -� � PIPE NO. 5 : 117 LF - 18"CP @ 0.25$ OUTLET: 15.07 INLET: 15.36 INTYP: 5 �� JLTIJC NO. 5 : OVERFLOW-EL: 21.70 BEND: 3 DEG DIA/WIDTH: 4 .0 Q-RATIO: 0 .17 I Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN Ti�a DO DE HWO HWI , *�***x*.***********,�*�***********�***********************,r*�**�***�*�********** ', 1 .92 2 .10 17.46 * 0.012 0.53 0.61 2.33 2 .33 2 . 08 2 .10 0.71 � 1 .96 2 .10 17 .46 * 0.012 0.53 0.61 2 .33 2 .33 2. 08 2 .10 0.72 2 .OQ 2 .11 17 .47 * 0.012 0.54 Q.62 2 .35 2 .35 2 . 10 2 . 11 0.73 'I 2 .04 2 .13 17 .49 * 0.012 0.54 0.63 2.37 2 .37 2 .12 2 .13 0.74 ' 2.08 2 .15 17 .51 * 0.012 0.55 0.63 2.39 2 .39 2.14 2 .15 0.74 � 2.12 2.17 17 .53 * 0.012 0 .55 0.64 2 .40 2 .40 2 .15 2.17 0.75 I 2 .16 2.20 17.56 * 0.012 0.56 0.65 2 .42 2 .42 2 .17 2 .20 0.76 ' 2 .19 2.22 17.58 * 0.012 0.56 0.65 2.44 2.44 2 .20 2 .22 0.77 2 .23 2.24 17. 60 * 0.012 0.57 0.66 2 .46 2 .46 2 .22 2 .24 0.77 2 .27 2 .26 17 .62 * 0.012 0.57 0.67 2 .48 2 .48 2 .24 2 .26 0 .78 2 . 31 2 .28 17 . 64 * 0.012 0. 58 0.6i 2 .50 2 . 50 2 .26 2 .28 0 .79 2 . �1 2 .28 `�7 .64 * 6.012 0. 5� 0 . 6? 2 . 5G 2 . 50 2 .26 2 .28 0 .79 �� ( P=PE TdO. 6: 117 LF - 18"CP @ 0.42� OU`:'LET: 15 .36 IPJLET: 15 .85 IIvTYP: 5 JUiVC NO. 6: OVERFLOW-EL: 21.20 BEND: 3 DEG DIA;TdJIDTH: 4 .0 Q-RATIO: 1 .4� Q{CFS) H6V(FT) HW ELEV_ * N-FAC DC DN TW DO DE HWO H�^�I x�+*�*********************��**��***************�*****�****�***************�x�x 1.65 1 . 66 17 .51 * 0.012 0 .49 0.49 2.10 2 .10 1. 64 1.66 0. 66 1 . 58 1 . 65 1? . 50 * 0 .012 0 .49 0 .49 2 . 10 2 _10 1 . 63 1 . 55 0 . 6� 1 .71 1. 67 17.52 * 0.012 0.50 0. 50 2 . 11 2 .11 1. 65 1.67 0.68 ` 1.74 1.69 17 .54 * 0.012 0.50 0.50 2 .13 2.13 1.67 1.69 0.68 1.78 1.71 17.56 * O.Q12 0.51 0.51 2.15 2.15 1.69 1.71 0.69 1.81 1.74 17.59 * 0.012 0.51 0.51 2 . 17 2.17 1.71 1.74 0 .70 1.84 1.76 17.61 * 0.012 0.52 0.52 2 .20 2 .20 1 .74 Z.76 0 .70 1_88 1.78 17 .63 * 0.012 0.52 0.52 2.22 2.22 1 .76 1.78 0.71 1.91 1.81 17 .66 * 0.012 0.53 0.53 2 .24 2.24 1 .78 1.81 0 .72 1.94 1.83 17 .68 * 0.012 0.53 0.53 2 .26 2 .26 1 .80 1.83 0 .73 1.97 1.85 17 .70 * 0.012 0.53 0.54 2.28 2 .28 1 .83 1.85 0.73 1.97 1.85 17 .70 * 0.012 0.53 0.54 2 .28 2 .28 1 . 83 1 .85 0.73 �? � � Z� PIPE N0. 7 : 80 LF - 15"CP @ 0.25$ OUTLET: 15.85 �=VLET: '_6 . 05 INTYP: 5 JLTIQC NO. 7 : OVERFLOW-EL: 21 .2C BEND: 0 DEG DIA/4^�IDTH: 4.0 Q-RATIO: 0. 34 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TTn1 DO DE HWO HV�� *�**��*�*��******�**�**�*******,�+�****��*��*******�***�**��*******�********�** 0.66 1 .47 17 .52 * 0.012 0.32 0 .37 1.66 1.66 1.47 1.47 0.43 0.68 1.46 17 .51 * 0.012 0.33 0.38 1.65 1.65 1.46 1.46 0 .44 0.69 1.48 17 .53 * 0.012 0.33 0.38 1. 67 1 .67 1.48 1.48 0.44 0.70 1.51 17 .56 * 0.012 0.33 0.39 1 . 69 1.69 1.50 1.51 0.44 0.72 1.53 17.58 * 0.012 0.34 0.39 1.71 1.71 1.52 1.53 0 .45 0.73 1.55 17 .60 * 0.012 0.34 0.39 1.74 1.74 1.55 1.55 0 .45 0.74 1.58 17 .63 * 0.012 0_34 0.40 1.76 1 .76 1 .57 1.58 0 .46 0.76 1. 60 17 .65 * 0.012 0.35 0.40 1.78 1 .78 1 .59 1.60 0 .46 ' 0.77 1. 62 17.67 * 0.012 0.35 0.40 1.81 1.81 1 .62 1.62 0 .47 0 .78 1. 65 17.70 * 0.012 0.35 0.41 1 .83 1.83 1 .64 1.65 0.47 0.80 1 .67 17.72 * 0.012 0.35 0.41 1 .85 1 .85 1 .67 1. 67 0 .47 0 .80 1.67 17.72 * 0.012 0.35 0.41 1 . 85 1 .85 1 .67 1. 67 0 .47 I� !✓� -" �� i PIPE NO. 8: 86 LF - 15"CP @ 0.26$ OUTLET: 16.05 IPJLE'!: 16 .27 T_PJTYP: 5 JLTNC NO. 8: OVERFLOW-EL: 21.1� BEND: 90 DEG DIA/WIDTH: 4.0 Q-RATIO: 0 . 55 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO H`�^1I �*�*��*�*�*�***�*********�*�*�******************�**********�*�***************�* 0.50 1 .27 17 .54 * 0.012 0.28 0.32 1.47 1.47 1.26 1.27 0.37 0.51 0.42 16 .69 * 0.012 0.28 0.32 1.46 1 .46 0.32 0.42 0.38 0 . 51 1.28 1? .55 * 0 .012 0.28 0.33 1.48 1 .48 1.27 1.28 0.38 0 .52 1 .30 17 .57 * 0.012 0.29 0 .33 1.51 1.51 1.29 1.30 0.38 I��i 0.53 1. 32 17 .59 * 0.012 0.29 0.33 1.53 1.53 1.31 1.32 0.39 �I 0 .54 1.34 17 .61 * 0.012 0.29 0 .34 1 .55 1 .55 1.34 1.34 0.39 0.55 1. 37 17.64 * 0.012 0.30 0.34 1.58 1 .58 1.36 1.37 0.40 �, 0 .56 1.39 17.66 * 0.012 0.30 0.34 1.60 1 .60 1.38 1.39 0.40 0.57 1.42 17_69 * 0.012 0.30 0.35 1 .62 1.62 1.41 1.42 0_40 'i 0.58 1.44 17 .71 * 0.012 0.30 0.35 1 .65 1.65 1 .43 1.44 0.41 0.59 1 .47 17 .74 * 0.012 0.31 0.35 1 . 67 1 .67 1 .46 1.47 0 .41 I� 0.59 1 .47 17.74 * 0.012 0.31 0 .35 1 . 6� 1 . 67 1 .46 1.47 0 .41 � �� PIPE NO. 9: 41 LF - 12"CP @ 0.24$ OUTLET: 16.27 �NLET: 16 .3i IN'I'YP: 5 JUNC NO. 9: OVERFLOW-EL: 20.20 BEND: 0 DEG DIA/WIDTH: 2 .0 Q-RATIO: 0 . 8� Q(CFS) HW(FT) H44 ELEV. * N-FAC DC DN 'I`W DO DE HWO I-I�JdI *�******�*********�*****��*��**�**********************�************************ 0.32 1.17 17.54 * 0.012 0.24 0.28 1.27 1_27 1.17 1.17 0 .32 0 .33 0 .39 16 .;6 * 0.012 0.24 0 .28 0.42 Q.42 0 .35 0. 39 0 .32 i � 0 .33 1 .18 17 .55 * 0.012 0.24 0.29 1 .28 1 .28 1 .18 1.18 0.32 i � 0 .34 1.20 17 . 57 * 0.012 0.25 0.29 1 .30 1.30 1.20 1.20 0 .33 0 .35 1 .23 17.60 * 0.012 0.25 0 .29 1 .32 1 .32 1 .22 1.23 0.33 0.35 1.25 17 .62 * 0.012 0.25 0.30 1 .34 1.34 1 .25 1.25 0.33 0 .36 1.28 17 . 65 * 0.012 0.25 0 .30 1 .37 1 .37 1.27 1.28 0 .33 0 .36 1 .30 17 . 67 * 0.012 0.25 0 .30 1 .39 1 .39 1 .30 1.30 0 .34 0.37 1 .32 17 .69 * 0.012 0.26 0.30 1 .42 1.42 1 .32 1.32 0.34 0.38 1.35 17.72 * 0.012 0.26 0.31 1 .44 1_44 1 .35 1.35 0.34 0 .38 1 .38 17 .75 * 0.012 0.26 0 .31 1 .47 1.47 1 .37 1.38 0 .35 C .38 1 .38 1? .75 * 0.012 0.26 0 .31 1 .47 1.47 1 .37 1_38 0 .35 y � - �� PIPE N0.10: 80 LF - 12"CP @ 0_25$ OUTLET: 16 .37 INLET: 16.57 ZNTYP: 5 JUNC N0.10: OVERFLOW-EL: 20.20 BEND: 0 DEG DIA/WIDTH: 2 .0 Q-RATIO: 0.62 Q(CFS) HVd(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI **��x****�*�*�*****�**********�*�**��**�*+********�*********�****************** 0 .18 0.98 17 .55 * 0.012 0.18 0.21 1.17 1.17 0.98 0.98 0.23 0 .18 0 .28 16.85 * 0.012 0.18 0.21 0.39 0.39 0.24 0.28 0.23 0.18 0.99 17 .56 * 0.012 0 .18 0.21 1 .18 1 .18 0.99 0.99 0.24 0.19 1 .01 17.58 * 0.012 0.18 0.22 1 .20 1 .20 1.01 1.01 0.24 0 .19 1 .03 17.60 * 0.012 0.18 0.22 1 .23 1.23 1.03 1.03 0.24 0 .19 1 .05 17 .62 * 0.�12 0 .19 0.22 1.25 1 .25 1 .05 1.05 0 .24 0 .20 1 .08 17 .65 * 0.012 0.19 0.22 1.28 1 .28 1 .08 1.08 0 .25 0.20 1 .10 17 .67 * 0.012 0.19 0.22 1 .30 1 .30 1.10 1.10 0.25 0 .20 1 . 13 17 .70 * 0.012 0.19 0.22 1.32 1 .32 1_13 1.13 0.25 0 .21 1 .15 i7.72 * 0.012 0.19 0.23 1.35 1.35 1 .15 1.15 0 .25 0 .21 1 . 18 17.75 * 0.012 0. 19 0.23 1 .38 1.38 1 .18 1. 18 0.25 0 , 21 1 . 18 _ . .?5 * 0.0,2 0.19 0 .23 1 .38 1.38 1.18 1.18 0.25 �� ` ��1 PIP� P1G.11 : 8U L= - ��"CP l� 0 .25$ OUTLET: 16.57 INLET: 16.77 INTYP: 5 JUNC N0.11: OVERFLOW-EL: 20.20 BEND: 0 DEG DIA/WIDTH: 2 .0 Q-RATIO: 1.17 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI �*.********�*,r*******�*�***,r********�*�**********************�***************** 0.11 0.79 17_56 * 0.012 0.14 0 .17 0.98 0.98 0.79 0.79 0.18 0. 11 0.21 16.98 * 0.012 0.14 0.17 0.28 0.28 0.17 0.21 0.18 0. 11 0 .80 17.57 * 0.012 0.14 0.17 0.99 0.99 0.80 0.80 0.18 0.12 0.82 17.59 * 0.012 0.14 0.17 1.01 1.01 0.82 0.82 0.19 0.12 0_84 17 .61 * 0.012 0.15 0.17 1.03 1.03 0.84 0.84 0.19 0 . 12 0 .86 17.63 * 0.012 0.15 0.17 1.05 1 .05 0.86 0.86 0.19 0.12 0.88 17.65 * 0.012 0.15 0.18 1.08 1 .08 0.88 0.88 0.19 0.12 0.91 17 .68 * 0.012 0.15 0.18 1.10 1.10 0.91 0.91 0.19 Q.13 0 .93 17 .70 * 0.012 0.15 0. 18 1 .13 1.13 0.93 0.93 0.19 0. 13 0 .96 17.73 * 0.012 0.15 0.18 1 .15 1.I5 0 .96 0.96 0.20 0. 13 0. 99 17 .76 * 0.012 0 .15 0.18 1.18 1 .18 0.99 0.99 0.20 0. 13 0 . 99 1? .75 * 0 .012 0 .15 0. 18 1 . 18 1 . 18 0.99 0 .99 0. 20 �jl - �� r�I2� P;0. 1[ : 80 =F - 12"CP '? 0 .25$ GUiLET: "16 .?i IPdLET: 16 . 97 INTiP: 5 �i�_=j) �I;�;(_�Pl =;^1 �L=`:'. � _.-FF+C DC D'`: T�': �0 D= HWO HT�PII I �_*t*x* =*x�**x*�**_**x�**x#*��*.*�**x�xx*x�,*�**��x+ *�*x��****�************ ' 0.05 0 .60 17.57 * 0.012 0.10 0.12 0.79 0.79 0. 60 0.60 0.12 0 .05 0.14 17.11 * 0.012 0.10 0.12 0.21 0.21 0.12 0.14 0.12 0 .05 0 . 61 17 . 58 * 0.012 0.10 0.12 0. 80 0 .80 0. 61 0.61 0 .12 0.05 0. 63 17 .60 * 0.012 0.10 0.12 0_82 0.82 0 .63 0 .63 0.13 0.05 0.65 17 .62 * 0.012 0.10 0.12 0.84 0.84 0.65 0.65 0 .13 0.06 0.67 17 .64 * 0.012 0.10 0.12 0.86 0.86 0.67 0.67 0 .13 0. 06 0.69 17 .66 * 0.012 0.10 0.12 0.88 0.88 0.69 0 .69 0.13 0.06 0.72 17 .69 * 0 .012 0.10 0.12 0.91 0.91 0.72 0.72 0.13 0.06 0.74 17.71 * 0.012 0.10 0.12 0.93 0.93 0.74 0.74 0.13 0.06 0.77 17_74 * 0.012 0.10 0.13 0 .96 0.96 0.77 0.77 0. 13 0.06 0.80 17 .77 * 0.012 0.10 0.13 0 .99 0.99 0.80 0.80 0.13 0.06 0.8Q 17 .77 * 0_012 0 .10 0.13 0_99 0.99 0.80 0.80 0.13 ii�� --� �� T�� BACK[��:�TER COi�1PUTER PROGRAM FOR PIPES Pipe data from file:11010-5.bwp Surcharge conditior. at intermediate junctio-�s Tailwater Elevation:l7.17 feet Discharge Range:0.58 to 1.5� S�ep of 0 . 1 ;cfs] Overflow Elevation:l8.2 feet Weir:NONE Channel [niidth:3 . feet �!►� �'i- ' �/� � � PIPE N0. 1: 115 LF - 15"CP @ 0 .25� OUTLET: 14.46 I.Q�ET: 14 .�5 IPJTYP: � JUNC NO. 1: OVERFLOW-EL: 18.20 BEND: 0 DEG DIA/WIDTH: 2.0 Q-RATIO: 1 . 08 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO H't-'I **�*�*��***�****�******�*****�*********************************************�*� 0.58 2 .43 17.18 * 0.012 0.30 0.35 2 _71 2 .71 2.43 2 .43 0.40 0.68 2 .44 17.19 * 0.012 0 .33 0.38 2 .71 2 .71 2 .43 2 .44 0.44 0.78 2 .4� 1?.�9 * 0.012 0 .35 0.41 2 .71 2 .71 2 .43 2 .44 0.47 0.88 2 .45 17.20 * 0.012 0 .37 0.43 2 .71 2 .71 2 .44 2 .45 0 .50 0.98 2 .46 1? .21 * 0.012 0.39 0.46 2 .71 2 .71 2.44 2 .46 0 .53 1 .08 2 .46 17.21 * 0.012 0 .41 0.48 2 .71 2 .71 2.45 2 .46 0.56 1 .18 2 .47 17.22 * 0.012 0 .43 0.50 2 .71 2.71 2 .45 2 .47 0 .59 1.28 2.48 17.23 * 0.012 0.45 0.53 2 .71 2.71 2 .46 2 .48 0.62 1.38 2.49 17.24 * 0.012 0.47 0.55 2 .71 2 .71 2 .46 2 .49 0.64 1.48 2 .50 17.25 * 0.012 0.49 0.57 2 .71 2 .71 2 .47 2 .50 0.67 1 .58 2 .51 17.26 * 0.012 O.SQ 0.59 2 .71 2 .71 2 .48 2 .51 0.69 ��1� ` CC� 1'� PIPE NO. 2 : 126 LF - 12"CP @ 0 .25� OUTLET: 14 .75 INLET: 15.07 INTYP: 5 Q{CFS) HLV(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI �*�*�*�******��********�******************************************************* 0.28 2 .13 17 .2Q * 0.012 0 .22 0.26 2 .43 2.43 2 .13 2 .13 0.29 0.33 2 .13 17.20 * 0.012 0.24 0.28 2 .44 2 .44 2 .13 2 .13 0.32 0.38 2 .14 17.21 * 0.012 0.26 0.30 2 .44 2.44 2 .13 2 .14 0.34 0.42 2 .15 17 .22 * 0.012 0.27 0.32 2 .45 2.45 2 .14 2_15 0.37 0.47 2 .16 17.23 * 0.012 0.29 0.34 2 .46 2 .46 2 .15 2.16 0_39 0.52 2 .18 17 .25 * 0.012 0.30 0.36 2 .46 2 .46 2 .17 2. 18 0.41 0.57 2 .19 17 .26 * 0.012 0.32 0.37 2 .47 2.47 2.18 2 .19 0.43 0.62 2 .21 17 .28 * 0.012 0.33 0.39 2 .48 2 .48 2 .19 2.21 0.45 0.66 2 .22 17 .29 * 0.012 0_34 0.42 2 .49 2.49 2 .21 2.22 0.47 0 .71 2 .24 17 .31 * 0.012 0 . 36 0.42 2 .50 2 .50 2 .22 2.24 0.49 _, . - _ �� _ _- � . _-- '�' . _, l; . _ _ �_ . �_ .. . 5? 3 .2� ? . ?6 ^ .5� I I (�1 � --4� �� , � � �� BACKL�dATER COMPUTER PROGRAM FOR PIPES Pipe data from file:11010-6.bwp Surcharge condition at intermediate junctions Tailwater Elevation:l7_57 feet Discharge Range:0.56 to 0.96 Step of 0.1 [cfs] Overflow Elevation:21.7 feet U7e i r:NONE Channel 4�Tidth:3 . feet ��/ �I �- �� ► � PIPE P�O. � . "'�09 LF - 12"CP a 2 .19$ OUTLET: 15. 07 INLET: 17.46 INTYP: 5 JUNC N0. _ . OVERFLOW-E�: 21 .i0 BEND: 0 DEG DIA/WIDTH: 2 .0 Q-RATIO: 1 .00 Q(CFS) Htiv(FT) HUJ ELEV. * N-FAC DC DN TW DO DE HWO HWI �*��:�*«**��****�**�*�****�*�***********�**************************�*****�****** 0. 56 0.42 17 .88 * 0.012 0.32 0.22 2.50 2 _50 0.32 ***** 0.42 0. 66 0.46 17 .92 * 0.012 0.34 0.23 2.50 2 .50 0.34 ***** 0.46 0.76 0.50 17.96 * 0.012 0.37 0.25 2 .50 2 .50 0.37 ***** 0.50 0. 86 0.53 17.99 * 0.012 0.39 0.27 2 .50 2 .50 0.39 ***** 0.53 0.96 0.57 18.03 * 0.012 0.42 0.28 2 . 50 2 .50 0.42 ***** 0. 57 V,� �� y �� /� PI?E N0. 2 : 135 LF - 12"CP @ 1 .29$ OUTLET: 17 .46 INLET: 19.20 INTYP: 5 Q(CFS} Hi�?(FT) I-Ah' ELEV. * N-FAC DC DN T4V DO DE HWO HWI ****>�****��**�**************************************************************** 0.28 0.29 19.49 * 0.012 0.22 0.18 0.42 0.42 0.22 ***** 0_29 0.33 0.31 19.51 * 0.012 0.24 0.19 0.46 0.46 0.24 ***** 0.31 0.38 0.34 19.54 * 0.012 0.26 0.20 0.50 0.50 0.26 ***** 0.34 0.43 0.36 19. 56 * 0.012 0.28 0.22 0.53 0.53 0 .28 ***** 0.36 0.48 0.38 19.58 * Q.012 0.29 0.23 0.57 0.57 0 .29 ***** 0.38 � %!�1 l� " 7 I ?�� `�� .�I � .� �,� BACKT��?ATER COI�'PL'TER PR�GRAM FOR PIPES Pipe data from file:11010-7.bwp �urcharge condition at intermediate junctions Tailwater Elevation:17.57 feet Discharge Range:0.11 to 0.11 Step of 0. 01 [cfs] Gverflow Elevation:21 .9 feet G7eir:NONE Channei �tiidtn:3 . feet (,.�� / FIPE P'O. i . �38 LF - 12"CP @ 2 .85� OUTLE`P: 15. 07 INLET: 19.00 INTYP: 5 ��;;�FS I F�^l i FTl H2: ?LEV. ' .:-FNC DC DN TLd DO DE HWO HWI _t:�.�_t�.*x*.t�+x�*x*;.**+<<;.�*�xx�x*****��*�*��*****x*********,r**�*****,�*** 0 . 1= ,, .' , 19 .1? � G .012 0 .14 0.10 2 . 50 2 . 5G 0 .14 ***** 0 .�7 ll�� -�l �� `�� _�� Br.Cri6�'=�TER COMPUTER PROGRAM FOR PIPES � � Pipe data from file:11010-8.bwp S�srcharge condition at intermediate junctions Tailwater Elevation:17.7 feet Discharge Range:0.1 to l. Step of 0.1 (cfs] ;�verFlow Elevation:18.6 feet V�'e i r:D10NE C=�a=::ie�� ;irt_�: � . -�e` G✓� Z3 •- �� 2Z� �IYE I;G. `� . 119 �F - 12"CP C� 0.25$ OUTLET: 15 .85 INLET: 16.15 INTYP: 5 T'�C I�O. 1: OVERFLOW-EL: 18.60 BEND: 18 DEG DIA/WIDTH: 2 .0 Q-RATIO: 1.Q4 Q!CFS) HV7(FT) HW ELEV. * N-FAC DC DN TW DO DE HVJO HWI , .. .******�*************�****:r**************************************��*,r**�***** �.10 1.56 17 .71 * 0.012 0.13 0.16 1.85 1.85 1 .56 1 .56 0.17 0.20 1.55 17 .70 * 0.012 0.19 0.22 1.85 1.85 1 .55 1.55 0.25 0 .30 1.56 17 .71 * 0.012 0.23 0.27 1 .85 1.85 1 .56 1.56 0.31 0 .40 1 .57 17.72 * 0.012 0.27 0.31 1.85 1.85 1.56 1.57 0 .36 0.50 1.58 17.73 * 0.012 0.30 0_35 1.85 1.85 1.57 1 .58 0.40 0.60 1.59 17.74 * 0.012 0.33 0.39 1.85 1.85 1 .58 1 .59 0.44 0.70 1.61 17.76 * 0.012 0.35 0.42 1.85 1.85 1 .59 1.61 0.48 0 .80 1.62 17.77 * 0.012 0.38 0.45 1.85 1.85 1.60 1.62 0.52 0.90 1.64 17.79 * 0.012 0.40 0.48 1.85 1.85 1.61 1.64 0.56 1.00 1.67 17.82 * 0.012 0.43 0.51 1.85 1.85 1.63 1.67 0_59 �� s �� L� PIPE N0. 2 : 120 LF - 12"CP @ 0.25$ OUTLET: 16 .15 INLET: 16.45 INTYP: 5 QICFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *��.�**+*******************��***********�***�**+***�***�***********�*********** 0. 05 1 .27 17.72 * 0.012 0.09 0.11 1.56 1 .56 1.27 1.27 0. 12 0 .10 1 .26 17.71 * 0.012 0.13 0. 16 1.55 1 .55 1 .26 1.26 0.17 0 .15 1.26 17.71 * 0.012 0.16 0.19 1.56 1 .56 1.26 1.26 0.21 0 .20 1 .27 17 .72 * 0.012 0.19 0.22 1 .57 1.57 1.27 1.27 0.24 0.25 1 .29 17.74 * 0.012 0.21 0.25 1 .58 1 .58 1.28 1 .29 0.27 0 .29 1 .30 17.75 * 0.012 0.23 0.27 1.59 1 .59 1.30 1.30 0.30 0.34 1 .32 17.77 * 0.012 0.25 0.29 1.61 1 .61 1.32 1.32 0.33 0.39 1 .34 17.79 * 0.012 0.26 0.31 1 .62 1 .62 1.34 1.34 0.35 0.44 1 .37 17.82 * 0.012 0.28 0.33 1 .64 1.64 1 .36 1.37 0.38 0.49 1 .39 17 .84 * 0.012 0.30 0.35 1 . 67 1 .67 1 .39 1 .39 0.40 /1�]Q - �� Z� �� BACKVJaTER COMPUTER PROGRA�� FOR PIPES Pipe data from file:11010-9.bwp Surcharge condition at intermediate junctio�s Tailwater Elevation:17.74 feet Discharge Range:0.11 to 0 .2� Step o� � . 1 [cfs] Overflow Elevation:20.5 fee� Weir:NONE Channel Width:3 . feet �i� ��' � C,� Z:� PIPE NO. 1: 144 LF - 12"CP @ 0.60$ OUTLET: 16.27 INLET: 17 .15 INTYP: 5 JUNC NO. l: OVERFLOW-EL: 21.30 BEND: 0 DEG DIA/FJIDTH: 2.0 Q-RATIO: 0. 62 I I Q(CFS) HW(FTj HW ELEV. * N-FAC DC DN TW DO DE HWO H�^1I **�******x***********�*************************************************�******* 0.11 0 .62 17 .75 * 0.012 0.14 0.14 1.47 1.47 0 .62 0.62 0.18 i0.21 0 .62 17 .75 * 0.012 0 .19 0.18 1 .47 1.47 0 . 62 0 . 62 0 .25 I �� Z--� - C'�'� f PIPE NO. 2 : 135 LF - 12"CP @ 0.25$ OUTLET: 17 .1� IPILET: 17 .4i INTYP: 5 I Q(CFS) HPI(FT} Hi^7 ELEV. * N-FAC DC DN TW DO DE HWO HVd� I'I *�**�****�*��**�****+***x�********�***�*******�*******�********************x*** 0.07 0.29 17.76 * 0.012 0.11 0.13 0.62 0.62 0.29 0 .29 0.14 II 0 . 13 0 .31 1? .'�Q * 0.012 0 . 1� 0 . 18 O . E2 0 . 52 0 _30 0 .31 0 .2G �l�? I f.� ---�� _�� ._�`�' B:CK.�^i:�TER COMPUTER PROGRAM FOR PIPES � Pipe data from file:11010-10.bwp Surcharge condition at intermediate junctions TGilwater Elevation:16.58 feet �ischarge Range:0.89 �0 1.89 Step of 0. 1 [cfs] O:,eY*low Elevation:18.4 feet ��Te i r:NONE Char_ne� '�;��dtr: 3 . feet C�v' % - �� PIFE P;Q. i : 47 LF - 18"CP @ 3 .28$ OUTLET: 12 .00 INLET: 13 .54 INTYP: 5 JJNC NO. 1 : OVERFLOW-EL: 20.90 BEND: 90 DEG DIA/WIDTH: 4. 0 Q-RATIO: 0.04 Q(CFS) HW(FT) HVJ ELEV. * N-FAC DC DN TVJ DO DE HWO HWI .*,*x****��*******��****�«***��*�*****�*x*x********************�*************** 0.89 3 .06 16.60 * 0 .012 0.36 0.22 4.58 4.58 3 .05 3 .06 0.45 0.99 3 .05 16.59 * 0 .012 0.38 0.23 4.58 4.58 3 .04 3 .05 0.48 1 .09 3 .06 16.60 * 0.012 0.39 0.24 4.58 4.58 3 .04 3 .06 0.51 1.19 3 .06 16.60 * 0.012 0.41 0.25 4_58 4 . 58 3 .05 3 .06 0.54 1.29 3 .06 16.60 * 0.012 0.43 0.26 4.58 4 .58 3 .05 3. 06 0.56 1.39 3 .06 16.60 * 0.012 0_45 0.27 4.58 4.58 3.05 3_06 0'.59 1.49 3 .07 16.61 * 0 .012 0.46 0.28 4.58 4.58 3.05 3 .07 0 .61 1.59 3 .07 16.61 * 0.012 0.48 0.29 4.58 4.58 3 .05 3 .07 0.63 1.69 3 .08 16.62 * 0.012 0.49 0.30 4.58 4.58 3 .05 3 .08 0.66 1.79 3 .08 16. 62 * 0.012 0.51 0.30 4.58 4.58 3 .05 3 .08 0.68 1.89 3 .09 16.63 * 0.012 0.52 0.31 4 .58 4 .58 3 . 05 3 .09 0.70 ��i" �� PIPE NO. 2 : 126 LF - 18"CP @ 0 .25$ O[JTLET: 13 .54 INLET: 13 .85 INTYP: 5 JUNC NO. 2 : OVERFLOW-EL: 20.10 BEND: 90 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.15 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE H690 HWI �**�***+********��***�*�**.**�**�*�***************�************************** 0.86 2 .77 16.62 * 0 .012 0.35 0.40 3 .06 3 .06 2 .76 2 .77 0.47 0.95 2 .76 16.61 * 0.012 0.37 0.42 3 .�5 3 .05 2 .75 2 .76 0.50 1 .05 2 .77 16. 62 * 0.012 0.39 0.44 3 .06 3 .06 2 .76 2 .77 0.52 '_ .14 2 .78 16.63 * 0.012 0.40 0.46 3 . 06 3 . 06 2 .76 2 .78 0.55 1 .24 2 .78 16.63 * 0.012 0_42 0.48 3 .06 3 . 06 2 .77 2 .78 0.57 1.34 2.79 16.64 * 0.012 0.44 0. 50 3 .06 3 .06 2.77 2 .79 0.60 1.43 2.80 16.65 * 0 .012 0.45 0.52 3 .07 3 .07 2 .78 2.80 0.62 1.53 2 .81 16.66 * 0 .012 0.47 0. 54 3 .07 3 .07 2 .78 2_81 0.65 1.63 2 .82 16.67 * 0.012 0.48 0.56 3 .08 3 .08 2 .79 2 .82 0.67 1 .72 2 .83 16.68 * 0.012 0.50 0.57 3 .08 3.08 2 .80 2 .83 0.69 1 .82 2 . 84 16. 69 * 0.012 d.51 0.59 3 .09 3 .09 2 .81 2 .84 0.71 C�,S - G�v�- PIPE IIO. 3 : '39 LF - 15"CP @ 0.25$ OUTLET: 13 .85 INLET: 14.20 INTYP: 5 JL�T�]C N0. 3 : OVERFLOW-EL: 18.30 BEND: 0 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.21 Q�CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI x�.**�,r.**************�********��***�**,r************�************************** 0.74 2 .45 16.65 * 0.012 0.34 0.40 2 .77 2.77 2.44 2.45 0.46 0.83 2 .44 16.64 * 0.012 0.36 0.42 2 .76 2 .76 2 .43 2.44 0.48 ' 0 .91 2 .45 16.65 * 0.012 0.38 0.44 2 .77 2 .77 2 .44 2 .45 0.51 '! 0 . 99 2 .46 =5 . 65 ' 0 .012 0 .40 0 . 45 2 .78 2 .?8 2 . 45 2 .46 0 . 53 i 1.08 2.48 16.68 * 0.012 0.41 0.98 2 .78 2 .78 2 .47 2 .48 0.56 � 1.16 2.49 16.69 * 0.012 0.43 0.50 2 .79 2 .79 2 .48 2 .49 0.58 ` 1.25 2.51 16.71 * 0.012 0.45 0.52 2 .80 2 .80 2 .44 2 .51 0.60 1.33 2. 53 16.73 * Q.012 0.46 0.54 2 .81 2 .81 2 .51 2 . 53 0.62 1.41 2.55 Z6.75 * 0.012 0.48 0.56 2. 82 2 .82 2 .53 2 .55 0.64 1.50 2.57 16 .77 * 0.012 0.49 0.57 2 . 83 2.83 2 .55 2 . 57 0.66 1.58 2 .59 16 .79 * 0.012 0.50 0.59 2 .84 2 .84 2 .56 2 .59 0.69 �� ' �/�� PIPE N0. 4: 132 LF - 15"CP @ 0.25$ OUTLET: 14.20 INLET: 14 .53 INTYP: 5 JUNC N0. 4: OVERFLOW-EL: 18.30 BEND: 0 DEG DIA/WIDTH: 2 .0 Q-RATIO: 0.27 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HYJI �***�**********�******�****�*************************************************�* 0.61 2 .13 16_66 * 0.012 0.31 0.36 2 .45 2_45 2 .13 2 .13 0 .41 0.68 2 . 12 16.65 * 0.012 0.33 0.38 2 .44 2 .44 2 .12 2 .12 0 .44 0.?5 2 .14 16 .67 * 0.012 0.34 0.40 2 .45 2 .45 2 .13 2 .14 0 .46 0.82 2.16 16. 69 * 0.012 0.36 0.42 2 .46 2 .46 2 . 15 2 .16 0 .48 0.89 2.18 16.71 * 0.012 0.38 0.44 2 .48 2 .48 2 . 17 2 .18 0 .50 0.96 2.20 16 .7s * 0.012 0.39 0.45 2 .49 2 .49 2 .19 2 .20 0 .52 1 .03 2.22 16.75 * 0.012 0.40 0.47 2 .51 2 .51 2 .21 2 .22 0.54 1.10 2.24 16.77 * 0 .012 0.42 0.49 2.53 2.53 2 .23 2 .24 0.56 1.17 2.27 16.80 * 0 .012 0.43 0.50 2 .55 2.55 2 .25 2 .27 0 .58 1.24 2.29 16.82 * 0.012 0.44 0.52 2 .57 2.57 2 .28 2 .29 0.60 1.31 2.32 16.85 * 0 .012 0.46 0.53 2 .59 2 .59 2 .30 2 .32 0.62 �� 7 � ��j� P�PE NO. 5: 132 LF - 15"CP @ 0.25$ OUTLET: 14.53 INLET: 14.86 INTYP: 5 JUNC N0. 5: OVERFLOW-EL: 18.30 BEND: 0 DEG DIA/WIDTH: 2 .0 Q-RATIO: 0.37 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *�**�**+**�***********�***********,r***********************************,r*****�** 0.48 1.82 16.68 * 0.012 0.28 0.32 2 . 13 2 .13 1.82 1.82 0.36 0.54 1.80 16.66 * 0.012 0.29 0.34 2. 12 2.12 1.80 1.80 0.38 0.59 1.82 16.68 * 0.012 0.31 0.35 2. 14 2 .14 1.82 1 .82 0.40 0.65 1.84 16.70 * 0.012 0.32 0.37 2. 16 2 .16 1.84 1 .84 0.42 0.70 1.86 16.72 * 0.012 0.33 0.38 2.18 2 .18 1.86 1 .86 0.44 0.76 1 .89 16.75 * 0.012 0.35 0.40 2.20 2 .20 1.88 1 .89 0.46 0_81 = .91 16.77 * 0.012 0.36 0.41 2 .22 2 .22 1.91 1.91 a.48 0.87 1 .94 16.80 * 0.012 0.37 0.43 2 .24 2 .24 1 .93 1.94 0.49 0.92 i .97 16.83 * 0.012 0.38 0.44 2 .27 2 .27 1.96 1.97 0.51 I' 0.97 2 .OQ 16.86 * 0.012 0.39 0.46 2 .29 2 .29 1 .99 2 .00 0.52 1. 03 2 .03 16.89 * 0.012 0.40 0.47 2.32 2 .32 2 .02 2 .03 0.54 f�+��- C-� 7 PIPE N0. 6: 160 LF - 12"CP @ 0.25� OUTLET: 14.86 INLET: 15 .26 INTYP: 5 JUNC NO. 6: OVERFLOW-EL: 20.50 BEND: 0 DEG DIA/WIDTH: 4 .0 Q-RATIO: 0.25 Q(CFS) HW(FT} HW ELEV. * N-FAC DC DN TW DO DE HWO HG+lI ��****�*****�**�*�*�**�****��*��**�*********�*�****�***�***�********�*********x 0.35 1.44 16.70 * 0.012 0.25 0.29 1 .82 1.82 1 .44 1.44 0.33 0.39 1.42 16.68 * 0.012 0.26 0.31 1 .80 1.80 1.42 1.42 0.35 0.43 1.45 16.71 * 0.012 0.28 0.33 1 .82 1 .82 1 .44 1.45 0.37 0.47 1.47 16.73 * 0.012 0.29 0_34 1 .84 1.84 1 _47 1 .47 0_39 0.51 1.50 16.76 * 0.012 0.30 0.36 1 .86 1.86 1 .49 1.50 0.4Q 0.55 1.53 16.79 * 0.012 0.31 0.37 1 .89 1.89 1.52 I.53 0.42 0.59 1 .56 16 . 82 * 0.012 0 . 32 0 .39 1 _ 91 1 .91 1 .55 � . 56 0 .4� 0 .63 1.59 16.85 * 0.012 0.34 0.40 1 .94 1.94 1.58 1 .59 0.45 I 0 .67 1.63 16.89 * 0.012 0.35 0.41 1.97 1.97 1.61 1 .63 0.47 0.71 1. 66 16 .92 * 0.012 0.36 0.43 2 .00 2 .00 1.65 1 .66 0.48 0 .75 1 .70 16.96 * 0.012 0 .37 0.44 2 .03 2 .03 1 .69 1 .70 0.50 ��I- �v� FIPE N0. 7 : 136 LF - 12"CP @ 0.25� OUTLET: 15.26 INLET: 15 .60 INTYP: 5 JCNC N0. 7 : OVERFLOW-EL: 18.40 BEND: 0 DEG DIA/WIDTH: 2 .0 Q-Rr'�TIO: 1 .07 , Q(CFS) H4V(FT) HW ELEV. * N-FAC DC DN TW DO DE HL��O HWI �.**�**:********�*�*�***********.***************************�*******�**�******* 0.28 1. 12 16.72 * 0.012 0.22 0.26 1 .44 1.44 1.12 1.12 0 .30 0 .31 1.10 16.70 * 0.012 0.24 0.28 1.42 1.42 1.09 1.10 0 .31 0 .35 1.12 16.72 * 0.012 0 .25 0.29 1.45 1.45 1.12 1_12 0.33 0 .38 1. 15 16.75 * 0.012 0.26 0.31 1.47 1.47 1 .14 1.15 0.35 0 .41 1.18 16.78 * 0.012 0.27 0.32 1 .50 1. 50 1 .17 1.18 0.36 0 .44 1.21 16.81 * 0.012 0.28 0.33 1.53 1.53 1.20 1.21 0.37 0 .47 1.25 16.85 * 0.012 0.29 0.34 1.56 1.56 1.24 1.25 0.39 0 .51 1.28 16.88 * 0.012 0.30 0.35 1.59 1.59 1.27 1 .28 0.40 0 .54 1.32 16.92 * 0.012 0.31 0.37 1.63 1.63 1.31 1 .32 0.42 0 .57 1.36 16.96 * 0.012 0.32 0_38 1.66 1.66 1.35 1 .36 0.43 0 . 60 1 .41 17 . 01 * 0.012 0.33 0.39 1.70 1.70 1.39 1.41 0_44 �� v �� FIPE i;., . 8 : 122 LF - �_2°CF @ 0.25$ OUTLET: 15.60 INLET: 15.90 INTYP: 5 Q(CFS) I-n'J(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI � + .*��***�x********�***��***��*�*��*******�****�**************�*�********* � . 14 0.83 16.73 * 0.012 0 .16 0.19 1 .12 1.12 0.83 0.83 0.20 �� .15 0.80 16.70 * 0.012 0.16 0.20 1.10 1.10 0 .80 0.80 0.21 0 .17 0.83 16.73 * 0.012 0.17 0.20 1.12 1 .12 0 .83 0.83 0.22 0 .18 0.86 16 .76 * 0.012 0.18 0.21 1. 15 1.15 0.86 0.86 0.24 0 .20 0.89 16.79 * 0.012 0 .19 0.22 1.18 1 .18 0.89 0.89 0.25 0 .21 0.92 16.82 * 0.012 0.19 0.23 1.21 1.21 0.92 0 .92 0.25 0 .23 0.95 16.85 * 0.012 0.20 0.24 1.25 1.25 0.95 0 .95 0.26 0 .24 0. 99 16 .89 * 0.012 0.21 0.25 1.28 1.28 0.99 0.99 0.27 0 .26 1.03 16.93 * Q.012 0.21 0.25 1.32 1 .32 1.03 1.03 0.28 0 .27 1 . 07 16.97 * 0.012 0.22 0.26 1.36 1 .36 1.07 1 .07 0 .29 0 .29 1. 12 �7 .Q2 * 0.012 0. 23 0.27 1 .41 1 .41 1. 1? 1 .12 0 .30 � a � �C� —� i �-.� `�� `� _ i� �c��— BACKWATER COMPUTER PROGRAM FOR PIPES ` Pipe data from file:11010-11 .bwp Surcharge condition at intermediate junctions Tailwater Elevation:16.69 feet Discharge Range:0 .11 to 0.11 Step of 0.1 [cfs) Overflow Elevation: 19.4 feet Weir:NONE Channel i^Jidth:3 . �eet �� PIPE N0. l: 126 LF - 12"CP @ 2.42� OU`FLET: 13 .85 INLET: 16.90 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ***�**�****�**************�*********�****��***********�****+****�*��**��******* 0.11 0.17 17 .07 * 0.012 0.14 0.10 2 .84 2_84 0.14 ***** 0.17 I � � 1 �� -t � �� `�'�- � _ � �, ��' BACKWATER COMPUTER PROGRAM FOR PIPES � Pipe data from file:11010-12.bwp Surcharge condition at intermediate junctions Tailwater Elevation:16.58 feet Discharge Range:0.07 to 0.07 Step of 0.1 [cfs] Overflow Elevation:l9. feet Gdei r:NONE Channel u�idth:3 . feet �� Z— ' �� PIPE NO. 1 : 4? LF - 12"CP @ 8.51$ OUTLET: 12 .00 INLET: 16.00 INTYP: 5 Q(CFS} HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *�*****�**x*****�*********<��***.�*�**�***�**:r******************************�** 0.07 0 .59 16 .59 * 0.012 0 .11 0. 06 4. 58 4 .58 0 .59 0 .59 0.10 I 3/11/04 9 : 28 : 19 am Shareware Release page 1 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 WORKS4 FILE NO. 11010PIPE.BSN ----------------------------------------------------------- BASIN SJMMARY BASIN ID: CBlu NAP�'E : C�10 l;iC YR SBUH METHODOLOG'�' TOTAL AREA. . . . . . . : 0 . 41 Acres BASEFLO�°dS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 .41 Acres TIME INTERVRL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC . . . . : 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE : 0 . 33 cfs VOL: 0 . 13 Ac-ft TIME : 480 min BASIN ID: CB11 NAME : CB11 100 YR � SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 18 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 18 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 I TC. . . . : 0 . 00 min 5 . 00 min � ABSTRACTION COEFF: 0 . 20 PEAK RRTE : 0 . 15 cfs VOL: 0 . 05 Ac-ft TIME : 480 min i BASIN ID: CB12 NAME : CB12 10� YR SBUH METHODOLOGY 'i TOTAL AREA. . . . . . . : 0 . 50 Acres BASEFLOWS : 0 . 00 cfs I RAINFALL TYPE . . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 50 Acres '�, TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 5 . 00 mir ABSTRACTION COEFF: 0 . 20 PEAK RATE : 0 . 41 cfs VOL: 0 . 15 Ac-ft TIME: 480 min BASIN ID: CB13 NAME: CB13 100 YR SBUH METHODOLOGY ' TOTAL RREA. . . . . . . : 0 . 19 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 19 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE : 0 . 15 cfs VOL: 0 . 06 Ac-ft TIME: 480 min � 3 11 04 9 : 28 : 19 am Shareware Release a e 2 / / P g SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 WORKS4 FILE NO . 11010PIPE.BSI� Fs�,�T I�1 S�1NIP�LA F.Y �:�SII�� I'� : C�14 NAME : CB�4 100 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1 . 15 Acres BASEFLOWS : 0 . 00 cfs �I Fc�INFALL TYPE . . . . : TYPElA PERV IMP II FRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 1 . 15 Acres j TIME INTERVAL . . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 i, TC. . . . : 0 . 00 min 5 . 00 min ', rBSTRACTION COEFF : 0 . 20 ' FEAK. � ��E : �� . 94 �fs 'JOL : 0 . 3� P_c-f� TIME : 480 min � EtiSIPv I� : ��315 I�7�P•1E : CBi� 100 YR SBUH METHODOLOGV TOTAL AREA. . . . . . . : 1 . 08 Acres BASEFLOWS : 0 . 00 cfs 'i FyINFALL TYPE. . . . : TYPElA PERV IMP ?R�CIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 1 . 08 Acres � TTME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE : 0 . 88 cfs VOL: 0 . 33 Ac-ft TIME : 480 min BASIN ID : CB16 NAME: CB16 100 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 56 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 56 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE : 0 .46 cfs VOL: 0 . 17 Ac-ft TIME : 480 min BASIN ID : CB17 NAME: CB17 100 YR �BUH METHODOLOGY �'OTAL AREA. . . . . . . : 0 . 22 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 22 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 5 . 00 rr�in ABSTRACTION COEFF: 0 . 20 PEAK RATE : 0 . 18 cfs VOL : 0 . 07 Ac-ft TIME : 480 min 3/11/04 9 : 28 : 19 am Shareware Release page 3 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 WORKS4 FILE NO. 11010PIPE.BSN --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY BASIN ID: CB18 NAME: CB18 100 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 16 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 16 Acres TIME INTERVAL . . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 5 . 00 min RBSTRACTION COEFF: 0 . 20 PEAK RATE: 0 . 13 cfs VOL: 0 . 05 Ac-ft TIME: 480 min BASIN ID: CB19 NAME: CB19 100 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 68 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 68 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE : 0 . 55 cfs VOL: 0 . 21 Ac-ft TIME : 480 min BASIN ID: CB2 NAME : CB2 100 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 10 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 10 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC . . . . : 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 0 . 08 cfs VOL: 0 . 03 Ac-ft TIME : 480 min BASIN ID: CB20 NAME: CB20 100 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 68 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 68 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE : 0 . 55 cfs VOL: 0 . 21 Ac-ft TIME : 480 min 3/11/04 9 : 28 : 19 am Shareware Release page 4 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 I WORKS4 FILE NO. 11010PIPE.BSN I --------------------------------------------------------------- BASIN SUMMARY ' BASIN ID : CB21 NAME : CB21 100 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 .48 Acres BASEFLOWS : 0 . 00 cfs FcAINFALL TYPE. . . . : TYPElA PERV IMP FRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 48 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 . 20 FEAK RATE : 0 . 39 cfs VOL: 0 . 15 Ac-ft TIME : 480 min BASIN ID: CB22 NAME : CB22 100 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 24 Acres BASEFLOWS : 0 . 00 cfs �AINFALL TYPE . . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 24 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE: 0 . 20 cfs VOL: 0 . 07 Ac-ft TIME: 480 min BASIN ID: CB23 NAME: CB23 100 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 72 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 72 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 5 . 0� min ABSTRACTION COEFF : 0 .20 PEAK RATE : 0 . 59 cfs VOL: 0 . 22 Ac-ft TIME: 480 min BASIN ID: CB24 NAME: CB24 100 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 69 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERV IMP FRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 69 Acres TINIE INTERVAL . . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC . . . . : 0 . 00 min 5 . 00 min ABSTRACT�GN COEFF : 0 . 2C PEPK RATE : 0 . 56 cfs VOL : 0 . 21 Ac-ft TIME : 480 min 3/11/04 9 : 28 : 19 am Shareware Release page 5 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 WORKS4 FILE NO. 11010PIPE.BSN BASIN SL'MMP.RY BASIN ID : CB25 NAME : CB25 100 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 29 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 29 Acres TIME INTERVAL . . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 . 2Q aEAK �ATE : 0 . 24 cfs �'CL: 0 . C� Ac-ft TI:�9E : 480 min BASIN ID : CB25 NP,ME : CB26 1CG YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 10 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 10 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 0 . 08 cfs VOL: 0 . 03 Ac-ft �IM� : 480 rr:in BASIN ID: CB27 NAME: CB27 100 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 19 Acres BASErLC�aS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 19 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 _ 00 TC. . . . : 0 . 00 min 5 . 00 min ABSTRACTION COEFF : 0 .20 PEAK RATE : 0 . 15 cfs VOL: 0 . 06 Ac-ft TIME : 480 min BASIN ID: CB28 NAME: CB28 100 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 .25 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 25 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 5 . 00 min ABSTRACTION COEFF : 0 .20 FEAK R�TE : 0 . 20 cfs VOL : 0 . 08 Ac-ft TIP�1E : 480 min 3/11/04 9 :28 : 19 am Shareware Release page 6 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 WORKS4 FILE NO. 11010PIPE.BSN --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY BASIN ID : CB29 NAME : CB29 100 YR SBUH METHODOLOGY '?'OTAL AREA. . . . . . . : 0 . 10 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 10 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . �0 98 . 00 TC. . . . . 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 0 . 08 cfs VOL: 0 . 03 Ac-ft TIME: 480 min BASIN ID: CB3 NAME: CB3 100 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 10 Acres BASEFLOWS : 0 . 00 cfs ;AINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 10 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 0 . 08 cfs VOL: 0 . 03 Ac-ft TIME : 480 min BASIN ID: CB30 NAME: CB30 100 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 10 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 10 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . OQ TC. . . . . 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE : 0 . 08 cfs VOL: 0 . 03 Ac-ft TIME: 480 min BASIN ID: CB31 NAME: CB31 100 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 09 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 09 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE : 0 . 07 cfs VOL: 0 . 03 Ac-ft TIME : 480 min 3/11/04 9 :28 : 19 am Shareware Release page 7 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 ? WORKS4 FILE NO. 11010PIPE.BSN � --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY BASIN ID: CB32 NAME: CB32 100 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 10 Acres BRSEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 10 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 0 . 08 cfs VOL: O . d3 Ac-ft TIME : 480 min BASIN ID: CB33 NAME : CB33 100 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 10 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 10 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 5 . 00 min ABSTR.ACTION COEFF: 0 . 20 PEAK RATE: O . Q8 cfs VOL: 0 . 03 Ac-ft TIME : 480 min BASIN ID: CB34 NAME: CB34 100 YR SBUH METHODOLOGY i, TOTAL AREA. . . . . . . : 0 . 10 Acres BASEFLOWS : 0 . 00 cfs RAINFRLL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 10 Acres ' TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 5 . 00 min ABSTRACTION COEFF : 0 . 20 PEAK RATE: 0 . 08 cfs VOL: 0 . 03 Ac-ft TIME : 480 min BASIN ID: CB35 NAME: CB35 100 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 06 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATI�N. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 06 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 .20 � PEAK RATE: 0 . 05 cfs VOL: 0 . 02 Ac-ft TIME: 480 min 3/11/04 9 : 28 : 19 am Shareware Release pac� c SEATTLE TIMES RENTON - PIPE CONVEYANCE . JOB NO. 11010 � WORKS4 FILE NO. 11010PIPE.BSN v ------------------------------------------------------------ B��III .��T'�.'%�R�: BASIN ID : CB35 t��I�I��lE : CF�3�� 1J0 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 15 Acres BASEFLOPdS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV II�Ir PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 15 r��-�� TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 5 . 00 m�r: ABSTRACTION COEFF: 0 .20 PEAK RATE : 0 . 12 cfs VOL: 0 . 05 Ac-ft TIME: 480 min BASIN ID: CB37 NAME: CB37 100 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 18 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 18 Acres TIME INTER�IAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 5 . 00 min ABSTRACTION COEFF : 0 . 20 PEAK RATE : 0 . 15 cfs VOL: 0 . 05 Ac-ft TIME : 480 min BASIN ID: CB38 NAME: CB38 100 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 55 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 55 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE: 0 . 45 cfs VOL: 0 . 17 Ac-ft TIME : 480 min BASIN ID: CB39 NAME: CB39 100 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 16 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 16 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 . 20 FEAK RATE : 0 . 13 cfs VOL : 0 . 05 Ac-ft TIME : 480 min 3/11/04 9 : 28 : 19 am Shareware Release aae 9 P � SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 ' WORKS4 FILE NO. 11010PIPE.BSN ------------------------------------------------------------- BASIN SUMMARY I � I �ASIN I� : CB4 NAM� . CB4 l�G YR SBUH METHODOLOGY , TOTAL AREA. . . . . . . : 0 . 19 Acres BASEFLOWS : O . OG cfs RAINFALL TYPE . . . . : TYPElA PERV IMF � PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 19 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 5 . 00 mir_ ABSTRACTION COEFF: 0 . 20 PEAK RATE : 0 . 15 cfs VOL: 0 . 06 Ac-ft TIN:E : 48C ��ir. BASIN ID: CB40 NAME: CB40 100 YR SBUH METHODOLOGY TOTAL ARER. . . . . . . : 0 . 16 Acres BASEFLOP�S : 0 . 00 cf� RAINFALL TYPE . . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 16 F_cr�s TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 0 . 13 cfs VOL: 0 . 05 Ac-ft TIME : 480 min BASIN ID: CB41 NAME : CB41 100 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 08 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 08 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 5 . 00 min ABSTRACTION COEFF : 0 . 20 PEAK RATE: 0 . 07 cfs VOL: 0 . 02 Ac-ft TIME : 480 min BASIN ID: CB42 NAME: CB42 100 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 52 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 52 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE : 0 _ 42 cfs VOL: 0 . 16 Ac-ft TIME : 480 min 3/11/04 9 : 28 : 19 am Shareware Release page 10 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 � WORKS4 FILE NO. 11010PIPE.BSN ------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY BASIN ID : CB43 NAME : CB43 100 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 18 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres � . 18 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 5 . 00 min ABSTRACTION COEFF : 0 . 20 FEAK RATE: 0 . 15 cfs VOL: 0 . 05 Ac-ft TIME: 480 min BASIN ID: CB44 NAME : CB44 100 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 .48 Acres BASEFLOWS : 0 . 00 cfs FcAINFALL TYPE. . . . : TYPElA PERV IMP ?RECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 48 Acres �'IME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 0 . 39 cfs VOL: 0 . 15 Ac-ft TIME : 480 min BASIN ID: CB45 NAME : CB45 100 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 16 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERV IMP PRECIPITATION. . . . . 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 16 Acres TIME INTERVAL. . . . : 1C . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 5 . 00 min ABSTRACTION COEFF : 0 . 20 PEAK RATE : 0 . 13 cfs VOL: 0 . 05 Ac-ft TIME: 480 min BASIN ID: CB46 NAME: CB46 100 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 18 Acres BASEFLOWS : 0 . 00 cfs FcAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 18 Acres '�'IME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE : 0 . 15 cfs VOL: 0 . 05 Ac-ft TIME : 480 min 3/11/04 9 :28 : 19 am Shareware Release page 11 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 WORKS4 FILE NO. 11010PIPE.BSN --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY BASIN ID: CB47 NAME: CB47 100 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 09 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 09 Acres TIME INTERVAL . . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC . . . . : 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE : 0 . 07 cfs VOL: 0 . 03 Ac-ft TIME: 480 min BASIN ID: CB48 NAME : CB48 100 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 19 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 19 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE: 0 . 15 cfs VOL: 0 . 06 Ac-ft TIME : 480 min BASIN ID: CB49 NAME: CB49 100 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 .29 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP FRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 29 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 .20 FEAK RATE : 0 . 24 cfs VOL: 0 . 09 Ac-ft TIME: 480 min BASIN ID: CB4A NAME: CB4A 100 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 15 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPEIA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 15 Acres TIP�IE INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . Q0 TC. . . . : 0 . 00 min 5 . 00 min ABSTRACTION CGEFF : 0 . 20 PEAK RATE : 0 . 12 cfs VOL: C . GS Ac-ft TIME : 480 min 3/11/04 9 : 28 : 1° am Shareware Release page 12 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 ` WORKS4 FILE NO. 11010PIPE.BSTd BAS I N SUP�IMARY BASIN ID : CB� rdA1�':E : CBS 1G0 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 38 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres . 0 . 38 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 0 . 31 cfs VOL: 0 . 12 Ac-ft TIME : 480 min BASIN ID: CB50 NAME: CB50 100 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 29 Acres BASEFLOUIS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 29 Acres I TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 5 . 00 min ABSTRACTION COEFF : 0 . 20 PEAK RATE : 0 . 24 cfs VOL: 0 . 09 Ac-ft TIME : 480 min BASIN ID: CB51 NAME: CB51 100 YR SBUH METHODOLOGY ,I TOTAL AREA. . . . . . . : 0 . 16 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 16 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE : 0 . 13 cfs VOL: 0 . 05 Ac-ft TIME : 480 min BASIN ID: CB52 NAME: CB52 100 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 22 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 22 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE : 0 . 18 cfs VOL: 0 . 07 Ac-ft TIME : 480 m�r_ �/11/04 9 : 28 : 19 am Shareware Release page �3 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 WORKS4-FILE-N0--11010PIPE-BSN________________________________________ �I BASIN SUMMARY BASIN ID : CB53 NAM� : CB53 100 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 23 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 23 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 5 . 00 :r.ir_ ABSTRACTION COEFF: 0 . 20 PEAK RATE . C . l, �_� ". �� . �� . �� , %�c-_ _ `�'�N'� . _8G min BASIN ID: CF��f :��;AP�:E : CB�7 -�00 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 .22 Acres BASEFLO,°,S : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 22 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 .20 II PEAK RATE : 0 . 18 cfs VOL: 0 . 07 Ac-ft TIME : 480 min BASIN ID: CB55 NAME: CB55 100 YR SBUH METHODOLOGY TOTRL AREA. . . . . . . : 0 . 11 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP I PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 11 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE : 0 . 09 cfs VOL : 0 . 03 Ac-ft TIME: 480 min BASIN ID: CB56 NAME: CB56 100 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 07 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 07 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 5 . 00 m�n ABSTRACTION COEFF: 0 .20 PEAK RATE : 0 . 05 cfs VOL: 0 . 02 Ac-ft TIME : 480 min 3/11/04 9 : 28 : 19 am Shareware Release page 14 SEATTLE TIMES RENTON - PIPE CONVEYANCE �OB NO. 11010 G•��RKS4 FILE NO . 11010PIPE.BSN 3ASIN �Ui�i:��FRY �A��N ID : CB57 NA:�7E : CB57 100 YR SB:JH METHODOLOGY TOTAL AREA. . . . . . . : 0 .49 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP FRECIPITATION. . . . : 3 . 90 inches , AREA. . : 0 . 00 Acres 0 . 49 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE : 0 .40 cfs VOL: 0 . 15 Ac-ft TIME : 480 min BASIN ID: CB58 NAME : CB58 100 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 13 Acres BASEFLOWS : 0 . 00 cfs P.AINFALL TYPE . . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 13 Acres ;�ME INTERVAL . . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC . . . . : 0 . 00 min 5 . 00 min ABSTRRCTION COEFF : 0 . 20 PEAK RATE : 0 . 11 cfs VOL: 0 . 04 Ac-ft TIME : 480 min BASIN ID: CB59 NAME: CB59 100 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 10 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 10 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 5 . 00 mir. FBSTRACTION COEFF : 0 . 20 FEAK RATE : 0 . 08 cfs VOL: 0 . 03 Ac-ft TIME : 480 min BASIN ID: CB6 NAME: CB6 100 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 .40 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 40 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 5 . 00 min rBSTRACTION COEFF: 0 .20 PEAK R�TE : 0 . 33 cfs VOL : 0 . 12 Ac-ft TIME : 480 min 3/11/04 9 : 28 : 19 am Shareware Release page 15 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 WORKS4 FILE NO. 11010PIPE.BSN --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY BASIN ID: CB60 NAME: CB60 100 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 09 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 09 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 5 . 00 min ABSTRACTION COEFF : 0 . 20 PEAK RATE : 0 . 07 cfs VOL: 0 . 03 Ac-ft TIME : 480 min BASIN ID: CB62 NAME : CB62 100 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 65 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 65 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 . 20 FEAK RATE : 0 . 53 cfs VOL: 0 .20 Ac-ft TIME : 480 min BASIN ID: CB63 NAME: CB63 100 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 .44 Acres BASEFLOWS: 0 . 00 cfs � FcAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 44 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE : 0 . 36 cfs VOL: 0 . 13 Ac-ft TIME : 480 min BASIN ID: CB64 NAME : CB64 100 YR II SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 08 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP , PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 08 Acres ' TIME IN'�ERVAL . . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 5 . 00 min ABSTRACTTON COEFF : 0 . 20 , PEAK �ATE : 0 . 07 cfs �,'OL : 0 . 02 Ac-ft TIME : 480 min 3/11/Q4 9 :28 : 19 am Shareware Release page 16 I SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 � WORKS4 FILE NO. 11010PIPE.BSN --------------------------------------------------------------------- --------------------------------------------------------------------- BAS IN SUi�1MARY BASIN ID : CB65 NAME : CB65 100 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 12 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 12 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE : 0 . 10 cfs VOL: 0 . 04 Ac-ft TIME: 480 min BASIN ID: CB66 NAME: CB66 100 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1 . 00 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMF PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 1 . 00 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 5 . 00 mir� ABSTRACTION COEFF: 0 . 20 PEAK RATE: 0 . 81 cfs VOL: 0 . 31 Ac-ft TIME : 480 mir_� BASIN ID : CB67 NAME : CB67 100 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 81 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV TMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 81 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE : 0 . 66 cfs VOL: 0 . 25 Ac-ft TIME : 480 min BASIN ID: CB68 NAME: CB68 100 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 01 Acres BASEFLOGIS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 01 A�res TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 . 20 PEA?C RATE : 0 . 01 cfs VOL: 0 . 00 Ac-ft TIME : 480 min 3/11/04 9 : 28 : 19 a� Shareware �e��ease paqe 17 SEATTLE TIMES RE�dTON - PI PE CO'�VE`_'r.NCE JOB NO. 11010 WORKS4 FILE NO. 11010PIPE.BSN BAS I^J SUMP•1ARY BASIN ID : CB69 T�TAME : CB69 100 YR SBUH METHODOLOGY I TOTAL AREA. . . . . . . : 0 . 03 Acres BASEFLOWS : 0 . 00 cfs ; RAINFALL TYPE . . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 03 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE : 0 . 02 cfs VOL: 0 . 01 Ac-ft TIME : 480 min BASIN ID: CB7 NAME : CB7 100 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 39 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 39 Acres TIME INTERVRL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC . . . . : 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 0 . 32 cfs VOL: 0 . 12 Ac-ft TIME : 480 m,�n BASIN ID: CB70 NAME: CB70 100 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 38 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 38 P.cres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK R.ATE: 0 . 31 cfs VOL: 0 . 12 Ac-ft TIME : 480 min BASIN ID: CB71 NAME: CB71 100 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 14 Acres BASEF�OUIS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 14 Acres �IME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE : 0 . 11 c�s VOL : 0 . 04 Ac-ft '?'IME : 480 min 3/11/G4 9 : 2� : 19 am Shareware P.elease page 18 SERTTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 WORKS4 FILE NO. 11010PIPE.BSN BAS I P1 ��M�1ARY BASIN ID : CB72 NAME : �B72 lOG YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 04 Acres BASEFLOWS : 0 . 00 cfs 'I rZAINFALL TYPE . . . . : TYPElA PERV IMP 'i PRECIPITATION. _ . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 04 Acres ' TIME INTERVAL. . . . : lO . OQ min CN. . . . : 0 . 00 98 . 00 , TC . . . . : 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE : 0 . 03 cfs VOL: 0 . 01 Ac-ft TIME : 480 min BASIN ID: CB73 NAME: CB73 100 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 40 Acres BASEFLOWS : 0 . 00 cfs F�XINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 40 P.cres TIME INTERVAL. . . . : 1� . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : Q . 00 min 5 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE : 0 . 33 cfs VOL: 0 . 12 Ac-ft TINE : 480 min EASIN ID: CB74 NAME: CB74 100 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 81 Acres BASLFLOWS : O . OG cfs RAINFALL TYPE . . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 81 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE : 0 . 66 cfs VOL: 0 . 25 Ac-ft TIME : 480 min BASIN ID: CB76 NAME : CB76 100 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 58 Acres BASEFLOWS : O . GO cfs RAINFALL TYPE . . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 58 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : O . dO 98 . 00 TC . . . . : 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE : 0 . 47 cfs VOL: 0 . 1� Ac-ft TIME : 480 min 3/11/04 9 :28 : 19 am Shareware Release page 19 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 �i WORKS4 FILE NO. 11010PIPE.BSN --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY BASIN ID: CB77 NAME: CB77 100 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 14 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP ', PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 14 Acres TIME INTERVAL . . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE : 0 . 11 cfs VOL: 0 . 04 Ac-ft TIME : 480 min BASIN ID : CB78 NAME : CB78 100 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 21 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERV IMP , PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 21 Acres ' TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 I TC. . . . : 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE : 0 . 17 cfs VOL: 0 . 06 Ac-ft TIME : 480 min BASIN ID: CB79 NAME : CB79 100 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 14 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . _ : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 14 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 0 . 11 cfs VOL: 0 . 04 Ac-ft TIME: 480 min BASIN ID: CB8 NAME: CB8 100 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 21 Acres BASEFLOWS : 0 . 00 cfs � F�AINFALL TYPE . . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 21 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 . 20 i PEAK RATE : 0 . 17 cfs VOL: O . QS Ac-ft TIME : 480 min � 3/11/04 9 : 28 : 19 am Shareware Release page 20 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 WORKS4 FILE NO. 11010PIPE.BSN --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY BASIN ID: CB80 NAME : CB80 100 YR SBUH METHODOLOGY �'OTAL RREA. . . . . . . : 0 . 14 Acres BASEFLOWS : 0 . 00 cfs FAINFALL TYPE . . . . : TYPElA PERV IMP FRECIPITATION . . . . : 3 . 90 inches AREA_ . : 0 . 00 Acres 0 . 14 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 0 . 11 cfs VOL: 0 . 04 Ac-ft TIME : 480 min BASIN ID: CB9 NAME : CB9 100 YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 .44 Acres BASEFLOWS : 0 . 00 cfs FcAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 44 Acres TIME INTERVAL . . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RAT� : G . 3F cfs VOL: 0 . 13 Ac-ft TIME : 480 min ' ' ��l%:��-? 9 : 2� : �� m Shareware Reiease page 21 SEATTLE TIMES RENTON - PIPE CONVEYANC� JOB NO. 11010 WORKS4 FILE NO. 11010PIPE.BSN HYDROGRAPH SUMMARY PEAK TIME VOLUME HYD RUNOFF OF OF Contrib NUM RATE PEAK HYDRO Area cfs min. cf\AcFt Acres ----------------------------------------- --------------------------------------------- 1 11 . 132 480 182016 cf 13 . 68 2 2 . 175 480 35525 cf 2 . 67 3 0 . 081 480 1331 cf 0 . 10 4 5 . 644 480 92205 cf 6 . 93 3/11/04 9 :28 : 19 am Shareware Release page 22 � SEATTLE TIMES RENTON - PIPE CONVEYANCE I JOB NO. 11010 WORKS4 FILE NO . 11010PIPE.BSN ------------------------------------------------------------------- REACH SUMMARY _��r�h�r� FEa�:-, :,_ �� REACH <-AREP_> <-CIA> �E:7G'�H SLOFE < : > GSGN Q 6 PIFE Ndepth �Depth Vact VEull C_Area ', ID ;`nc'r t'ft') ;ft; ft;ft ------ (cfs) ---- (ft? ------ (fps) lfpsi F�5 0.11 1.00 88.00 0.0025 0.0140 0.09 5.02 0.16 15.76 1.13 2.33 CB55 F54 C.33 1.00 110.00 0.0025 0.0140 0.2'7 15.06 D.27 27.22 1.55 2.33 CB54 F53 C.56 1.00 110.00 C.0025 0.0140 0.46 25.56 0.36 35.64 1_80 2.33 CB53 ?52 0.78 1.00 94.�0 O.0025 0.0140 0.64 35.60 0.43 42.53 1.97 2.33 CB52 ?S1 0.94 1.00 113.00 0.0025 0.0140 0.77 42.91 0.48 47.72 2.07 2.33 CBS1 PSG 1.23 1.00 144.00 0.0025 O.D140 1.00 56.15 0.56 56.06 2.21 2.33 CB50 P-i5 i.52 1.00 116_00 0.0025 0.0140 1.24 69.38 0.64 64.40 2.32 2.33 CB49 - P5E 1.71 1.00 88.00 0.0025 6.0140 1.39 78.06 0.70 70.16 2.37 2.33 CB48 F4? =.EO 1.25 147.OD 0.0025 Q.0140 1.47 45.32 0_62 49.26 2.44 2.71 CB47 F46 ;.9� i.25 nE.CC C.0025 0.0140 1.61 49.85 0.65 52-12 2.49 2.71 CB46 :��et�.:crk F.each L1'_0 :?Er.S':; �-AREA> <-DIA> LENGTH SLOPE < n > DSGN Q � PIPE Ndepth �Depth Vact Vfull C_Area �� i= (ac; ift) ;ft) ft/ft ---- (cfsl ----- (ft) ------ (fps) (fps) =enfluence with Network NB onfluence with Aetwork N9 !-:I.. �.?7 :.50 117.CC 0.0025 0.0140 <.26 42.99 D.72 47.71 2.71 3.05 CE22 .. _ ;.�z =._,., 1 1?-�_ ;. __.-_ �.p 14 G �.__ __.3� �.7 9 =�.�7 3 �.8 2 3___ rP 21 ,...t.... ... .._c_h .._: 1<Ei�,C�; <-AREA> <-DIA> LENGTH SLOPE < n > DSGN Q 6 PIPE Ndepth icDepth Vact Vfull C_Area :_' ;�.ci ift? ;ft) ft/ft ---- (cfs) ----- (ft) ---- ,fps) (fps) F;.O 0.�� 1.00 135.00 0.00�5 C.D140 0.55 31.04 ^.40 39.60 1.90 2.33 CB20 r=_ 1.35 _.OG 1�5._� C-r�p"t5 .,-014G ---1 02_08 ....,� _�.76 2.�6 �-33 �B'_9 ..=.wcrk Reach ;7_� FF;,CH <-AREA> <-DIA> LENGTH SLOPE < n > DSGN Q � PIPE Ndepth �Depth Vact Vfull C_:,rea �'I T_D (Ac; (ft1 (gtl ft/ft --- - ;cfs) ---- ;ft) ------ (fps) (fps) I ___________________________________________'__________________________________________------ I F1E n_16 1.00 _=g-OU p.Op25 0.��14��• ,..13 7.30 0.15 '_8.9E _.25 2.33 CB18 I Gc��...-__F: A.e�cr -''- REF.�H <-;�REA> � D_,=.� LPIGTE �_��_'E c n > CSG.T: Q � F=?� C7d��th 5��epth ,G��t J`_u1: C r.red 'D (Aci i.fc'r itti f�ifl ----- (cfsi ---- (fti ----- ifps.l (fps'. 'cnfluence with Network ta1C 'cnflue�ce with Network blll �cnfluence with Netwerk P71� , _ � 9.,� 1.5� 11E.00 O.GO�� O.�lY7 ,-05 ,-.26 1..,. o�.el 3.��3 3..,`_ CB1? 3/11/04 9 : 2� : 19 am Shareware Release page 23 I SEATTLE TIMES RENTON - PIPE CONVEYANCE ' JOB NO. 11010 ' WORKS4 FILE NO . 11010PIPE.BSN ----------------------------------- , REACH SUMMARY 'I t:cc�.00rk Reach Ccntirued �I� REACH <-AREA> <-DIA> LENGTH SLOPE < n > DSGN Q 8 PIPE Ndepth 6Depth Vact Vfull C_Area , iD iAc'r ifti ;ft) ft/ft ----- (cfs) ---- (ft) ----- (fps) (fpsi ' P16 5.55 1.56 126.00 0.0025 0.0140 4.52 85.93 1.14 75.89 3.14 3.Q5 CB16 . hetwork Reach Ni4 , REACH <-AREA> <-DIA> LENGTH SLOPE < n > DSGN Q 8 PIPE Ndepth BDepth Vact Vfull C_Area ?D tAc} (ft) (ft) ft/ft --- (cfs? ---- (fU - --- (fps; (fps) P15 2.08 1.00 126.00 0.0025 0.0140 O.BB 49.3G 0.52 51.78 2.14 2.33 CB15 P19 2.23 _.25 115.00 0.0025 0.0140 1.82 56.14 0.70 56.06 2.57 2.71 CS14 , [:e��Nork Reach N15 ' REA�H <-AREA> <-DIA> LENGTH SLOPE < n > DSGDI Q � PIPE Ndepth �Depth Vact Vfull C_Area � T_D !Aci (ft) ;ftl ft/ft ----- (cfs} ------ (ft) ---- (fpsi !fps) ��enfluence with Network N13 �onfluence with Network N14 ' F13 7.97 2.00 146.00 0.0025 0.014D 6.49 57.30 1.14 56.78 3.53 3.70 CB13 ��1� 8.97 2.00 108.00 0.0025 0.014D 6.90 60.89 1.18 59.02 3.57 3.70 CB12 C�nf2uence with Network NS F_1 13.68 2.00 69.00 0.0025 0.0140 11_13 98.26 1.77 88.43 3.79 3.70 CB11 :'1 13.E8 2.50 55.Q^ ^.C2'E 0.0140 11.13 15.31 0.71 28.35 ..72 19.27 ?]�tt:�or-•; .�=ach 'dlo F.EACH <-F.REA> r DIA> LENGTH SLOPE < n > DSGN Q � PIPE N3epth �Depth Vact Vfull C Area ID (Ac) (ft? (ft) ft/ft ------ (cfs) ---- tft) ------ {fps) (fps) ' F=J 0.41 1.00 122.00 0.0025 0.0140 0.33 18.72 0.30 30.43 1.65 2.33 CB10 .-, 0.85 1.00 '_36.00 0.0025 0.0140 0.69 38.90 0.45 45.05 2.02 2.33 CB9 1.06 1.00 167.00 0.^025 0.0140 0.86 46.35 0.51 51.20 2.13 2.33 CBB F'- ?.45 1.25 122.00 0.0025 0.0140 1.18 36.51 0.54 93.53 2.30 2.71 CH7 F; :.85 ':.25 120.00 0.0025 O.C140 1.51 46.59 O.E3 50.06 2.45 2.71 CB6 P` �-�_ ". .�_ 1`C.r„ n__�0�5 .,.�15�� 1.6i .,�.ly ;. .., Sti.C6 �._, �_71 ��ES . r.,r_;�.cc-k P.each 2:17 aE=.^- <-AREA> <-DIA> LENGTH SIAPE < n > DSGN Q 8 PIPE Ndepth BDepth Vact Vfull C_Area � '-� (Aci !ft) ;ft) ft/Et ---- !cfs? ----- (ft) ------ lfps; (fps; F�-yA 0-15 1.00 128.00 0.0189 0.414Q 0.12 2.49 0.11 11.26 2.51 6.41 CE4A Confluence with Network N16 F^9 2.57 1.50 148.00 0.0025 0.0140 2.09 34.79 0.69 45.70 2.66 3.05 CB4 , .-= 2.n7 1.�,. _. .__ ��.r�213 C.014Cr �.?^ 1=.:6 �.5� 25.3� S.d4 8.92 �&3 �I 3/11/04 9 : 28 : 20 am Share��rare Release page 24 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 WORKS4 FILE NO. 11010PIPE.BSN ------------------------------------------------------------ REACH SUM�It-�RY rle��_-b: Rea�: �:_., REACH < kBE.-. .. _ .., r:��_ .._._;�E <. .. . _.._.. ; . _:��- ..,�c._ .� pth .G_� :-`--' --` ?D (Ac. ift. _�. frjft ---- tc�� 'f�. -- _ . ;fps? r.. i-_1� ._�_ :. .�_ .,.0850 0.��_�0 �_.�'F _.,3 __�. �.51 _�- ._ _�-=9 __:. :S=ry�or;c 3each :d� REACH <-AREF;> <-.�i�,� LED:�?�'H SL�Fc < t_ > L53•.: Q ' F=P? _-]de_Cr TD�p�:� 'vact 1-u-- ' ^.rea ID tAc) ;ft; (ft; ft/ft ---- (cfsi ----- (fG) ------ (fps; (fps, --------------------------------------------------------------------------------- P56 Q.07 1.00 9C.00 0.0025 0.0140 0.06 3.20 0.13 12.69 0.98 2.33 CBSc P95 "v.23 1.00 99.00 0.0025 0.�140 0.19 10.50 0.23 22.69 1.40 2.33 CB4� P44 0.71 1.00 100.00 0.0025 0.0140 0.58 32.91 0.41 40.75 1.92 2.33 CB49 P43 0.89 1.00 103.00 0.0025 0.0140 0.72 40.63 0.46 46.25 2.04 2.33 CB43 P42 I.41 1.D0 10G.00 0.0025 0.0140 1._5 E5.36 ^.ol 51.20 2.28 2.33 CB4< i7=t�:ror:t 3=ach ?d20 , REACH c-AREA> <-DI�;> �E2:GTH SLOPE < n > CSGN Q � FIPE Dldecth %�epth `.%aCt Vfull C Area ID (Ac) ift; lfU ft/ft ------ !cfsi --- (ft) --- ;fps) �fpsJ PBO C.14 1.00 119.00 0.0025 0.0140 0.11 6.39 0.18 17.76 1.21 2.33 CBSC F�9 ...26 :.nC -_,Op C..,_�= p.�14�� _.�_ _�.-_ 0.25 25.GS 1.98 �_3� ��b"c [7et�Kcrk Reac� t.21 REACH <-AREF.> <-PIA> LE�]GT� SLGrE < n > LS3C] ;�� % PIFE t:�ept:� %Depth �a.,� `.%fcll C �+-�a ID !Ac? (ft1 (fti ft/ft ----- (cfs) ------ (ft) ----- {fps? lfps� P7? 0.21 1.00 29.00 O.0025 d.0140 0.17 4.59 0.22 21.69 1.35 2.33 CB-S r;��.y�,�r: ��3_r _az� 3EACH <-AAEt.> <-DIn> LEt�G'?H SLOPE < n > C�SGt: Q % F'IP3 Ndepth �nepth V3Ct Vfull C �I�d ID (Ac) (fti (fti ft/ft ----- ;cfs) ---- !ft) ---- ;fps) (fps) P77 0.14 1.00 151.00 0.0025 0.0140 0.11 6.39 0.18 17.76 1.21 2.33 CB77 P76 0.72 1.00 4'.QO 0.0025 0.0140 0.59 32.67 0.41 91.05 1.93 2.33 CE76 ?]2r�:i�r:< Rea��h D723 kEACH <-r'1REA> <-�I.;> �EP73T3 5��?E < n > CSGV � � PIPE Dl�epth %Depth :ac� Vfu:i � Nrea ID tAcl ift) ;fti f-:fr ------ r,_`s�. . ._ lfti - ----- i`��s',� '.fp�i Confluence with Netwe_k t:2� Confluence witk: Network N�1 Confluence with Network t��2 F"'S 1.21 1.00 172.00 O.COi> =.�14� .,.�, 55.23 U.55 55.49 �.�� .33 - � 3/?1/04 9 : 28 :20 am Shareware Release page 25 I SEATTLE TIMES RENTON - PIPE CONVEYANCE I JOB NO. 11010 �I WORKS4 FILE NO. 11010PIPE.BSN _------------------------==REACH SLTMMARY=====______________________= I [det:rcrY: =_�ach �c�tis�ed �:ESCH <-nFEA> <-DIA> LENGTH SLOPE < r. > DSGN Q € PIPE Ndepth isDepth Vact Vfull C_Ared ID (Ac1 (ft) ;ft) ft/_t ----- tcfsl ----- (ft) ----- (,fpsi (fpsl ?74 2.02 1.00 SS.00 O.OQ25 0.�140 1.65 92.21 0.81 81.24 2.91 2.33 CB74 r,� 2.4� _.25 5"'.Oii p.0025 �.Q1�0 1.9"' _...53 �.74 �9.p4 �.E1 2.?1 CB?3 �.�_�:�or: F.eac�h :LG4 �,;,,�,u, �_p,qEA> �-DIA> LENGTF: SLAPE < n > DSGN Q % PIPE Ndepth �Depth Vac[ Vfull C_Area ID (Ac; (ft) (ft? ft/ft ----- (cfs? ---- Lft} ----- ;fps) (fps) F?� 0.04 1.OD ?L�� G.0157 n.p�,qp r.��3 0.65 O.G6 5.97 1.71 6S4 CB?2 F?: �.i8 1..... 71.,.., .,.01�3 t�.?_v., �.,� _.,� ...12 12.1�� 2.'i0 6.56 CB?�_ [�letwcrk Fea�h N2= 3E&CH <-i,PEA> <-DIA> LENGTH SLOPE < n > DSGN Q � PIPE Ndepth �Depth Vact Vfull C_Area :D ;Ac'1 (ft) ;ft) ft/it ------ (cfs) ----- lft) ---- lfpsi ifpsi � ?^0 0.38 1.00 48.00 0.0170 O.G140 0.31 6.65 0.16 18.1: 3.19 6.08 CB70 P65 C.91 1.00 70.00 0.0486 �.G140 0.33 4.24 O.IS 14.56 4.72 10.28 CBE9 P53 .,.92 =.00 o9.0ii n.C�1�i0 .,-0150 0.34 9.59 ,..22 21.69 �.72 4..,c CbcB "d2t��aor.< keach N26 p�;,ru <-AREA> <-DIA> LSNGTH SLOPE < n > DSGN Q � PIPE Ndepth �Depth Vact Vfull C_Area ID (Ac) (ft? (fti ft!ft ------ (cfsi ---- ;ft; ----- (fps) (fps) --------------------------------------------------------------------------------- ------------------------------------------------------------------------------ ��cnfluence with Network N23 ��cnfluence with Network N24 Ccnfluence with Network N25 F6� 3.83 1.25 77.00 0.0025 0.0140 3.12 96.42 1.07 85.78 2.78 2.71 CB67 F6o 4.�C3 1.50 214.G0 �.��?25 O.C14G 3.9� ^4.78 1.02 67.93 s.08 3.05 CB56 Idetw��rk RE3�Y: P72? .�:E�CH <-:.REA> r DIF> �ENGTH SLCFE < n > DSGN Q � PIPE Ndepth %Deptn Vact Vfull C_r',rea �D lAci (ft) !fU ft�ft --- lcfs) ----- (ft) ---- (fps) (fps; -------------------------------------------------------------------------------- �05 G.12 1.00 100.00 0.0060 0.�190 �.i0 3.59 0.13 13.32 1.57 's.61 CB65 PE4 Q.20 1.00 160.00 0.0060 0.019D 0.16 5.89 0.17 17.06 1.83 3.61 CB64 P53 Q.64 1.00 85.00 0.0060 0.0140 0.52 18.86 0.31 30.55 2.56 3.61 CB63 Po2 1.29 1.OQ 88.00 0.0060 0.0140 1.05 38.C1 0.45 44.53 3.11 3.61 CB62 Confluer.ce with Network N26 Pol 6.12 2.Q0 83.00 O.0025 G.0140 4.58 44.00 0.97 48.42 3.31 3.70 3/11/04 9 : 28 :20 am Shareware Release page 26 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 II '� WORKS4 FILE NO. 11010PIPE.BSN � _____________________________________________________________________ REACH SUMMARY :72twerk Rea��h N28 REACH �-AREP.> <-DIA> LENG:H SLOPE < n > DSGN Q � PIPE Ndepth %Depth Vact Vfull C_Area ID iAc? (ftJ ft; ft;ft ---- (cfs; --- ;ft? ----- (fps; (fpsi F5Q O.ti9 1.00 105.00 0.0086 0.0140 0.07 2.22 0.11 i0.65 1.b3 4.32 CBEO F59 0.19 1.00 74.00 0.0347 0.0140 0.15 2.18 0.11 10.57 3.49 9.29 CB59 Confluence with �etwork N27 FS& 6.49 2.00 104.CC G.0025 O.C140 5.24 46.30 1.00 49.8fl 3.35 3.70 CB56 F�" �.,_ �.00 ......., .,..,025 .,.�14., _...i 9°.�� 1.�3 52.10 9.41 3.70 C�=. ivEL':iC_}�_ P.E3Ck'1 N� 3EA�H <-AFcEA> <-DIA> LENGTH SLOPE < n > DSGN Q � PIPE Ndenth $Depth Vact Vfu12 C_Area i� (Ac; lfti (ftj ft/ft ----- (cfs) ----- (ft) ----- (fps) (fps; ?41 0.08 1.00 83.00 C�.0025 C.0140 0.07 3.65 0.14 13_54 1.02 2.33 CB41 ..erv:��rk Peach P;� P.EACH <-AREA> <-CIA> LE21G:'H SIRPE < n > DSGN Q � PIPE Ndepth �Depth Vact `7iull C_Area ID ;P,cl (ft) ;ft; ft/ft ------ (cfs) ---- ;ft} ----- (fps; (fps) ,onfluence w:th Ketwork N2 'or.fluence with I:etorork N3 F40 1.65 1_00 bb.CC O.CG25 O.C140 1.34 75.32 0.68 68.29 2.35 2.33 CB40 F39 l.nl 1.00 102.00 O.QG25 O.C140 1.47 82.62 0.73 73.40 2.39 2.33 CB39 F38 2.36 _.25 102.QQ 0.0025 0.0140 1.92 59.42 0.73 58.I0 2.60 2.71 CB38 F37 2.54 1.25 59.00 0.0025 0.0140 2.07 63.95 0.76 60_94 2.64 2.71 CB37 F�35 �.59 _.2� 125.�� ._J25 �7.0140 2.?9 67.72 �.79 c3.33 2.67 2.7i CB36 tdet�acrk Feacn :�:5 3EACH <-AREA> <-DZA> LENGTH SLOFE c n > DSGN Q $ PIPE Ndepth %Depth Vact Vfull C_F,rea iD (Aci (ftl (`_t) ft/ft ---- (cfs; ---- (ft; ----- (fpsl lfps; ��cnfluence •Nith Network N1 Ccnflue�ce with Network N4 P3_ 4.73 1.50 91.00 0.0025 0.0140 3.85 73.23 1.00 66.90 3.07 3.05 CB35 P39 4_83 1.50 80.00 0.0025 0.0140 3.93 74.78 1.02 67.93 3.08 3_OS CB34 P33 4.93 1.50 80.00 0.0025 0.4140 4.01 76.14 1.03 68.85 3.09 3.05 CB33 F3� 5.03 _.50 104.CC O.0O25 U.C14C 4.09 77.59 1.05 65.9D 3.10 3.C5 CB32 3/11/04 9 : 28 : 21 am Shareware Release page 27 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 � WORKS4 FILE NO. 11010PIPE.BSN REACH SUMMARY Network Reach N6 REACY. <-AREA> <-DIA> LENGTH SLOPE < n > DSGN �� $ PIPE Ndepth �Depth Vact 'Jfull C_Area ID (Aci (ft) iftl ft/ft ----- ticfs; ----- (ft) ----- !fps) lfpsi P31 0.09 1.00 80.00 0.0025 �.0140 0.07 4.11 0.14 14."s2 1.06 2.33 CB31 P3G 0.:9 1.00 80.00 0.0025 o.oiao 0.15 8.67 0.21 20.64 1.32 2.33 CB30 P29 0.29 1.00 80.00 0-0025 o.oi4o 0.24 13.24 D.25 25.50 1.50 2.33 C&29 P28 C�.54 1.J0 4�.00 0.0025 G.0140 0.44 24.65 0.35 35.16 1.78 2-33 CB28 Networic Reach N7 REACH <-AREA> r DIA> �ENG;H SLCPE < n > DSGN Q � FIPE Ndepth &Depth Vact �full C_Area ID ;Ac1 (ft; ;ft; ft/ft ----- icfsi (ft; ---- ifps? ifps) ----------------------------------------------------------------------------- P27 0.19 1.00 135.00 0.0025 0.0140 0.15 S.E7 0.21 20.64 1.32 2.33 Cb27 P25 0.29 1.00 144.00 0.0025 G.0190 0.24 13.24 0.25 25.SC 1.50 2.33 CB2E Network keach N8 r REACH <-AREA> <-DIA> LENGTH SLOPE < n > DSGN Q € FIPE Ndepth �Depth Vact t�full C_Area � �� I� (Aci (fc; (ft; ft/fc ---- !cfs? ----- (fti ----- ifps) (fpsi Cenfluence with Network N6 Confluence with Network N7 P25A 0.83 2.25 87.Q0 0.0025 0.0140 0.60 20.90 0.40 32.23 1.98 2.71 P25 1.12 1.25 8C.00 0.0025 0.0'i40 0.91 28.20 0.47 37.78 2.15 2.71 CB25 Network �each N9 REACH <-AREA> r DZA> LENGTH SLOPE < n > DSGN Q � PIPE Ndepth �Depth Vact Vfull C :+rea ID (P,cl (ft) (ft} ft/ft ----- ;cfsj ------ (ft) ------ ifps) (fps? ---------------------------------------------------------------------------- P24 0.69 1.00 120.00 0.0025 0.0140 0.56 31.SD 0.40 40.12 1.92 2.33 CB24 P23 1.4I 1.00 119.00 O.0O25 0.0140 1.15 64.35 O.cl 61.20 2.28 2.33 Cb23 PIPE REACH ID No. Pi From: To : Pipe Diameter : 2 _ 5000 ft n: 0 . 0140 Pipe Length . 58 . 0000 ft s : 0 . 0276 Up invert . ft down invert : f* Collection Area: 13 . 6800 Ac . Design Flow . 11 . 1316 cfs Dsgn Depth: 0 . 71 ft Pipe Capacity . 68 . 2490 cfs Design Vel . 9 . 7231 fps Travel Time : 0 . 10 min Fipe �ull Vel . 14 . 2589 fps �/11/0; 9 : 28 : 21 am Share�,vare Release page 28 SEATTLE TIMES RENTON - PIPE CCN��,�EYANCE JOB NO. 11010 i WORKS4 FILE NO. 11010PIPE.BSN REACH SUNiMAP,Y FIPE RE�CH ID No . P10 From: To : Pipe Diameter : 1 . 0000 ft n: 0 . 0140 Pipe Length : I22 . 0000 ft s : 0 . 0025 Up �n-„rert . f* do�f�n ir.-.:er- . =} Collecrior� Area : O . �l�C Ac . Design Flow . 0 . 3339 cfs Dsgn Depth : 0 . 30 ft Fipe Capacity . 1 . 7842 cfs Design Vel . 1 . 6520 fps Travel Time : 1 . 23 min Pipe Full Vel . 2 . 3314 fps PIPE REACH ID No . P11 From: To : Pipe Diameter: 2 . 0000 ft n: 0 . 0140 Pipe Length . 89 . 0000 ft s : 0 . 0025 Up invert . ft down invert : -C . 2225 ft Collection Area : 13 . 6800 Ac . Design Flow . 11 . 1316 cfs Dsgn Depth : 1 . 77 ft Pipe Capacity . 11 . 3288 cfs Design Vel . 3 . 7875 fps Travel Time : 0 . 39 min Pipe Full Vel . 3 . 7008 fps PIPE REACH ID No_ P12 From: To : Pipe Diameter: 2 . 00OQ ft n : 0 . 0140 Pipe Length : 108 . 0000 ft s : 0 . 0025 Up invert . ft down invert : -0 . 270Q ft Collection Area : 8 .4700 Ac . Design Flow . 6 . 8982 cfs Dsgn Depth: 1 . 18 ft Pipe Capacity . 11 . 3288 cfs Design Vel . 3 . 5750 fps Travel Time : 0 . 50 min Pipe Full Vel . 3 . 7008 fps PIPE REACH ID No. P13 From: To : Pipe Diameter: 2 . 0000 ft n : 0 . 0140 Pipe Length : 146 . 0000 ft s : 0 . 0025 Up invert . ft down invert : -0 . 3650 ft Collection Area: 7 . 9700 Ac . Design Flow . 6 . 4910 cfs Dsgn Depth : 1 . 14 ft Pipe Capacity . 11 . 3288 cfs Design Vel . 3 . 5259 fps Travel Time : 0 . 69 min Pipe Full Vel . 3 . 7008 fps 3/11/04 9 : 2� : 21 am Srare��.�are Release page 29 SEATTLE TIMES R�NTO:�T - PIPE CONVEYANCE JOB NO. 11010 � WORKS4 FILE NO. 11010PIPE.BSN �EA^�-3 SliP•7MP.RY PIPE REACH �D No. P14 From: To : Pipe Diameter: 1 . 2500 ft r_: 0 . 0140 Pipe Length : 115 . 0000 ft s : 0 . 0025 Up invert . ft down invert : -0 . 2875 ft Collection Area : 2 . 2300 Ac . Design Flow . 1 . 8162 cfs Dsgn Depth: 0 . 70 ft Pipe Capacity . 3 . 2349 cfs Design Vel . 2 . 5653 fps Tra,:�el Time : 0 . ;5 r:�ir_ Pipe Full Vel . 2 . 7053 fps PIPE REACH ID No. F15 From: To: Pipe Diameter: 1 . 0000 ft n : 0 . 0140 Pipe Length : 126 . 0000 ft s : 0 . 0025 Up invert . ft down invert : f` Collection Area : 1 . 0800 Ac . Design Flow . 0 . 8796 cfs Dsgn Depth : C . 52 ft Pipe Capacity . 1 . 7842 cfs Design Vel . 2 . 1428 fps Travel Time : 0 . 98 min Pipe Full Vel . 2 . 3314 fps PIPE REACH ID No. P16 From: To : Pipe Diameter: 1 . 5000 ft n : 0 . 0140 Pipe Length : 126 . 0000 ft s : 0 . 0025 Up invert . ft dcwn invert : ft Collection Area : 5 . 5500 Ac . Design Flow . 4 . 5201 cfs Dsgn Depth : 1 . i4 ft Pipe Capacity . 5 . 2604 cfs Design Vel . 3 . 1413 fps Travel Time : 0 . 67 min Pipe Full Vel . 3 . 0550 fps PIPE REACH ID P10 . P17 From: To : Pipe Diameter : 1 . 5000 Ft r : 0 . 0140 Pipe Length : 11� . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area : 4 . 9900 Ac . Design Flow . 4 . 0640 cfs Dsgn Depth: 1 . 04 ft Pipe Capacity . 5 _2604 cfs Design Vel . 3 . 0949 fps Travel Time : 0 . 62 min Pipe Full ��'el . 3 . 0550 fps 3/11/04 9 : 28 : 21 am Shareware Release page 30 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 WORKS4 FILE NO. 11010PIPE.BSN --------------------------------------------------------------- ---------------------------------------------------------------- REACH SUMMARY PIPE REACH ID No . P18 From: To : Pipe Diameter: 1 . 0000 ft n: 0 . 0140 Pipe Length : 138 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area : 0 . 1600 Ac . Design Flow . 0 . 1303 cfs Dsgn Depth: 0 . 19 ft Pipe Capacity . 1 . 7842 cfs Design Vel . 1 .2582 fps Travel Time : 1 . 83 min Pipe Full Vel . 2 . 3314 fps PIPE REACH ID No. P19 From: To : Pipe Diameter : 1 . 0000 ft n: 0 . 0140 Pipe Length : 109 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area: 1 . 3600 Ac . Design Flow . 1 . 1076 cfs Dsgn Depth: 0 . 60 ft Pipe Capacity . 1 . 7842 cfs �I Design Vel . 2 . 2618 fps Travel Time : 0 . 80 min � Pipe Full Vel . 2 . 3314 fps I; PIPE REACH ID No. P2 � From: To: j Pipe Diameter: 1 . 0000 ft n: 0 . 0140 Pipe Length . 47 . 0000 ft s : 0 . 0850 iUp invert . ft down invert : ft i I Collection Area : 0 . 1000 Ac . Design Flow . 0 . 0814 cfs Dsgn Depth: 0 . 07 ft Pipe Capacity . 10 .4035 cfs Deslgn Vel . 3 . 7517 fps Travel Time : 0 . 21 min Pipe Full Vel . 13 . 5942 fps PIPE REACH ID No. P20 From: To : Pipe Diameter: 1 . 0000 ft n: 0 . 0140 Pipe Length : 135 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft � Collection Area : 0 . 6800 Ac . Design Flow . 0 . 5538 cfs Dsgn Depth: 0 . 40 ft ' Pipe Capacity . 1 . 7842 cfs Design Vel . 1 . 9005 fps Travel Time : 1 . 18 min ', Pipe Full Vel . 2 . 3314 fps � 3/11/04 9 :28 : 21 am Shareware Release page 31 I SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 WORKS4 FILE NO. 11010PIPE.BSN ----------------------------------------------------------- REACH SUMMARY PIPE REACH ID No. P21 From: To : Pipe Diameter : 1 . 5000 ft n: 0 . 0140 Pipe Length : 117 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area: 3 . 2500 Ac . Design Flow . 2 . 6469 cfs Dsgn Depth: 0 . 79 ft Pipe Capacity . 5 .2604 cfs Design Vel . 2 . 8220 fps Travel Time : 0 . 69 min Pipe Full Vel . 3 . 0550 fps PIPE REACH ID No. P22 From: To: Pipe Diameter: 1 . 5000 ft n: 0 . 0140 Pipe Length : 117 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft 'I Collection Area: 2 . 7700 Ac . Design Flow . 2 . 2560 cfs Dsgn Depth: 0 . 72 ft Pipe Capacity . 5 . 2604 cfs Design Vel . 2 . 7115 fps Travel Time : 0 . 72 min Pipe Full Vel . 3 . 0550 fps PIPE REACH ID No. P23 From. To . Pipe Diameter : 1 . 0000 ft n: 0 . 0140 Pipe Length : 119 . 0000 ft s : 0 . 0025 � Up invert . ft down invert : ft li Collection Area: 1 .4100 Ac . Design Flow . 1 . 1483 cfs Dsgn Depth: 0 . 61 ft Pipe Capacity . 1 . 7842 cfs Design Vel . 2 . 2796 fps Travel Time : 0 . 87 min Pipe Full Vel . 2 . 3314 fps , PIPE REACH ID No . P24 From: To : Pipe Diameter : 1 . 0000 ft n: 0 . 0140 Pipe Length : 120 . 0000 ft s : 0 . 0025 , Up invert . ft down invert : ft Collection Area : 0 . 6900 Ac . Design Flow . 0 . 5620 cfs Dsgn Depth : 0 .40 ft I Pipe Capacity . 1 . 7842 cfs I Design Vel . 1 . 9080 fps Travel Time : 1 . 05 min Pipe Full Vel . 2 . 3314 fps 3/11/04 9 :28 : 21 am Shareware Release page 32 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 UJORKS4 FILE NO. 11010PIPE.BSN --------------------------------------------------------------------- ---------------------------------------------------------------- REACH SUMMARY PIFE REACH ID No. P25 From: To: Pipe Diameter : 1 . 2500 ft n: 0 . 0140 Pipe Length . 80 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area : 1 . 1200 Ac . Design Flow . 0 . 9122 cfs Dsgn Depth: 0 . 47 ft Pipe Capacity . 3 . 2349 cfs Design Vel . 2 . 1486 fps Travel Time : 0 . 52 min Pipe Full Vel . 2 . 7053 fps PIPE REACH ID No. P25A From: To : Pipe Diameter: 1 . 2500 ft n : 0 . 0140 Pipe Length . 87 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area : 0 . 8300 Ac . Design Flow . 0 . 6760 cfs Dsgn Depth : 0 . 40 ft Pipe Capacity . 3 . 2349 cfs Design Vel . 1 . 9774 fps Travel Time : 0 . 73 min Pipe Full Vel . 2 . 7053 fps PIPE REACH ID No. P25 From: To : Pipe Diameter: 1 . 0000 ft n : 0 . 0140 Pipe Length : 144 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area: 0 . 2900 Ac . Design Flow . 0 . 2362 cfs Dsgn Depth : 0 . 25 ft Pipe Capacity . 1 . 7842 cfs Design Vel . 1 .4963 fps Travel Time : � . 60 m�n Pipe Full Vel . 2 . 3314 fps PIPE REACH ID No. P27 From: To : Pipe Diameter: 1 . 0000 ft n: 0 . 0140 Pipe Length : 135 . 0000 ft s : 0 . 0025 L'�p invert . ft down invert : ft Collection Area : 0 . 1900 Ac . Design Flow . 0 . 1547 cfs Dsgn Depth: 0 . 21 ft Pipe Capacity . 1 . 7842 cfs Design Vel . 1 . 3232 fps Travel Time : 1 . 70 min Pipe Full Vel . 2 . 3314 fps 3 11 04 9 : 28 : 21 am Shareware Release a e 33 I'� / / P 9 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 ' WORKS4 FILE NO. 11010PIPE.BSN --------------------------------------------------------------------- REACH SUMMARY PIPE REACH ID No. P28 From: 'To : Pipe Diameter : 1 . 0000 ft n: 0 . 0140 Pipe Length . 41 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area : 0 . 5400 Ac . Design Flow . 0 .4398 cfs Dsgn Depth: 0 . 35 ft Pipe Capacity . 1 . 7842 cfs Design VeI . 1 . 7843 fps Travel Time : 0 . 38 min Pipe Full Vel . 2 . 3314 fps PIPE REACH ID No. P29 From: To: Pipe Diameter : 1 . 0000 ft n: 0 . 0140 Pipe Length . 80 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area : 0 . 2900 Ac . Design Flow . 0 . 2362 cfs Dsgn Depth: 0 .25 ft Pipe Capacity . 1 . 7842 cfs Design Vel . 1 . 4963 fps Travel Time : 0 . 89 min Fipe Full Vel . 2 . 3314 fps PIPE REACH ID No. P3 From: To: Pipe Diameter : 1 . 5000 ft n: 0 . 0140 Pipe Length . 47 . 0000 ft s : 0 . 0213 Up invert . ft down invert : ft Collection Area : 2 . 6700 Ac . Design Flow . 2 . 1745 cfs Dsgn Depth: 0 .40 ft Pipe Capacity . 15 . 3545 cfs Design Vel . 5 . 8358 fps Travel Time : 0 . 13 min Pipe Full Vel . 8 . 9172 fps P�PE REACH ID No. P30 I From: To : j Pipe Diameter: 1 . 0000 ft n: 0 . 0140 �� Pipe Length . 80 . 0000 ft s : 0 . 0025 I Up invert . ft down invert : ft Collection Area : 0 . 1900 Ac . Desigr, Flow . Q . 1547 cfs Dsgn Depth: 0 . 21 ft Fipe Capacity . 1 . 7842 cfs Desian Vel . 1 . 3232 fps Travel Time : 1 . 01 min pi�e Full Vel . 2 . 3314 fps 3/11/04 9 : 28 : 21 am Shareware Release page 34 SEATTLE TIMES RENTON - PIPE CCNVEYANCE JOB NO. 11010 ; WORKS4 FILE NO. 11010PIPE.BSN REACH SU;�1I�'IARY PIPE REACH ID No . P31 From: To: Pipe Diameter: 1 . 0000 ft n: 0 . 0140 Pipe Length . 8Q . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area : 0 . 0900 Ac . Design Flow . 0 . 0733 cfs Dsgn Depth: 0 . 14 ft Pipe Capacity . 1 . 7842 cfs Design Vel . 1 . 0609 fps `�-�a�re� Time : 1 . 26 min Pipe Full Vel . 2 . 3314 fps PIPE REACH ID No. P32 From: To : Pipe Diameter : 1 . 5000 ft r. : O . Q14v^ Pipe Length : 104 . 0000 ft s : 0 . 0025 Up invert . ft dewn invert : ft Collection Area : 5 . 0300 Ac . Design Flow . 4 . 0868 cfs Dsgn Depth: 1 . 05 rt Pipe Capacity . 5 .2604 cfs Design Vel . 3 . 0978 fps Travel Time : 0 . 56 min Pipe Full Vel . 3 . 0550 fps PIPE REACH ID No. F33 From: To : Pipe Diameter: 1 . 5000 ft n : 0 . 0140 Pipe Length . 80 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area : 4 . 9300 Ac . Design Flow . 4 . 0053 cfs Dsgn Depth: 1 . 03 ft Pipe Capacity . 5 . 2604 cfs Design Vel . 3 . 0872 fps Travel Time : 0 . 43 min Pipe Full Vel . 3 . 0550 fps PIPE REACH ID No. P34 From: To : Pipe Diameter: 1 .5000 ft n: 0 . 0140 Pipe Length . 80 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area: 4 . 8300 Ac . Design Flow . 3 . 9337 cfs Dsgn Depth: 1 . 02 ft Pipe Capacity . 5 .2604 cfs Design Vel . 3 . 0775 fps Travel Time : 0 . 43 min Pipe Full Vel . 3 . 055G fps � I 3/11/04 9 :28 :21 am Shareware Release page 35 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 G10RKS4 FILE NO. I101OPIPE.BSN REACH SUN7P�RY PTPE REACH ID No . F35 �'rom: To: Pipe Diameter: 1 . 5000 ft n: Q . 0140 Pipe Length . 91 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft I Collection Area : 4 . 7300 Ac . �� Design Flow . 3 . 8523 cfs Dsgn Depth: 1 . 00 ft �� Pipe Capacity . 5 . 2604 cfs ', Design Vel . 3 . 0658 fps Travel Time : 0 . 49 min � Pipe Full Vel . 3 . 0550 fps I FIPE REACH ID No. P36 ' From: To : Pipe Diameter: 1 . 2500 ft n: 0 . 0140 Pipe Length : 125 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area : 2 . 6900 Ac . I Design Flow . 2 . 1908 cfs Dsgn Depth : 0 . 79 ft , Fipe Capacity . 3 . 2349 cfs Design Vel . 2 . 6736 fps Travel Time : 0 . 78 min Fipe Full Vel . 2 . 7053 fps PIPE REACH ID No. P37 From: To : Pipe Diameter: 1 .2500 ft n: 0 . 0140 Pipe Length . 99 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area : 2 . 5400 Ac . Design Flow . 2 . 0687 cfs Dsgn Depth: 0 . 76 ft Pipe Capacity . 3 .2349 cfs Design Vel . 2 . 6415 fps Travel Time : 0 . 62 min Pipe Full Vel . 2 . 7053 fps PIPE REACH ID No. P38 From: To: Pipe Diameter: 1 .2500 ft n: 0 . 0140 Pipe Length : 102 . 0000 ft s : 0 . 0025 U� invert . ft down invert : ft Collection Area : 2 . 3600 Ac . Design Flow . 1 . 9221 cfs Dsgn Depth: 0 . 73 ft Pipe Capacity . 3 . 2349 cfs Design Vel . 2 . 5990 fps Travel Time : 0 . 65 min Pipe Full Vel . 2 . 7053 fps 3/11/04 9 :28 :21 am Shareware Release page 35 I� SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 WORKS4 FILE NO. 11010PIPE.BSN REACH SUMMARY PIPE REACH ID No. P39 From: To : Pipe Diameter: 1 . 0000 ft n: 0 . 0140 Pipe Length : 102 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area : 1 . 8100 Ac . Design Flow . 1 . 4741 cfs Dsgn Depth: 0 . 73 ft Pipe Capacity . 1 . 7842 cfs Design Vel . 2 . 3860 fps Travel Time : 0 . 71 min Fipe Full Vel . 2 . 3314 fps PIPE REACH ID No. P4 From: To : Pipe Diameter: 1 . 5000 ft n: 0 . 0140 Pipe Length : 148 . 0000 ft s : 0 . 0025 LTp invert . ft down invert : ft Collection Area : 2 . 5700 Ac . Design Flow . 2 . 0931 cfs Dsgn Depth: 0 . 69 ft Pipe Capacity . 5 . 2604 cfs Design Vel . 2 . 6597 fps Travel Time : 0 . 93 min Pipe Full Vel . 3 . 0550 fps PIPE REACH ID No. P40 From: To: Fipe Diameter: 1 . 00Q0 ft n: 0 . 0140 Pipe Length . 66 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area : 1 . 6500 Ac. Design Flow . 1 . 3438 cfs Dsgn Depth: 0 . 68 ft Pipe Capacity . 1 . 7842 cfs Design Vel . 2 . 3516 fps Travel Time : 0 . 47 min Pipe Full Vel . 2 . 3314 fps PIPE REACH ID No. P41 From: To : Pipe Diameter : 1 . 0000 ft n: 0 . 0140 Pipe Length . 83 . Q000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area : 0 . 0800 Ac . Design Flow . 0 . 0652 cfs Dsgn Depth: 0 . 14 ft Fipe Capacity . 1 . 7842 cfs Design �Iel . 1 . 0237 fps Travel Time : 1 . 35 min Fipe Full Vel . 2 . 3314 fps 3/11/04 9 : 28 : 21 am Shareware Release page 37 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 � WORKS4 FILE NO. 11010PIPE.BSN ------------------------------------------------------------------- --------------------------------------------------------------------- REACH SUMMARY PIPE REACH ID No. P42 From: To : Pipe Diameter: 1 . 0000 ft n: 0 . 0140 Pipe Length : 100 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft I Collection Area : 1 . 4100 Ac . Design Flow . 1 . 1483 cfs Dsgn Depth: 0 . 61 ft Pipe Capacity . 1 . 7842 cfs Design Vel . 2 . 2796 fps Travel Time : 0 . 73 min Pipe Full Vel . 2 . 3314 fps PIPE REACH ID No. P43 From: To: Pipe Diameter: 1 . 0000 ft n: 0 . 0140 Pipe Length : 103 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area: 0 . 8900 Ac . Design Flow . 0 . 7248 cfs Dsgn Depth: 0 .46 ft Pipe Capacity . 1 . 7842 cfs Design Vel . 2 . 0407 fps Travel Time : 0 . 84 min Fipe Full Vel . 2 . 3314 fps ' FIPE REACH ID No. P44 ! From: To : Pipe Diameter: 1 . 0000 ft n: 0 . 0140 Pipe Length : 100 . 0000 ft s : 0 . 0025 Lp invert . ft down invert : ft Collection Area : 0 . 7100 Ac . Design Flow . 0 . 5782 cfs Dsgn Depth: 0 .41 ft Pipe Capacity . 1 . 7842 cfs Design Vel . 1 . 9226 fps Travel Time : 0 . 87 min Pipe Full Vel . 2 . 3314 fps PIPE REACH ID No. P45 From: To: Pipe Diameter: 1 . 0000 ft n: 0 . 0140 Pipe Length . 99 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area : 0 . 2300 Ac . Design Flow . 0 . 1873 cfs Dsgn Depth: 0 . 23 ft Pipe Capacity . 1 . 7842 cfs Design Vel . 1 . 3992 fps Travel Time : 1 . 18 min Pipe Full Vel . 2 . 3314 fps 3/11/04 9 : 28 : 21 am Shareware Release page 38 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 WORKS4 FILE NO . 11010PIPE.BSN ------------------------------------------------------------- -------------------------------------------------------------------- REACH SUMMARY PIPE REACH ID No. P46 From: To : Pipe Diameter: 1 . 2500 ft n: 0 . 0140 Pipe Length . 66 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collectzon Area : 1 . 9800 Ac . Design Flow . 1 . 6126 cfs Dsgn Depth : 0 . 65 ft Pipe Capacity . 3 .2349 cfs Design Vel . 2 .4933 fps Travel Time : 0 . 44 min Pipe Full Vel . 2 . 7053 fps PIPE REACH ID No. P47 From: To : Pipe Diameter : 1 . 2500 ft n : 0 . 0140 Pipe Length : 147 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area : 1 . 8000 Ac . Design Flow . 1 .4660 cfs Dsgn Depth: 0 . 62 ft Pipe Capacity . 3 . 2349 cfs Design Vel . 2 . 4350 fps Travel Time : 1 . 01 min Pipe Full Vel . 2 . 7053 fps PIPE REACH ID No. P48 From: To : Pipe Diameter: 1 . 0000 ft n: 0 . 0140 Pipe Length . 88 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area : 1 . 7100 Ac . Design Flow . 1 . 3927 cfs Dsgn Depth: 0 . 70 ft I, Pipe Capacity . 1 . 7842 cfs Design Vel . 2 . 3659 fps Travel Time : 0 . 62 min Pipe Full Vel . 2 . 3314 fps PIPE REACH ID No . P49 From: To : Pipe Diameter : 1 . 0000 ft n : 0 . 0140 Fipe Length : 116 . 0000 ft s : 0 . 0025 Up invert . ft down in��Te�t : ft Co�ie�tion Area : 1 . 5200 Ac . Design Flow . 1 . 2379 cfs Dsgn Depth: 0 . 64 ft Pipe Capacity _ 1 . 7842 cfs Design Vel . 2 . 3154 fps Tra��re� Tim.e : 0 . 83 min Pipe Full Vel . 2 . 3314 fps 3/11/04 9 :28 : 21 am Shareware Release page 39 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 WORKS4 FILE NO. 11010PIPE.BSN ----------------------------------------------------------- -------------------------------------------------------- REACH SUI�'IMARY PIFE REACH ID No. P4h From. To : pipe Diameter : 1 . 0000 ft n : 0 . 0140 Pipe Length : 128 . 0000 ft s : 0 . 0189 Up invert . ft down invert : ft Collection Area : 0 . 1500 Ac . Design Flow . 0 . 1222 cfs Dsgn Depth: 0 . 11 ft Pipe Capacity . 4 . 9057 cfs Design Vel . 2 . 5101 fps Travel Time : 0 . 85 min Pipe Full Vel . 6 .4102 fps PIPE REACH ID No. P5 From: To: Pipe Diameter: 1 .2500 ft n: 0 . 0140 Pipe Length : 150 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area : 2 . 2300 Ac . Design Flow . 1 . 8162 cfs Dsgn Depth: 0 . 70 ft Pipe Capacity . 3 . 2349 cfs Design Vel . 2 . 5653 fps Travel Time : 0 . 97 min Pipe Full Vel . 2 . 7053 fps PIPE REACH ID No. P50 From: To: Pipe Diameter : 1 . 0000 ft n: 0 . 0140 Pipe Length : 144 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area: 1 .2300 Ac . Design Flow . 1 . 0017 cfs Dsgn Depth: 0 . 56 ft Pipe Capacity . 1 . 7842 cfs Design Vel . 2 . 2107 fps Travel Time : 1 . 09 min Pipe Full Vel . 2 . 3314 fps PIPE REACH ID No. P51 From: To : Pipe Diameter : 1 . 0000 ft n: 0 . 0140 Pipe Length : 113 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area: 0 . 9400 Ac . Design Flow . 0 . 7656 cfs Dsgn Depth : 0 . 48 ft Pipe Capacity . 1 . 7842 cfs Design Vel . 2 . 0695 fps Travel Time : 0 . 91 min Pipe F�,.ill Vel . 2 . 331� fps 3/11/04 9 : 28 : 21 am Shareware Release page 40 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 WORKS4 FILE NO. 11010PIPE.BSN --------------------------------------------------------------------- --------------------------------------------------------------- REACH SUMMARY PIPE REACH ID No. P52 From: To : Pipe Diameter: 1 . 0000 ft n: 0 . 0140 Pipe Length . 94 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft � Collection Area : 0 . 7800 Ac . Design Flow . 0 . 6353 cfs Dsgn Depth: 0 .43 ft Pipe Capacity . 1 . 7842 cfs Design Vel . 1 . 9715 fps Travel Time : 0 . 79 min Pipe Full Vel . 2 . 3314 fps PIPE REACH ID No . P53 ''i From: To : Pipe Diameter : 1 . 0000 ft n: 0 . 0140 Pipe Length : 110 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area: 0 . 5600 Ac . Design Flow . 0 .4561 cfs Dsgn Depth: 0 . 36 ft Pipe Capacity . 1 . 7842 cfs Design Vel . 1 . 8023 fps Travel Time : 1 . 02 min pipe Full Vel . 2 . 3314 fps PIPE REACH ID No. P54 From: To : Pipe Diameter: 1 . 0000 ft n: 0 . 0140 Pipe Length : 110 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area: 0 . 3300 Ac . Design Flow . 0 . 2688 cfs Dsgn Depth: 0 . 27 ft Pipe Capacity . 1 . 7842 cfs Design Vel . 1 . 5528 fps Travel Time : 1 . 18 min Pipe Full Vel . 2 . 3314 fps PIPE REACH ID No. P55 From: To : Pipe Diameter: 1 . 0000 ft n: 0 . 0140 Pipe Length . 88 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area: 0 . 1100 Ac . Design Flow . 0 . 0896 cfs Dsgn Depth: 0 . 16 ft Fipe Capacity _ 1 . 7842 cfs Design Vel . 1 . 1264 fps Travel Time : 1 . 30 min Pipe Full Vel . 2 . 3314 fps � ?/I��04 9 : 28 : 21 am Shareware Release page 41 SEATTLE TIMES RENTON - PIPE CONVEvANCE JOB NO. 11010 WORKS4 FILE NO. 11010PIPE.BSN P.=ACH SUMMARY P�F� R�ACH I� Z�lo . P�o From: To : Pipe Diameter : 1 . 0000 ft n: 0 . 0140 Pipe Length . 90 . 0000 ft s : 0 . 0025 Up invert . ft d��:7n in�•rert : ft Collection Area: 0 . 0700 ..� . Design Flow . 0 . 0570 cfs Dsgn Depth: 0 . 13 ft Pipe Capacity . 1 . 7842 cfs Design Vel . 0 . 9839 fps Travel Time : 1 . 52 min Pipe Full Vel . 2 . 3314 fps PIPE REACH ID No. P57 From: To : Pipe Diameter : 2 . 0000 ft n: 0 . 0140 Pipe Length . 24 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area : 6 . 9300 Ac . Design Flow . 5 . 6440 cfs Dsgn Depth: 1 . 04 ft Pipe Capacity . 11 . 3288 cfs Design Vel . 3 .4103 fps Travel Time : 0 . 12 min Pipe Full Vel . 3 . 7008 fps PIPE REACH ID No . P58 From: To : Pipe Diameter : 2 . 0000 ft n : 0 . 0140 Pipe Length : 104 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area: 6 . 4400 Ac . Design Flow . 5 . 2449 cfs Dsgn Depth: 1 . 00 ft Pipe Capacity . 11 . 3288 cfs Design Vel . 3 . 3490 fps Travel Time : 0 . 52 min Pipe Full Vel . 3 . 7008 fps PIPE REACH I� Nc . P5G From: To : Pipe Diameter : �. . �000 ft n: O . O1G0 Pipe Length . 74 . 0000 ft s : 0 . 0397 Up invert . ft down invert : ft Collection Area : 0 . 1900 Ac . Design Flow . 0 . 1547 cfs Dsgn Depth: 0 . 11 ft Pipe Capacity . 7 . 1099 cfs Design Vel . 3 . 4925 fps Tra�re,� T,_rr:e : 0 . 3� riin Fipe Full Vel . 9 . 2905 fps 3/il/04 9 : 28 :21 am Sh�reura�-e F.�lease paae 42 SEATTLE TIMES RENT��P�I - FIPE CONVEY�'�ICE JOB NO. 11010 G70RKS4 FILE NO. 11010PIPE.BSN t?E T.�'� "�T.'�i'�"�r?i :-I F� R�ti"I-: I� T10 . F 6 From: To : Pipe Diameter: 1 . 2500 ft n: 0 . 0140 Pipe Length : 120 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area : 1 . 8500 Ac . Design Flow . 1 . 5067 cfs Dsgn Depth: 0 . 63 ft Pipe Capacity . 3 . 2349 cfs Design Vel . 2 .4518 fps Travel Time : 0 . 82 min Pipe Full Vel . 2 . 7053 fps PIPE REACH ID No. P60 From: To: Pipe Diameter : 1 . 0000 ft n: 0 . 0140 Pipe Length : 105 . 0000 ft s : 0 . 0086 Up invert . ft down invert : ft Collection Area : 0 . 0900 Ac . Design Flow . 0 . 0733 cfs Dsgn Depth: 0 . 11 ft Fipe Capacity . 3 . 3092 cfs Design Vel . 1 . 6342 fps Travel Time : 1 . 07 min Pipe Full Vel . 4 . 3241 fps PIPE REACH ID No . P61 From: To : Pipe Diameter : 2 . 0000 ft n: 0 . 0140 Pipe Length . 83 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area: 6 . 1200 Ac . Design Flow . 4 . 9843 cfs Dsgn Depth: 0 . 97 ft Pipe Capacity . 11 .3288 cfs Design Vel . 3 . 3062 fps Travel Time : 0 . 42 min Pipe Full Vel . 3 . 7008 fps P I PE REACH I D P•T�� . r F 2 From: To : Pipe Diametez : _ . ��0'�� -t r= : 0 . 0140 Pipe Length . o8 . 00G0 ft s : 0 . 0060 Up invert . ft down invert : ft Collection Area : 1 . 2900 Ac. Design Flow . 1 . 0506 cfs Dsgn Depth: 0 . 45 Ft Pipe Capacity . 2 . 7640 cfs Design VeI . 3 . 1072 fps TraT�rel Time : 0 _ 47 min Fipe Full Vel . 3 . 5118 fps 3/11/04 9 :28 : 21 am Shareware Release page 43 , SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 WORKS4 FILE NO. 11010PIPE.BSN --------------------------------------------------------------------- --------------------------------------------------------------------- REACH SUMMARY PIPE REACH ID No. P63 From: To : Pi e Diameter : 1 . 0000 ft n: 0 . 0140 P Pipe Length . 89 . 0000 ft s : 0 . 0060 Up invert . ft down invert : ft Collection Area : 0 . 6400 Ac . Design Flow . 0 . 5212 cfs Dsgn Depth: 0 . 31 ft Pipe Capacity . 2 . 7640 cfs Design VeI . 2 . 5644 fps Travel Time : 0 . 58 min Pipe Full Vel . 3 . 6118 fps PIPE REACH ID No. P64 From: To: Pipe Diameter : 1 . 0000 ft n: 0 . 0140 Pipe Length : 100 . 0000 ft s : 0 . 0060 Up invert . ft down invert : ft Collection Area : 0 .2000 Ac . Design Flow . 0 . 1629 cfs Dsgn Depth: 0 . 17 ft Fipe Capacity . 2 . 7640 cfs Design Vel . 1 . 8300 fps Travel Time : 0 . 91 min Pipe Full Vel . 3 . 6118 fps PIPE REACH ID No. P65 From: To: Pipe Diameter: 1 . 0000 ft n: 0 . 0140 Pipe Length : 100 . 0000 ft s : 0 . 0060 U� invert . ft down invert : ft Collection Area : 0 . 1200 Ac . Design Flow . 0 . 0977 cfs Dsgn Depth: 0 . 13 ft Fipe Capacity . 2 . 7640 cfs Design Vel . 1 . 5719 fps Travel Time : 1 . 06 min Pipe Full Vel . 3 . 6118 fps PIPE REACH ID No. P66 From: To: Pipe Diameter: 1 . 5000 ft n: 0 . 0140 Pipe Length : 214 . 0000 ft s : 0 . 0025 Up invert . ft down invert : -0 . 5350 ft Collection Area: 4 . 8300 Ac . I Design Flow . 3 . 9337 cfs Dsgn Depth: 1 . 02 ft Pipe Capacity . 5 . 2604 cfs Design Vel . 3 . 0775 fps Travel Time : 1 . 16 min Pipe Full Vel . 3 . 0550 fps 3/11/04 9 :28 :21 am Shareware Release page 44 SEATTLE TIMES RENTON - PIPE CON�,�EYANCE JOB NO. 11010 WORKS4 FILE NO. 11010PIPE.BSN REACH SUNINIAR`% PIPE REACH ID No . P57 From: To : Pipe Diameter : 1 .2500 ft n: 0 . 0140 Pipe Length . 77 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area: 3 . 8300 Ac . I �esign Flow . 3 . 1193 cfs Dsgn Depth: 1 . 07 ft �, Pipe Capacity . 3 . 2349 cfs ', Design Vel . 2 . 7843 fps Travel Time : 0 .46 min � Pipe Full Vel . 2 . 7053 fps PIPE REACH ID No. P68 From: To : ?;�pe Diameter: 1 . 0000 ft n: 0 . 0140 ?ipe Length . 69 . 0000 ft s : 0 . 0100 '?� invert . ft down invert : ft Collection Area: 0 .4200 Ac . Design Flow . 0 . 3421 cfs Dsgn Depth: 0 . 22 ft Pipe Capacity . 3 . 5684 cfs Design Vel . 2 . 7249 fps Travel Time : 0 . 42 min Pipe Full Vel . 4 . 6628 fps PIPE REACH ID No. P69 From: To : Pipe Diameter: 1 . 0000 ft n: 0 . 0140 Pipe Length . 70 . 0000 ft s : 0 . 0486 Up invert . ft down invert : ft Collection Area: 0 .4100 Ac . Design Flow . 0 . 3339 cfs Dsgn Depth: 0 . 15 ft Pipe Capacity . 7 . 8666 cfs Design Vel . 4 . 7211 fps Travel Time : 0 . 25 min Pipe Full Vel . 10 . 2792 fps FIPE REACH ID No. P7 ��rom: To : Pipe Diameter: 1 .2500 ft n: 0 . 0140 Fipe Length : 122 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area: 1 .4500 Ac . Design Flow . 1 . 1809 cfs Dsgn Depth: 0 . 54 ft Pipe Capacity . 3 . 2349 cfs Design Vel . 2 . 3029 fps Travel Time : 0 . 88 min Fipe Full Vel . 2 . 7053 fps 3/11/04 9 : 28 : 22 am Shareware Release page 45 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 �, t^�ORKS4 FILE NO. 11010PIPE.BSN ', ------------------------------------------------------------ -------------------------------------------------------------- � REACH SUMMARY PIPE REACH ID No. P70 From: To : Pipe Diameter: 1 . 0000 ft n: 0 . 0140 Fipe Length . 48 . 0000 ft s : 0 . 0170 I Up invert . ft down invert : ft '� Collection Area : 0 . 3800 Ac . Design Flow . 0 . 3095 cfs Dsgn Depth: 0 . 18 ft Pipe Capacity . 4 . 6526 cfs Design Vel . 3 . 1916 fps Travel Time : 0 . 25 min ?ipe Full Vel . 6 . 0795 fps PIPE REACH ID No. P71 From: To: Pipe Diameter: 1 . 0000 ft n: 0 . 0140 Pipe Length . 71 . 0000 ft s : 0 . 0198 Up invert . ft down invert : ft Collection Area: 0 . 1800 Ac . Design Flow . 0 . 1466 cfs Dsgn Depth: 0 . 12 ft Pipe Capacity . 5 . 0211 cfs Design Vel . 2 . 6960 fps Travel Time : 0 .44 min Pipe Full Vel . 6 . 5611 fps PIPE REACH ID No. P72 From: To: Pipe Diameter: 1 . 0000 ft n: 0 . 0140 Pipe Length . 71 . 0000 ft s : 0 . 0197 Up invert . ft down invert : ft Collection Area: 0 . 0400 Ac . Design Flow . 0 . 0326 cfs Dsgn Depth: 0 . 06 ft Pipe Capacity . 5 . 0084 cfs Design Vel . 1 . 7070 fps Travel Time : 0 . 69 min Pipe Full Vel . 6 . 5445 fps PIPE REACH ID No. P73 �rom: To : Pipe Diameter: 1 . 2500 ft n: 0 . 0140 Pipe Length . 67 . �000 ft s : 0 . 0025 I Up invert . ft down invert : -0 . 1675 ft Collection Area: 2 . 4200 Ac . Design Flow . 1 . 9709 cfs Dsgn Depth: 0 . 74 ft Pipe Capacity . 3 .2349 cfs Design Vel . 2 . 6137 fps Travel Time : 0 .43 min Pipe Full Ve� . 2 . 7053 fps 3/11/04 9 : 28 : 22 am Shareware Release page 46 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 I� WORKS4 FILE NO. 11010PIPE.BSN ', - -------------------------------------------------- � REACH SUMMARY �I PIF� R�ACI� ID �:c . P7� I From: To : ' Pipe Diameter: 1 . 0000 ft n: 0 . 0140 Pipe Length . 85 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area: 2 . 0200 Ac . Design Flow . 1 . 6451 cfs Dsgn Depth: 0 . 81 ft Fipe Capacity . 1 . 7842 cfs I Design Vel . 2 .4075 fps Travel Time : 0 . 59 min Pipe Full Vel . 2 . 3314 fps PIPE REACH ID No. P75 From: To : Pipe Diameter: 1 . 0000 ft n: 0 . 0140 Pipe Length : 172 . 0000 ft s : 0 . 0025 ' Up invert . ft down invert : ft Collection Area : 1 . 2100 Ac . Design Flow . 0 . 9855 cfs Dsgn Depth: 0 . 55 ft Fipe Capacity . 1 . 7842 cfs Design Vel . 2 . 2022 fps Travel Time : 1 . 30 min Pipe Full Vel . 2 . 3314 fps PIPE REACH ID No. P76 From: To : Pipe Diameter: 1 . 0000 ft n: 0 . 0140 Pipe Length . 47 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area : 0 . 7200 Ac . Design Flow . 0 . 5864 cfs Dsgn Depth: 0 . 4I ft Pipe Capacity . 1 . 7842 cfs Design Vel . 1 . 9300 fps Travel Time : 0 .41 min Pipe Full Vel . 2 . 3314 fps PIPE REACH ID No. P77 From: To : Pipe Diameter: 1 . 0000 ft n: 0 . 0140 Pipe Length : 151 . 0000 ft s : 0 . 0025 �.Tp invert . ft down invert : ft Collection Araa : O . l�OG Ac . ' Design Flow . 0 . 1140 cfs Dsgn Depth: 0 . 18 ft I'I Fipe Capacity . 1 . 7842 cfs , Design Vel . 1 . 2096 fps Travel Time : 2 . 08 min ', Pipe Full Vel . 2 . 3314 fps ', lI 4 I' 3/ /0 9 : 28 : 22 am Shareware Release page 47 , SEATTLE TIMES RENTON - PIPE CONVEYANCE I JOB NO. 11010 WORKS4 FILE NO. 11010PIPE.BSN ', ---------------------------------------------------------------- --------------------------------------------------------------------- REACH SUMMARY , PIPE REACH ID No. P78 From: To: Pipe Diameter: 1 . 0000 ft n: 0 . 0140 Pipe Length . 24 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area: 0 . 2100 Ac . Design Flow . 0 . 1710 cfs Dsgn Depth: 0 . 22 ft Pipe Capacity . 1 . 7842 cfs Design Vel . 1 . 3624 fps Travel Time : 0 . 29 min Pipe Full Vel . 2 . 3314 fps PIPE REACH ID No . P79 From: To : Pipe Diameter : 1 . 0000 ft n: 0 . 0140 Pipe Length . 75 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area: 0 . 2800 Ac . Design Flow . 0 .2280 cfs Dsgn Depth: 0 . 25 ft Pipe Capacity . 1 . 7842 cfs Design Vel . 1 . 4814 fps Travel Time : 0 . 84 min Pipe Full Vel . 2 . 3314 fps PIPE REACH ID No. P8 From: To: Pipe Diameter: 1 . 0000 ft n: 0 . 0140 Pipe Length : 167 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area: 1 . 0600 Ac . Design Flow . 0 . 8633 cfs Dsgn Depth: 0 . 51 ft Pipe Capacity . 1 . 7842 cfs Design Vel . 2 . 1330 fps Travel Time : 1 . 30 min Pipe Full Vel . 2 . 3314 fps PIPE REACH ID No. P80 From: To : Pipe Diameter : 1 . 0000 ft n: 0 . 0140 , Pipe Length : 119 . 0000 ft s : 0 . 0025 ' Up invert . ft down invert : ft Collection Area : O . I400 Ac. '� Design Flow . 0 . 1140 cfs Dsgn Depth: 0 . 18 ft �, Pipe Capacity . 1 . 7842 cfs ', Design Vel . 1 . 2096 fps Travel Time : 1 . 64 min ', Pipe Full Vel . 2 . 3314 fps I I 3/11/04 9 : 28 :22 am Shareware Release page 48 SEATTLE TIMES RENTON - PIPE CONVEYANCE JOB NO. 11010 WORKS4 FILE NO. 11010PIPE.BSN --------------------------------------------------------------------- --------------------------------------------------------------------- REACH SUMMARY PIPE REACH ID No. P9 From: To : Pipe Diameter: 1 . 0000 ft n: 0 . 0140 Pipe Length : 136 . 0000 ft s : 0 . 0025 Up invert . ft down invert : ft Collection Area: 0 . 8500 Ac . Design Flow . 0 . 6923 cfs Dsgn Depth: 0 . 45 ft Pipe Capacity . 1 . 7842 cfs Design Vel . 2 . 0166 fps Travel Time : 1 . 12 min Pipe Full Vel . 2 . 3314 fps /IC� � i� � 1 /C�Q i��'� �j '1 i -�`I BACKWATER COAIPUTER PROGRAM FOR PIPES Pipe data from file:11010-1.bwp ' Surcharge condition at intermediate ��tinctions Taiiwater Elevation:l8. feet Discharge Range:10.13 to 11 .13 Step of 0.1 [cfs] Overflow Elevation:19.3 feet 4�Jeir:NONE Chanr.el 4didth:3 . feet �i� 1 - �C>rvr� PIPE N0. l: 58 LF - 30"CP @ 2.76$ OUTLET: 12 .00 INLE`P: 13 . 60 INTYP: 5 JUNC N0. l: OVERFL064-EL: 21.50 BEND: 22 DEG DIA/WIDTH: 4 .0 Q-RATIO: 0.00 Q(CFS) HW{FT) HW ELEV. * N-FAC DC DN TPd DO DE HWO HWI ***�*****�***+***�*********�***+***�***�*>*****************�.��**************** 10.13 4.44 18.04 * 0.012 1.07 0. 63 6.00 6 .00 4 .44 4.40 1 .33 10.23 4.43 18.03 * 0.012 1.07 0.63 6 .00 6 .00 4_43 4.39 1 .34 10.33 4.43 18.03 * 0.012 1.08 0.64 6.00 6 .00 4 .43 4.39 1 .34 10.43 4.43 18.03 * 0.012 1.09 0.64 6.00 6 .00 4 .43 4_39 1 .35 I 10.53 4.43 18.03 * 0.012 1.09 0.64 6.00 6 .00 4 .43 4.39 1 .36 �� 10.63 4.43 18.03 * 0.012 1.10 0.65 6.00 6.00 4 .43 4.39 1.36 ', 10.73 4.43 18.03 * 0.012 1.10 0.65 6.00 6.00 4 .43 4.39 1.37 � 10 .83 4.43 18.03 * 0.012 1.11 0.65 6.00 6.00 4 .43 4.39 1.37 � 10 .93 4.44 18.04 * 0.012 1.11 0.66 6. 00 6.00 4 .44 4_39 1 .38 11 .03 4.44 18.04 * 0.012 1. 12 0_66 6.00 6.00 4 .44 4.39 1.39 i 11 .13 4.44 18 .04 * 0.012 1.12 0. 66 6.00 6.00 4 .44 4.39 1.39 � 1 GF' � I- G3� '� PIPE NO. 2 : 89 LF - 24"CP @ 0 .25$ OUTLET: 13 .60 INLET: 13 .82 INTYP: 5 �I JUNC NO. 2 : OVERFLOW-EL: 21.90 BEND: 43 DEG DIA/WIDTH: 4 .0 Q-RATIO: Z .72 I Q(CFS) FiW(FT) HW ELEV. * N-FAC DC DN TW DO DE Htn70 HWI ��:*��**��*�**********************�********�****�***�*�***�******�**********� 10.13 4.63 18.45 * 0.012 1.14 1 .40 4.44 4.44 4.38 4.63 1 .71 10.23 4 .62 18.44 * 0.012 1.15 1 .41 4.43 4.43 4 .37 4_62 1 .73 10.33 4.63 18 .45 * 0.012 1.16 1.42 4.43 4 .43 4 .37 4. 63 1 .74 � 10.43 4.64 18 .46 * 0.012 1.16 1.43 4.43 4.43 4 .37 4. 64 1 .75 10.53 4.65 18 .47 * 0.012 1.17 1.44 4.43 4 .43 4.38 4. 65 1.76 10.63 4.66 18.48 * 0.012 1.17 1.45 4.43 4 .43 4.38 4. 66 1 .77 10.73 4.67 18.49 * 0.012 1.18 1.46 4.43 4 .43 4 .38 4_67 1 .78 10.83 4.68 18.50 * 0.012 1.18 1.47 4.43 4.43 4.39 4.68 1.79 10.93 4.68 18.50 * 0.012 1.19 1.48 4.44 4 .44 4.39 4.68 1 .81 11.03 4.69 18.51 * 0.012 1.20 1.50 4 .44 4.44 4 .40 4.69 1 .82 11 .13 4 .70 18.5� * 0.012 1.20 1.51 4 .44 4 .44 4 .40 4. 70 1 . 83 C�� -- � �P�'- 1 J PIPE NO. 3 : 104 LF - 18"CP @ 0.25$ OUTLET: 13 .82 IP�LET: 14 .08 INTYP: 5 JUNC NO. 3 : OVERFLOW-EL: 22.20 BEND: 0 DEG DIA/WIDTH: 4 .0 Q-RATIO: 0 . 02 Q(CFS) H[�T(FT) HW ELEV. * N-FAC DC DN TW DO DE HVJO I:i��I ***�********�************#*********�*******�**************************�*****�� 3 .72 4. 53 18.61 * 0.012 0.74 0.89 4.63 4 .63 4 .49 4.53 1.00 3 .76 4.52 18.60 * 0.012 0.75 0.90 4.62 4 .62 4 .48 4.52 1 .01 ' 3 .80 4 .53 18.61 * 0.012 0 .?S 0.90 4. 63 4 .63 4 .49 4.53 1 .01 � _ .- _ � . �-_ �� . __, k . �_-�. � . . .. _ . �- x . _ _ _ . �-S� _ ' _�n _. _ _ _ . J�. 3 .87 4. 55 18. 63 * 0.012 0.76 0.91 4. 65 4.65 4.51 4.55 1.a2 � 3 .91 4. 56 18.64 * 0.012 0 .76 0.92 4 .66 4.66 4 .52 4.56 1 .03 3 .94 4.58 18 .66 * 0.012 0.77 0.92 4 . 67 4.67 4 .53 4 .58 1.04 3 .98 4.59 18.67 * 0.012 0 .77 0.93 4.68 4.68 4 .54 4.59 1. 04 4 .02 4 .60 18.68 * 0.012 0 .77 0.94 4 .68 4 .68 4 .55 4.60 1. 05 4 .06 4.61 18.69 * 0.012 0 .78 0.94 4.69 4 .69 4 .57 4.61 1. 05 4.09 4 .63 18.71 * 0.012 0 .78 0.95 4 .70 4 .70 4 .58 4.63 1. 06 �j�� 7 `- �� PIPE N0. 4: 80 LF - 18"CP @ 0.25$ OUTLET: 14 .08 INLET: 14 .28 INTYP: 5 JUNC N0. 4: OVERFLOW-EL: 22.20 BEND: 0 DEG DIA/WIDTH: 4 .0 Q-RATIO: 0_02 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************�****��*****��***********�***********�***��****************** 3 .65 4 .46 18.74 * 0.012 0.73 0.88 4.53 4.53 4 .42 4.46 0_99 3 .69 4 .44 18 .72 * Q.012 0.74 0.88 4 .52 4 .52 4.40 4 .44 1. 00 3 .72 4 .45 18 .73 * 0.012 0.74 0.89 4 .53 4 .53 4 .41 4 .45 1.00 3 .?6 4 .47 18.75 * 0.012 0 .?5 0.90 4 .54 4 .54 4.43 4.47 1 .01 3.80 4 .48 18.;6 * 0.012 0.75 0.90 4 .55 4.55 4.44 4.48 1. 01 3 .83 4 .50 18.78 * 0.012 0.75 0.91 4 .56 4 .56 4 .45 4 .50 1 .02 3 .87 4 .51 18.79 * 0.012 0.76 0.91 4 .58 4 .58 4 .47 4 .51 1.02 3.90 4 .53 18.81 * 0.012 0.76 0.92 4 .59 4 .59 4 .48 4 .53 1 .03 3 .94 4 .54 18.82 * 0.012 0.76 0.92 4 .60 4 .60 4_50 4 .54 1.03 3 .98 4 . 56 18.84 * 0.012 0.77 0.93 4 .61 4 .61 4. 51 4 .56 1. 04 4 . 0`- 4 .5i 18 . 85 * 0.012 0_i7 0.93 4 .63 4 .63 4 . 52 4 .57 1.04 �� - �� °�� FIPE :d0. 5 : 80 LF - 18°CP @ 0.25� OUTLET: 14 .28 INLET: 14.48 INTYP: 5 �7tTNC NO. 5: OVERFLOW-EL: 22 .20 BEND: 0 DEG DIA/b+TIDTH: 4. 0 Q-R.ATIO: 0.02 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN T�tiT DO DE HWO HWI *�r*�******��*******************�**************�*******************�*********** 3 .58 4 .38 18.86 * 0.012 0.73 0.87 4 .46 4 .46 4_34 4 .38 0.98 3 . 61 4.36 18.84 * 0.012 0.73 0.87 4 .44 4 .44 4.32 4.36 0.99 3 .65 4 .37 18.85 * 0.012 0.73 0.88 4 .45 4 .45 4.34 4.37 0.99 3 .69 4 .39 18.87 * 0.012 0.74 0.88 4 .47 4 .47 4.35 4.39 1. 00 3 .72 4 .41 18.89 * 0.012 0.74 0.89 4.48 4 .48 4.37 4 .41 1.00 3 .76 4.42 18.90 * 0.012 0.75 0. 89 4 .50 4 .50 4.38 4.42 1. 01 3 .79 4.44 18.92 * 0.012 0.75 0.90 4 .51 4 .51 4 .40 4 .44 1. 01 3 .83 4 .46 18.94 * 0.012 0 .75 0.91 4 .53 4 .53 4 .42 4 .46 1. 02 3 .86 4.48 18.96 * 0.012 0 .76 0.91 4 .54 4 .54 4.43 4 .48 1.02 3 .90 4.49 �8.97 * 0.012 0 .76 0.92 4.56 4 .56 4_45 4.49 1. 03 3 .93 4 . 51 �8.99 * 0.012 0 .76 0.92 4 .57 4 .57 4.47 4 .51 1. 03 �� - c..�� P�PE N0. 6: 91 LF - 18"CP @ 0.25� OUTLET: 14.48 INLET: 14.71 INTYP: 5 �iTNC N0. 6: OVERFLOW-EL: 22.00 BEND: 41 DEG DIA/WIDTH: 4.0 Q-R.ATIO: 1.39 Q(CFS) HW(FT) I-nV ELE��. * N-FAC DC DN TW DO DE HWO HWI t��*************�**�**�**�***�**�***�*�**�******�**************************�*** 3 .51 4.33 19 .04 * 0.012 0 .72 0 .85 4.38 4 .38 4.24 4 .33 1. 03 3 .54 4 .31 19 .02 * 0.012 0 .72 0.86 4.36 4 .36 4.21 4 .31 1. 04 3 .58 4 .33 19.04 * 0.012 0 .73 0.86 4.37 4 .37 4.23 4 .33 1_04 3 .61 4 .35 19 .06 * 0.012 0 .73 0.87 4.39 4 .39 4.25 4 .35 1. 05 3 .65 4 .37 19.08 * 0.012 0.73 0.88 4.41 4.41 4.27 4 .37 1.05 3 .68 4 .39 19.10 * 0.012 0.74 0.88 4.42 4 .42 4.29 4 .39 1.06 3 .72 4 .41 19.12 * 0 .012 0.74 0 .89 4 .44 4 .44 4 . 31 4 .41 1 . 07 3 .75 4 .43 19.14 * 0.012 0.75 0.89 4 .46 4.46 4.33 4.43 1 . 07 Il�i 3.79 4.45 19.16 * 0.012 0.75 0.90 4 .48 4.48 4.35 4.45 1. a8 �', 3 .82 4.47 19.18 * 0.012 0.75 0.90 4 .49 4.49 4.37 4.47 1. Q8 I 3 . 86 4 . 50 19 .21 * O.Q12 0.76 0. 91 4 .51 4.51 4.38 4.50 1.09 ' G�� '� -- L6 `'i- :� ' P�� :I��. ^ . 65 �F - 15"�P d 0 .26� OUTLET: 14.71 INLET: 14.88 INTYP: 5 �V_`;C DIO. 7 : OVER�LO�^7-EL: 19.80 BEND: 41 DEG DIA/4dIDTH: 2 .0 Q-RATIO: 0.20 I Q(.CFS) HW(FT) HL^I ELEV. * N-FAC DC DN TW DO DE HWO HWI , ,�,. .t��*��*��*�*�*��,��*****«��*�***�*�****�*******�*********************** 1 .47 4 .22 19.10 * 0.012 0.48 0.57 4 _33 4.33 4 .20 4.22 0.66 1.48 4 .19 19.07 * 0.012 0.49 0.57 4.31 4.31 4 .17 4 .19 0.66 1 .50 4.21 19_09 * 0.012 0.49 0.57 4 . 33 4.33 4.19 4.21 0.67 1.51 4.23 19.11 * 0.012 0.49 0.57 4 .35 4.35 4.21 4.23 0 .67 1 .53 4.26 19.14 * 0.012 0_49 0.58 4 .37 4.37 4.23 4.26 0 .67 1 .54 4.28 19.16 * 0.012 0.50 0.58 4 .39 4.39 4.25 4_28 0.68 1 .56 4.30 19_18 * 0.012 0.50 0.58 4 .41 4.41 4.27 4.30 0.68 1 .57 4.32 19.20 * 0.012 0.50 0.59 4.43 4 .43 4.30 4.32 0.68 1 .58 4.34 19.22 * 0.012 0.50 0.59 4.45 4 .45 4.32 4.34 0 .69 1 .60 4 .37 19.25 * 0.012 0.51 0.59 4 .47 4.47 4.34 4.37 0 . 69 '_ . 51 4 . s9 19.2? * 0.012 0.51 0.60 4 .50 4 .50 4_36 4.39 0 .70 C��'�' �� PIPE PdO. 8: i4i Lr - �5"CP @ 0.25$ OUTLET: 14.88 INLET: 15.25 INTYP: 5 JUNC NO. 8: OVERFLOW-EL: 19 .40 BEND: 90 DEG DIA/WIDTH: 2 .0 Q-RATIO: 0.05 Q(CFS) I-I��7(FT) H4'� ELEV. * N-FAC DC DN TF1 DO DE HWO HWI +*x�***�***�*�****�***�*****************�************************************** 1.33 3 .95 19.20 * O.C22 0 .46 0.54 4 .22 4 .22 3 .91 3 .95 0.65 1.35 3 .92 19.17 * 0.012 0 .46 0.54 4 .19 4 .19 3 .88 3 .92 0.65 1 .36 3 .94 19.19 * 0_012 0.47 0.55 4 .21 4.21 3 .90 3 .94 0 .66 1 .37 3 .97 19.22 * 0.012 0.47 0. 55 4 .23 4.23 3 . 92 3 .97 0.66 1 .39 3 .99 19.24 * 0.012 0.47 0. 55 4 .26 4.26 3 .94 3 .99 0.67 1 .40 4 .01 19.26 * 0.012 0.47 0. 55 4 .28 4.28 3 .97 4_O1 0. 67 1 .41 4 .04 19.29 * 0.012 0.48 0. 56 4 .30 4 .30 3 .99 4.04 0.67 1.43 4 .06 19.31 * 0.012 0.48 0. 56 4 .32 4.32 4.01 4.06 0. 68 1.44 4 .08 19.33 * 0.012 0.48 0.56 4 .34 4.34 4 .04 4.08 0.68 1 .45 4 .11 19.36 * 0.012 0.48 0.57 4.37 4.37 4.06 4.11 0. 68 1.47 4 .13 19 .38 * 0.012 0.48 0.57 4.39 4.39 4.08 4.13 0.69 ��'� �-- L�j�� PT?E PdO. 9 : 88 LF - 12"CP @ 0 .25$ OUTLET: 15 .25 INLET: 15.47 INTYP: 5 �U?uC PdO. 9 : OVERFLOV�-EL: 19. 90 BEND: 21 DEG DIy!i�d�DTH: 2 .0 Q-RATIO: 0 .13 i Q(CFS) Hti�J(FT} I-Ii�1 ELEV. * N-FAC DC DN TW DO DE F?V�0 HWI �� _*��****��********�*�+***�********�*�**��**+**�**�***x**,r**********�**�***�** 1 .27 3 .87 19.34 * 0.012 0.48 0.60 3 .95 3 .95 3 .83 3 .87 0.66 'I 1 .28 3 .83 19.30 * 0.012 0.48 0.60 3 .92 3 .92 3.80 3 .83 0.66 1 .30 3 .86 19.33 * 0.012 0.49 0.60 3 .94 3.94 3 .82 3 .86 0 .67 1.31 3 .89 19.36 * 0.012 0.49 0.61 3 _97 3 .97 3 .85 3 .89 0 .67 1 .32 3 .91 19.38 * Q.012 0.49 0 .61 3 .99 3 .99 3 .87 3 .91 0.68 1.33 3 .94 19.41 * 0.012 0.49 0.62 4.01 4.01 3 .90 3 .94 0.68 1.35 3 .96 19.43 * 0.012 0.50 0.62 4.04 4.04 3 .92 3 .96 0. 68 1 .36 3 .99 19.46 * 0.012 0.50 0.62 4 .06 4.06 3 .95 3 .99 0.69 1.37 4 .02 19.49 * 0.012 0.50 0.63 4 .08 4.08 3 .98 4.02 0. 69 I 1 . 38 4 . 05 =9 . 52 * 4.0_2 0. 50 0 . 63 4 . 11 4 . 11 4 . 00 4 . 05 0. 69 � .40 9 . 07 19. 54 * a.012 0.51 0.64 4 . 13 4.13 4.03 4 .07 0_70 C-y�� r ��'/ �� PIPE N0.10: 116 LF - 12"CF @ 0.25� OUTLET: 15 .47 INLET: 15.76 INTYP: 5 I JUIVC NO.10: OVERFLOtn�-EL: 19.70 BEND: 0 DEG DIA/WIDTH: 2 .0 Q-RATIO: 0.23 Q(CFS) HVd(FT) H4V ELEV. * N-FAC DC DN TW DO DE HWO HWI �*��*��*�**�*�****�****�****�************************************************** 1 .13 3 .71 19.47 * 0.012 0.45 0.55 3 .87 3 .87 3 .68 3 .71 0 .62 1.14 3 .68 19.44 * 0.012 0 .45 0.56 3 .83 3 .83 3 .64 3 .68 0 .62 1. 15 3 .7� 19.46 * 0.012 0.46 0.56 3 .86 3 .86 3 .67 3 .70 0.63 1. 16 3 .73 19.49 * 0 .012 0.46 0.56 3 .89 3 .89 3 .70 3 .73 0.63 1.17 3 .76 19.52 * 0 .012 0.46 0.57 3 .91 3 _91 3 .73 3 .76 0.63 1 .18 3 .79 19.55 * 0.012 0.46 0.57 3 .94 3 .94 3 .76 3 .79 0. 64 1 .19 3 .82 19.58 * Q.012 0.47 0.57 3 .96 3 .96 3 .79 3 .82 0.64 1 .20 3 .85 19.61 * 0.012 0.47 0.58 3 . 99 3 .99 3 .81 3 .85 0. 64 1.21 3 . 88 19. 64 * 0.012 0.47 0. 58 4. 02 4.02 3 .84 3 .88 0. 65 1.23 3 .91 19.67 * 0.012 0.47 0.58 4. 05 4 .05 3 .87 3 .9Z 0. 65 *****`********** OVERFLOL4 �'NCOUNTERFD AT 1.24 CFS DISCHARGE ***************** ***"**** OVERFLOTrJ COI�?DITIONS CALCULATED ASSUMING SURCHARGE CONDITIONS ********* 1 .24 3 . 94 19.?0 * 0.012 0 .47 0.59 4 . Q7 � _07 3 .90 3 .94 0. 65 �'i��_, ��! PIPE N0.11: 144 LF - 12"CP @ 0 .25$ OUTLET: 15 .76 INLET: 16.12 INTYP: 5 JUIVC N0.11 : O��ERFLOW-EL: 19.70 BEND: 15 DEG DIA/WIDTH: 2 . 0 Q-RATIO: 0.32 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HVJI ***��****�*****�*�****�***�********************�******************,�************ ' 0.91 3 .46 19.58 * 0.012 0.41 0.49 3 .71 3 .71 3 .44 3.46 0.56 0. 92 3 .42 19.54 * 0.012 0.41 0.49 3 .68 3 .68 3.40 3.42 0.56 0. 93 3 .45 19.5� * 0. 012 0.41 0.50 3 .70 3 .70 3 .43 3 .45 0.56 0.94 3 .48 19.60 * 0. 012 0.41 0.50 3 .73 3 .73 3 .46 3 .48 0.56 0.95 3 .51 19.63 * 0.012 0.41 0.50 3 .76 3 .76 3 .49 3 .51 0.57 0.96 3 .55 19.67 * 0.012 0.42 0.50 3 .79 3.79 3 .52 3 .55 0.57 **************** OVERFLOW ENCOUNTERED AT 0.97 CFS DISCHARGE ***************** ******** OVERFLOW CONDITIONS CALCULATED ASSUMING SURCHARGE CONDITIONS ********* 0.97 3 .58 19.70 * 0.012 0.42 0.51 3 .82 3 .82 3.55 3 .58 0.57 0.98 3 . 61 19.73 * 0.012 0.42 0.51 3 .85 3 .85 3.58 3 .61 0.58 0.99 3. 64 19.76 * 0.012 0.42 0.51 3 . 88 3 .88 3 .61 3 .64 0 .58 1.00 3 . 67 19.79 * 0.012 0.42 0.51 3 . 91 3 .91 3 .65 3 . 67 0.58 1.00 3 .71 19.83 * 0.612 0.43 0.52 3 . 94 3 . 94 3 .68 3 .71 0 .59 G��1 -- C %�� PIPE IQ0.12: Ils LF - 12"CP @ 0.25$ OUTLET: 16 .12 INLET: 16 .40 INTYP: 5 J;JNC N0.12: OVERFLO'�nT-EL: 19.10 BEND: 30 DEG DIA/WIDTH: 2 .0 Q-RATIO: 0. 20 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO Hb^JI �*�***��***��***�*�*��**�*****+***********�*********�*************�**********� **************** OVERFLOW ENCOUNTERED AT 0.69 CFS DISCHARGE ***************** ************** ACTUAL OVERFLOW MAY OCCUR AT LESS THAN 0.69 CFS ************** ******** OVERFLOW CONDITIONS CALCULATED ASSUMING SURCHARGE CONDITIONS ********* 0.69 3 .23 19.63 * 0.012 0.35 0.42 3 .46 3 .46 3 .22 3 .23 0.48 0.70 3 .19 19.59 * 0.012 0.35 0.42 3 .42 3 .42 3 . 18 3 .19 0.48 0.71 3 .22 19.62 * 0.012 0.36 0.42 3 .45 3 _45 3 .21 3.22 0.48 0.71 3 .26 19.66 * 0.012 0.36 0.43 3 .48 3 .48 3.24 3 .26 0.48 0.72 3 .29 19. 69 * 0.012 0.36 0.43 3 .51 3 .51 3 .27 3 .29 0.49 0.73 3 .32 19 .7? * 0.012 0. 36 0.43 3 .55 3 . 55 3 .31 3 .32 0.49 0.73 3 .35 19.75 * 0.012 0.36 0.43 3.58 3.58 3 .34 3.35 0.49 0.74 3 .38 19.78 * 0.012 0.36 0.44 3 . 61 3 .61 3 .37 3.38 0.49 0 .75 3 .42 19.82 * 0.012 0.37 0.44 3 .64 3 .64 3 .40 3.42 0.50 0.75 3 .45 19.85 * 0.012 0.37 0.44 3 .67 3.67 3 .44 3.45 0.50 0.76 3 .48 19.88 * 0.012 0 .37 0.44 3 .71 3 .71 3 .47 3 .48 0.50 C��'� �-�-� SI PIPE N0.13 : 94 LF - 12"CP @ 0 .26� OUTLET: 16.40 INLET: 16.64 INTYP: 5 JUPJC N0.13 : OVEF.FLO�^7-E�: 19.80 BEND: 15 DEG DIA/WIDTH: 2 .0 Q-RATIO: 0.38 Q(CFS) :IVJ(FT) H�•1 E:,EV. * N-FAC DC DN TW DO DE HWO HWZ <*:*.****��***********x******�*�**�**��.**��**�***�*****�*�*******�*�****�� 0.58 3 .03 19.67 * 0.012 0 .32 0.38 3 .23 3 .23 3 .�2 3 .03 0.43 0. 58 2 .98 19. 62 * 0.012 0 .32 0.38 3 .19 3 .19 2 .97 2 .98 0.43 0. 59 3 .02 19.66 * 0.012 0.32 0.38 3 .22 3 .22 3 .01 3 .02 0.44 0.59 3 .05 19.69 * 0.012 0 .33 0.38 3 .26 3 .26 3 .04 3 .05 0 .44 0. 60 3 .08 19.72 * 0.012 0.33 0.39 3 .29 3 .29 3 .07 3 .08 0.44 0. 61 3 .11 19.75 * 0.012 0.33 0.39 3 .32 3 .32 3.10 3 .11 0.44 0.61 3.15 19.79 * 0.012 0.33 0.39 3 .35 3 .35 3 .14 3.15 0.45 **************** OVERFL06'J ENCOUNTERED AT 0.62 CFS DISCHARGE ***************** ******** OVERFLOG7 CONDITIONS CALCULATED ASSUMING SURCHARGE CONDITIONS ********* 0.62 3 .18 19.82 * 0.012 0.33 0.39 3 .38 3 .38 3 .17 3 .18 0.45 0. 62 3 .21 19.85 * 0.012 0 .33 0.39 3 .42 3 .42 3 .20 3 .21 0.45 0. 63 3 .25 19.89 * 0.012 0.34 0.40 3 .45 3 .45 3 .24 3 .25 0.45 0. 63 3 .28 19.92 * 0.012 0.34 0.40 3 .48 3 .48 3 .27 3 .28 0.45 �� Z� PIPE N0.14: 110 LF - 12"CP @ 0 .25� OUTLET: 16.64 INLET: 16.92 INTYP: 5 JUNC N0. 14 : OVERFLOW-EL: 19.80 BEND: 0 DEG DIA/WIDTH: 2 .0 Q-RATIO: 0.74 Q(CFS) HVd(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI �**.�***�***********��***x***�*�****�****************************************** 0.42 2 .78 19.70 * 0.012 0.27 0.32 3 .03 3 .03 2 .77 2 .78 0.36 0.42 2 .72 19 .64 * 0.012 0.27 0.32 2.98 2.98 2.72 2 .72 0.37 0.43 2 .76 19.68 * 0.012 0.28 0.32 3 .02 3 .02 2.75 2.76 0.37 0.43 2 .79 19.71 * 0.012 0.28 0.32 3 . 05 3 .05 2 .78 2 .79 0.37 0.43 2 .82 19.74 * 0.012 0.28 0.33 3 . 08 3 .08 2 .81 2 .82 0.37 0.44 2 .85 19.77 * 0.012 0.28 0.33 3 .11 3 .11 2 .85 2 .85 0.37 **************** OVERFLOW ENCOUNTERED AT 0.44 CFS DISCHARGE ***************** I ******** OVERFLOW CONDITIONS CALCULATED ASSUMING SURCHARGE CONDITIONS ********* 0.44 2.89 19.81 * 0.012 0.28 0.33 3 . 15 3.15 2 .88 2 .89 0.38 0.45 2.92 19. 84 * 0.012 Q.28 0.33 3 .18 3 .18 2.91 2 .92 0.38 0.45 2.96 19. 88 * 0.012 0.28 0.33 3 .21 3 .21 2 .95 2 .96 0.38 I 0.46 2.99 19.91 * 0.012 0.28 0.33 3.25 3 .25 2 .98 2 .99 0.38 , 0.46 3 . 02 19.94 * 0.012 0.29 0.34 3 .28 3 .28 3 .02 3 .02 0.38 L�3�� - ��-� 3 PIPE N0. 15: 110 LF - 12"CP @ 0.25$ OUTLET: 16.92 INLET: 17 .19 ZNTYP: 5 i JUNC N0. 15c OVERFLOW-EL: 19.80 BEND: 0 DEG DIA/WIDTH: 2 .0 Q-RATIO: 1.88 Q(CFS) HW(FT} HW ELEV. * N-FAC DC DN TW DO DE HWO HWI I ***:r**,t�*****�********,+�*****************�******,r***********,r****************** I 0.24 2 .52 19.71 * 0.012 0.21 0.24 2.78 2 .78 2.52 2 .52 0.27 � 0 .24 2 .46 19.65 * 0.012 0.21 0.25 2.72 2.72 2.46 2 .46 0.27 0 .25 2 .49 19.68 * 0.012 0.21 0.25 2.76 2 .76 2 .49 2 .49 0.27 0 .25 2 .52 19.71 * 0.012 0 .21 0.25 2 .79 2 .79 2.52 2 .52 0.28 0.25 2 . 56 19.75 * 0.012 0 .21 0.25 2 .82 2 .82 2 . 56 2 .56 0.28 0.25 2 .59 19.78 * 0.012 0.21 0.25 2.85 2 .85 2 .59 2 .59 0.28 **************** OVERFLOW ENCOL7NTERED AT 0.25 CFS DISCHARGE ***************** ******** OVERFLOW CONDITIONS CALCULATED ASSUMING SURCHARGE CONDITIONS ********* 0.25 2 .62 19.81 * 0.012 0.21 0.25 2.89 2 .89 2 .62 2 .62 0.28 0.26 2 . 66 19 .85 * 0.012 0.21 0.25 2 .92 2 .92 2 .66 2 .66 0.28 0.26 2 .69 19 .88 * 0.012 0.21 0.25 2.96 2.96 2 .69 2 .69 0.28 0.26 2 .73 19.92 * 0.012 0.22 0_25 2.99 2 .99 2 .72 2 .73 0 .28 0 .26 2 .76 19 .95 * 0.012 0.22 0.26 3 .02 3 .02 2 .76 2.76 0.29 �� - �-� S�- PIPE N0.16 : 88 LF - 12"CP @ 0.25$ OUTLET: 17.19 INLET: 17 .41 INTYP: 5 Q(CFS) HG'�(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ************�****************************************************************** **************** OVERFLOW ENCOUNTERED AT 0.08 CFS DISCHARGE ***************** ************** ACTUAL OVERFLOW MAY OCCUR AT LESS THAN 0.08 CFS ************** 0.08 2 .31 19.72 * 0.012 0.12 0.15 2 .52 2 .52 2 .31 2.31 0.16 0.08 2 .24 19 .65 * 0.012 0.12 0.15 2 .46 2 .46 2.24 2 .24 0.16 0.09 2 .27 19 .68 * 0.012 0.12 0.15 2 .49 2 .49 2 .27 2 .27 0.16 0.09 2 .31 19.72 * 0.012 0.12 0. 15 2.52 2 .52 2 .30 2 .31 0.16 0 .09 2 .34 19 .75 * 0.012 0.13 0. 15 2 .56 2 .56 2 .34 2 .34 0_16 0.09 2 .37 19.78 * 0.012 0.13 0.15 2 .59 2 .59 2.37 2 .37 0 .16 0. 09 2 .41 19.82 * 0.012 0 .13 0.15 2 .62 2.62 2 .40 2_41 0 .16 0 .09 2 .44 19.85 * 0.012 0 .13 0.15 2.66 2 .66 2 .44 2 .44 0.16 0 . 09 2 .47 19.88 * 0.012 0 .13 0.15 2.69 2 .69 2.47 2 .47 0.16 0.09 2 .51 19.92 * 0.012 0.13 0.15 2.73 2 .73 2_51 2 .51 0.16 0.09 2.54 19.95 * 0.012 0.13 0.15 2 .76 2 .76 2.54 2 .54 0_17 `�� al� --� BACKWATER COMPUTER PROGRAM FOR PIPES � � / � � �� Pipe data from file:11010-2.bwp Surcharge condition at intermediate junctions Tailwater Elevation:l9.21 feet Discharge Range:l.l9 to 2 .19 Step of Q.1 [cfs] Overflow Elevation:20.3 feet Weir:NONE Channel Width:3 . feet G� �fo - �� S PIPE NO. 1: 125 LF - 15"CP @ 0.25� OUTLET: 14.71 INLET: 15.02 INTYP: 5 JUNC NO. 1: OVERFLOW-EL: 20.70 BEND: 0 DEG DIA/WIDTH: 4. 0 Q-RATIO: 0 . 06 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *��*�*�*�**********�***�***�*****************************************�********* 1 .19 4 .24 19.26 * 0.012 0.44 0.51 4.50 4.50 4.23 4.24 0.58 1.29 4.24 19.26 * 0.012 0.45 0.53 4.50 4.50 4.23 4.24 0. 61 1.39 4 .25 19.27 * 0.012 0.47 0.55 4.50 4.50 4.24 4.25 0.63 1.49 4.26 19.28 * 0.012 0.49 0.58 4.50 4.50 4.25 4.26 0.66 1.59 4.27 19.29 * 0.012 0.50 0.60 4.50 4.50 4.25 4.27 0.68 1 .69 4.28 19.30 * 0.012 0.52 0.62 4.50 4.50 4.26 4.28 0.70 1.79 4.29 19.31 * 0.012 0.54 0.64 4.50 4.50 4.27 4.29 0.73 1.89 4.31 19.33 * 0.012 0.55 0.66 4.50 4.50 4.28 4.31 0.75 1.99 4.32 19.34 * 0.012 0.57 0.68 4.50 4.50 4.29 4.32 0.77 2 .09 4 .33 19.35 * 0.012 0.58 0.70 4.50 4.50 4 .30 4.33 0.79 , 2 .19 4.35 19.37 * 0. 012 0 . 60 0.72 4.50 4.50 4 .31 4.35 0.81 �� r �� I�, PIP� NO. 2 : 99 LF - 15°CP @ 0.25� OUTLET: 15.02 INLET: 15_27 INTYP: 5 JUNC NO. 2 : OVERFLOW-EL: 20. 70 BEND: 0 DEG DIA/WIDTH: 4 .0 Q-RATIO: 0 .08 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *�*+�**************�***�****;r*�****************�************�*****************� 1 .12 4 .03 19.30 * 0.012 0.42 0.49 4 .24 4 .24 4.02 4.03 0 .57 I, 1.22 4 .03 19.30 * 0.012 0.44 0.51 4 .24 4 .24 4 . 02 4.03 0.59 1.31 4 . 05 19.32 * 0.012 0 .46 0. 53 4.25 4 .25 4 .04 4.05 0. 61 , 1.41 4 .07 19.34 * 0.012 0 .47 0.55 4.26 4 .26 4. 05 4.07 0. 64 i 1.50 4 .08 19.35 * 0.012 0.49 0.58 4.27 4.27 4.07 4.08 0. 66 1.59 4.10 19.37 * 0.012 0.51 0.60 4.28 4.28 4.08 4.10 0.68 1.69 4.12 19.39 * 0.012 0.52 0.62 4.29 4.29 4.10 4.12 0.70 1.78 4. 14 19.41 * 0.012 0.54 0.64 4.31 4.31 4.12 4.14 0.73 1.88 4.17 19.44 * 0.012 0.55 0.65 4.32 4.32 4.14 4.17 0.75 1.97 4. 19 19.46 * 0.012 0.56 0.67 4.33 4 .33 4.16 4.19 0.77 2 .07 4.21 19.48 * 0.012 0 .58 0.69 4.35 4 .35 4 .18 4_21 0 .79 �� - �� PIPE NO. 3 : 102 LF - 15"CP @ 0.25� OUTLET: 15.27 INL�T: 15 .53 IrdTYP: 5 JUNC NO. 3 : OVERFLOW-EL: 20.70 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.30 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ��*�**�**********************�****��**************�***�*��****************** 1 .04 3 .80 19.33 * 0.012 0 .41 Q.47 4 .03 4.03 3 .80 3 .80 0.54 1. 13 3 .81 19.34 * 0.012 0.42 0.49 4.03 4.03 3 .80 3 .81 0.56 1 .21 3 . 83 19.36 * 0.012 0 .44 0.51 4 .05 4 .05 3 .82 3 .83 0.59 1_ 3n �� . 85 19 .38 * 0. 0"_2 0 . 46 Q . 53 4 . 0; -1 . 0? 3 .84 3 .85 0 . 51 1.39 3 .8 7 19.40 * 0.012 0.47 0.55 4 .08 4. 08 3 .86 3 .87 0. 63 I 1.48 3 .90 19.43 * 0.012 0.49 0.57 4.10 4.10 3 .89 3 .90 0.65 1.56 3 .92 19.45 * 0.012 0.50 0.59 4.12 4.12 3 .91 3 .92 0. 67 ' 1.65 3 .95 19.48 * 0.012 0.51 0.61 4.14 4.14 3 .94 3 .95 0.69 1.74 3 .98 19.51 * 0.012 0.53 0.62 4. 17 4_17 3 .97 3 .98 0.71 1.83 4 .01 19.54 * 0.012 0_54 0.64 4.19 4 .19 4. 00 4.01 0.72 1.91 4.04 19.57 * 0.012 0.56 0.66 4.21 4 .21 4.03 4.04 0.74 (✓- � � � '"' �'� J� PIPE N0. 4: 102 LF - 12"CP @ 0.25$ OUTLET: 15 .53 INLET: 15.79 INTYP: 5 JUNC N0. 4: OVERFLOW-EL: 20.70 BEND: 0 DEG DIA/WIDTH: 2.0 Q-RATIO: 0 .09 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *�****************�************************************************************ 0.80 3 . 60 19.39 * 0.012 0.38 0.45 3 .80 3 .80 3 .59 3 .60 0. 51 0.87 3 .61 19.40 * 0.012 0.39 0.47 3 .81 3 .81 3 .60 3 .61 0. 53 0.93 3 .64 19.43 * 0.012 0.41 0.49 3 .83 3 .83 3 .63 3 .64 0.55 1.00 3 .68 19.47 * 0.012 0.43 0 .51 3 . 85 3 .85 3 . 66 3 .68 0.57 1. �7 3 .71 19.50 * 0.012 0.44 0.53 3 .87 3 .87 3 . 69 3 .71 0.60 1. 14 3 .75 19.54 * 0.012 0.45 0.55 3 .90 3 .90 3 .73 3 .75 0.62 1.20 3 .79 19.58 * 0.012 0.47 0.57 3 .92 3 .92 3 .76 3 .79 0.63 1.27 3 .83 19.62 * 0.012 0.48 0.59 3 .95 3 .95 3 .80 3 .83 0 . 65 1.34 3 .88 19.67 * 0.012 0.49 0.61 3 .98 3 .98 3 .84 3 .88 0.67 1.40 3 .92 19.71 * 0.012 0.51 0.63 4.01 4 .01 3 .89 3 .92 0. 69 1.47 3 .97 19.76 * 0.012 0.52 0. 65 4.04 4 .04 3 .93 3 _97 0 .71 �l��'� �' �� PIPE N0. 5: 66 LF - 12"CP @ 0.24$ OUTLET: 15.79 INLET: 15.95 INTYP: 5 JLJNC N0. 5: OVERFLOW-EL: 21.50 BEND: 0 DEG DIA/WIDTH: 2 .0 Q-RATIO: 0. 17 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *�***************************************************************************** 0.73 3 .48 19.43 * 0.012 0.36 0.44 3 . 60 3 .60 3 .47 3 .48 0.49 0.80 3 .49 19.44 * 0.012 0.38 0.46 3 .61 3 .61 3 .48 3 .49 0.51 0.86 3 .53 19.48 * 0.012 0.39 0.48 3 .64 3 .64 3 .52 3 .53 0.53 0.92 3 .57 19.52 * 0.012 0.41 0.50 3 .68 3 .68 3 .55 3 .57 0.55 0.98 3 .62 19.57 * 0.012 0_42 0.51 3.71 3.71 3 .59 3.62 0.57 1.04 3 .66 19.61 * 0.012 0.43 0.53 3_75 3 .75 3 .64 3 .66 0.59 1.10 3 .71 19. 66 * 0.012 0.45 0.55 3 .79 3 .79 3 .68 3 .71 0.61 1 .17 3 .76 19.71 * 0.012 0.46 0_57 3 .83 3 .83 3 .73 3 .76 0. 63 1.23 3 .82 19.77 * 0.012 0.47 0.59 3 .88 3 .88 3 .78 3 .82 0 .65 1 .29 3 .87 19.82 * 0.012 0.48 0.61 3 .92 3 .92 3 .84 3 .87 0 .67 � .35 3 . 93 19.88 * 0.012 0.50 0. 63 3 .97 3 .97 3 .89 3 .93 0 . 68 �/� �� ' �l'�� FIPE P;O. 6: 100 LF - 12"CP @ 0 .26$ OUTLET: 15.95 INLET: 16 .21 INTYP: 5 JUNC N0. 6: OVERFLOW-EL: 20.70 BEND: 0 DEG DIA/VIIDTH: 2 .0 Q-RATIO: 0. 59 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI II �*��***�*********�*****************�******�***********�**********�************ 0.63 3 .26 19.47 * 0.012 0.33 0.39 3 .48 3 .48 3 .25 3 .26 0.45 0.68 3 .28 19.49 * Q.012 0.35 0.41 3 .49 3 .49 3 .27 3 .28 0.47 0.73 3 .32 19.53 * 0.012 0.36 0.43 3 .53 3 .53 3 .31 3 .32 0.49 0.79 3 .37 19.58 * 0.012 0.38 0.44 3 .57 3 .57 3 .35 3 .37 0.51 0.84 3.43 19.64 * 0.012 0.39 0.46 3 .62 3 .62 3 .40 3 .43 0.53 0.89 3.48 19.69 * 0.012 0.40 0.48 3 .66 3 _66 3 .45 3 .48 0.55 a .94 3 .54 �9 .?5 * 0.012 0 .41 0 . 49 3 .71 3 .?1 3 . 51 3 . 5� 0 . 5"' 1.00 3 .60 19.81 * 0.012 0.42 0.51 3 .76 3.76 3 .57 3 .60 0.59 1.05 3 .67 19.88 * 0.012 0.44 0.52 3 .82 3.82 3 .63 3 .67 0.60 1 .10 3 .73 19.94 * 0.012 0.45 0.54 3 .87 3.87 3 .70 3 .73 0 .62 1 . 15 3 .81 20.02 * 0.012 0 .46 0.56 3 .93 3 .93 3 .76 3 .81 0 .64 G� 4� -- ��3�#= � PIPE NO. 7 : 103 LF - i2"CP @ 0.24� CUTuET: 16 .21 INLET: 16 .46 INTYP: 5 JUNC N0. 7 : OVERFLO[n�-EL: 20.80 B�ND: 0 DEG DIA/WIDTH: 2 . 0 Q-RATIO: 0.26 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO I-I�,�II ************�*�*�*�*****��**�**�********************�*****************�******** 0.39 3 . 03 19.49 * 0.012 0.26 0.31 3 .26 3 .26 3 . 03 3 .03 0.35 0.43 3 . 05 19.51 * 0.012 0.28 0.33 3 .28 3 .28 3 . 04 3 .05 0.37 0.46 3 . d9 19.55 * 0 .012 0.29 0.34 3 .32 3 .32 3.09 3_09 0.38 0.49 3 .15 19.61 * 0.012 0.30 0.35 3 .37 3.37 3 .14 3 .15 0.40 0.53 3 .20 19.66 * Q.012 0.31 0.36 3 .43 3.43 3 .29 3 .20 0.41 0.56 3 .26 19.72 * 0.012 0.32 0.38 3 .48 3 .48 3 .25 3 .26 0 .42 0.59 3 .32 19.78 * 0.012 0.33 0.39 3 . 54 3 .54 3 .31 3 .32 0.44 0.63 3.39 19.85 * 0.012 0.33 0.40 3 .60 3 .60 3 .38 3 .39 0.45 0. 66 3 .46 19.92 * 0.012 0.34 0.41 3 _67 3 .67 3.45 3 .46 0.46 0.69 3 .53 19.99 * 0.012 0.35 0.42 3 .73 3 .73 3 .52 3 .53 0.47 0.73 3 .61 20.07 * 0.012 0.36 0.43 3 .81 3.81 3 .59 3 . 61 0.49 �� 1-�}- .- C. � �� PIPE NO. 8: 100 LF - 12"CP @ 0.25$ OUTLET: Z6.46 INLET: 16 .71 INTYP: 5 JUNC N0. 8: OVERFLOW-EL: 20.70 BEND: 0 DEG DIA/WIDTH: 2 .0 Q-RATIO: 2 .13 ; Q(CFS) HW(FT) H[nl ELEV. * N-FAC DC DN TW DO DE HVJO HWI �******��*�***�****�*«�**�****��****�:r****�**�********************�:r********* 0.31 2.80 i9.51 * 0.012 0 .24 0.28 3 . 03 3 .03 2 .80 2 .80 0.31 ' 0.34 2 . 81 i9.52 * 0.012 0.25 0.29 3 .05 3 .05 2 .80 2 .81 0.33 0.37 2 . 86 19.57 * 0.012 0.25 0.30 3 .09 3 .09 2 . 85 2 .86 0.34 0.39 2 . 91 19.62 * 0.012 0.26 0.31 3 .15 3 .15 2. 91 2 .91 0.35 0.42 2. 97 19.68 * 0.012 0.27 0.32 3 .20 3 .20 2 .96 2 _97 0.36 0.44 3.03 19.74 * 0.012 0.28 0_33 3 .26 3 .26 3 . 02 3 .03 0.38 ' 0.47• 3_10 19.81 * 0.012 0.29 0.34 3 .32 3.32 3 .09 3 .10 0.39 , 0.50 3 .16 19.87 * 0.012 0.30 0.35 3 .39 3 .39 3 .15 3_16 0.40 ' 0.52 3 .24 19.95 * 0.012 0.31 0.36 3 _46 3 .46 3 .23 3 .24 0.41 ' 0.55 3 .31 20.02 * 0.012 0 .31 0.37 3 .53 3 .53 3 .30 3 .31 0.42 ', 0.58 3 .39 20.10 * 0.012 0 .32 0.38 3 .61 3 .61 3 .38 3 .39 0 .43 'i �i�7 �'� "� �� '�}'� �I PIPE N0. 9: 98 LF - 12°CP @ 0 .24$ OUTLET: 16.71 I1`,LET: 16 .95 TPvTI'P: 5 'I JU:IC P�IO. 9 : OVERFLOr,V-EL: i9 .;0 BEid�: 90 DEG DIA%�^7IDTH: 2 .0 Q-�T?0: 2 .20 Q!CFS? H�^J(F`-) HT��? ELE'��. * N-FAC DC DP7 TW DO DE H�^�0 HGVI ��*xt**+�*x*x*x**��**��*�*��*��****��x�*�**��*****x�***;r�**��******�***��**** 0.10 2 .57 19.52 * 0.012 0.13 0.16 2 .80 2 .80 2 .57 2 .57 0.17 0.11 2 .57 19.52 * 0.012 0.14 0.17 2 .81 2 .81 2 .57 2 .57 0.18 0.12 2 . 62 19.57 * 0.012 0.14 0.17 2 .86 2 .86 2 .62 2 .62 0.19 0.13 2 . 67 19.62 * 0. 012 0.15 0. 18 2 .91 2.91 2 _67 2.67 0.19 0.13 2 .73 19.68 * 0.012 0 .15 0. 18 2 .97 2 .97 2 .73 2 .73 0.20 **************** QVERFLOV7 ENCOUNTERED AT 0. 14 CFS DISCHARGE ***************** ******** OVERFLOW CONDITIONS CAI,CULATED ASSUMING SURCHARGE CONDITIONS ********* 0. 14 2 .79 19.74 * 0.012 0 .16 0.19 3 _03 3 .03 2.79 2 .79 0.21 Q. 15 2 .86 19.81 * 0.012 0.16 0.19 3 .10 3 .10 2 .86 2 .86 0.21 Q. 15 2 . 93 19.88 * 0.012 0 .17 0.20 3 .16 3 .16 2 . 93 2 .93 0 .22 0. 17 3 .00 19.95 * 0.012 0. 17 0.20 3 .24 3 .24 3 .00 3 .00 0.22 0.18 3_07 20.02 * 0.012 0.18 0.21 3_31 3 .31 3 .07 3 .07 0.23 0.18 3 .15 20.10 * 0.012 0. 18 0.21 3 .39 3 .39 3 .15 3 . 15 0 .24 G�� PIPE N0.10: 90 LF - 12"CP @ 0.26� OUTLET: 16.95 INLET: 17 .18 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *******�***�******************************************************�************ 0.03 2 .35 19.53 * 0.012 0.08 0.09 2 .57 2 .57 2.35 2.35 0_10 0. 03 2_34 19.52 * 0.012 0. 08 0.10 2_57 2 .57 2 .34 2 .34 0.10 0. 04 2 .39 19.57 * 0.012 0. 08 0.10 2 .62 2 .62 2 .39 2 .39 0.10 0.04 2.44 19 .62 * 0.012 0.09 0.10 2.67 2 .67 2 .44 2 .44 0 .11 0.04 2 .50 19.68 * 0.012 0.09 0.11 2 .73 2 .73 2 .50 2 .50 0 .11 0.04 2 .56 19.74 * 0.012 0.09 0.11 2 .79 2 .79 2 .56 2 .56 0.11 0.05 2 .63 19.81 * 0.012 0.04 0.11 2 .86 2 .86 2 .63 2 .63 0.12 0.05 2 .70 19.88 * 0.0'2 0 . 10 0.11 2 .93 2 .93 2 .70 2 .70 0.12 0.05 2 .77 19.95 * 0.012 0 .10 0.12 3 . 00 3 .00 2 .77 2 .77 0. 12 0.05 2 .84 20. 02 * 0.012 0.10 0_12 3 .07 3 .07 2 .84 2 .84 0. 13 0 .06 2 .92 20.10 * 0.012 0. 10 0.12 3 . 15 3 .15 2 .92 2 .92 0 .13 1� � � � -� � t�`�j °,' ��'- .�� ,�: � �� ByCKVd?TER COb1PliTER PROGRADI �OR PIPES Pipe data from file:11010-3 .bw� Surcharge conditior_ at intermediate arrtion� Ta-_l,f�ater Elez��ation:19.88 feet Discharge F.ange:0.07 to 0 . 0? Step o` C . 0% _�-f�] Overflow Elevation:20.3 �eet [rde i r:NONE Char.nel L^lidth:3 . Feet �-{��d�-� `.� � ��F-� FIP� P�IO. 1 : 83 �_ - 12 "CP � 2 . 2�° Oi_iT�Em: 15 .95 -�T�ET: �� 7 . 80 IP�II''�:P: 5 Q�,�FS: �I?,��(FT) F�� _E�, . t II-F�� DC DI1 TTr? DO �E HT,�?0 �i�,t� .,. ,r�.*,��t� ��. �x�x� xt��_t,��x*�x,.x�� t��,�x ��x��*�� t„�x��+��x*x��*:��x��+� �� . G"- � . G9 i9 . ��g * Q. ,�� . .�1 C� . 08 3 . 93 3 . 93 2 . 09 � . G9 0 . "_3 /% � ) � ~ ��. !t�� , .� �� BaCK.��^1_�TER COMPUTE� PROGRAM FOR ?IPES Pipe data from file:11010-4.bwp Surcharge condition at intermediate junctior_s Tailwater Elevation:18.52 feet Discharge Range:5.9 to 6.9 Step of 0.1 [cfs] Overflow Elevation:20.2 feet Weir:NONE Channel Width:3 . feet J� ._ - f ! P�PE PIO. 1 : 107 LF - 24"CP a 0.25� OUTLET: 13 .82 INLET: 1� . 09 I:dTYP: 5 JU_`VC N0. l : CG'ERFLOL^7-EL: 21 .80 BEP�D: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: O . Oo Q(CFS) Hin�(FT) H�^� ELEV. * N-�AC DC DN 'I'W DO DE HGdO H,^i I *��x�*�x*�*�*�**��*��*******�***�*��***�*��x***�******�*x********��*��****x�; 5.90 4 . 54 18 _63 * 0.012 0 .86 0.98 4.70 4.70 4.50 4 . 54 1 . 1; 6.00 4 .53 18.62 * 0.012 0 .87 0.99 4.70 4.70 4 .49 4. 53 1. 18 6.10 4 .54 18.63 * 0.012 0.88 1.00 4.70 4.70 4.50 4.54 1_19 6.20 4.54 18_63 * 0.012 0.89 1.01 4.70 4.70 4.50 4 .54 1 .20 6.30 4.54 18.63 * 0.012 0.89 1.02 4.70 4.70 4.50 4 .54 1.21 6.40 4 .55 18.64 * 0.012 0 .90 1.03 4.70 4.70 4 .50 4 .55 1.22 6.50 4.55 18.64 * 0.012 0.91 1.04 4.70 4.70 4.51 4.55 1 .23 6.60 4 .55 18.64 * O.Oi2 0 .92 1.05 4 .70 4.70 4.51 4 .55 1 . 24 6.70 4 .56 18.65 * 0.012 0 .92 1.06 4.70 4.70 4.51 4.56 1 .25 6.80 4.56 18.65 * 0.�12 0 .93 1.07 4.70 4.70 4 .51 4 .56 1 .26 6. 90 4.57 18.66 * 0.012 0 . 94 1.08 4.70 4.70 4 .51 4 .57 L 27 6 . 90 4.57 18 . 66 * O.D12 0 . 94 1. 08 4 . ?0 4 . ;0 4 . �1 � .�� 1 . �? / �'j �` / �_ PIPE NO. 2 : 145 LF - 24"CP @ 0 .26o GJTLET: �4.09 ITdL�T: 14 .46 INTYP: 5 JUNC NO. 2 : O�.'ERFLOW-EL: 2Z.50 BEND: 0 DEG DIA/WII}TH: 4 .0 Q-RATIO: 0 . =4 Q(CFS) HW(F�) HL�J ELEV. * N-FAC DC DN TW DO DE HWO H�°�I *�**��*�*********��*�**********�*+*************�****�******��**�***�*****�� 5.57 4.27 18.i3 * 0.012 Q. 84 0 .95 4.54 4.54 4.25 4.27 1.12 5 .66 4.26 18.72 * 0.012 0 . 85 0.95 4.53 4.53 4.24 4.26 1.14 5.75 4.27 18 .;3 * 0.012 0 . 85 0.96 4 .54 4.54 4.25 4 .27 1 .14 5 .85 4 .28 18 .74 * 0.012 0 . 86 0.97 4 .54 4.54 4 .25 4 .28 1.15 5.94 4 . 28 18 .74 * 0.012 0.87 0.98 4 .54 4.54 4.26 4 .28 1 .16 6.04 4 .29 18 .75 * 0.012 0. 87 0.99 4.55 4.55 4.26 4 .29 1. 1? 6.13 4 .30 18 .?6 * 0.012 0 .88 1.00 4.55 4 .55 4.27 4 .3Q 1 .18 6.23 4 .31 18 .77 * 0.012 0.89 1.01 4.55 4 .55 4.28 4 .31 1.19 6.32 4 .31 18.?7 * 0.012 0.90 1.02 4.56 4 .56 4 .28 4 .31 1.20 6.42 4.32 18 .78 * 0.012 0 . 90 1.03 4.56 4 .56 4.29 4 .32 1.21 6_51 4.33 18 .79 * 0.012 0 .91 1 . 04 4 .57 4 . 57 4 . 30 4 .33 1 .22 6.51 4 .33 18 .79 * 0.012 0 .91 1 . 0� 4 . 5� 4 . 5? 4 . s0 4 . 33 1 .22 / �` _.� �` PIPE PJO. 3 : 126 LF - 18"CP @ 0.2�$ OliTLET: 14 .46 �NLE'I': 14 .i8 IP•;TYP: 5 JUNC N0. 3 : OVERFLOW-EL: 21.5� BEND: 0 DEG DIA/[^7IDTH: 4. 0 Q-RATIO: 0 . 11 Q(CFS) H��1(FT) HVd ELEV. * N-FAC DC DN TW DO DE HWO Hr;JI ��***«*�*�,r�*�*�*�***��**��*�**�******�**�*******�*�*******�*****�*�*****��«+ 3 .87 4 . 16 18.94 * 0.012 0 .76 0.91 4 .27 4 .27 4 . 10 4. 16 1 .0� - �: - �, - - ,, � �,,: r.c, _ _ �,� � � . 00 4. 17 18.95 * 0.012 0.77 0.93 4 .27 4.27 4 . 11 4.17 1. 06 = .06 4.18 18.96 * 0.012 0.78 0.94 4.28 4.28 4.12 4_18 1.07 �_ .13 4.20 18_98 * 0.012 0.78 0.95 4.28 4.28 4. 13 4.20 1.08 : .19 4.21 18.99 * 0 .012 0.79 0.96 4 .29 4.29 4 .14 4.21 1. 09 = .26 4.22 19.00 * 0.012 0 . 80 0 .97 4 .30 4.30 4.15 4.22 1. 10 �= .32 4. 24 19.02 * 0.012 0.80 0.98 4 .31 4.31 4 . 17 4.24 1. 11 �: .39 4. 26 19.04 * 0.012 0.81 0.99 4.31 4 .31 4 .18 4.26 1_12 � .45 4. 27 19.05 * 0.012 0.82 1 .00 4.32 4 .32 4 .19 4.27 1.12 : . 52 4 .29 19 .07 * 0.012 0.82 1 .01 4_33 4.33 4.21 4.29 1_13 . _ . .., -9 . Q� ; C .012 0 .82 1.01 4 .33 4.33 4 .21 4_29 1. 13 1J - 1 � . -_ � IJ��. 4 : 11u L_ - 18''�? � 0.25$ OUTLET: 14.78 INLET: 15.07 INTYP: 5 �:UPvC N0. 4 : OVERFLOW-EL: 21.50 BEND: 0 DEG DIA/WIDTH: 4 .0 Q-RATIO: 0.53 y�(CFS) HV�l(FT) HW ELEV. * N-FAC DC DN TW DO DE H�rJO HWI __ _ *«*****�**************************�*****�+****************�**�******�******* � .48 4. 05 19.12 * 0.012 0.72 0.85 4.16 4.16 3 .98 4.05 1. 01 s .54 4. 05 19.12 * 0.012 0.72 0.86 4.15 4.15 3 .98 4.05 1.02 3 . 60 4. 07 19.14 * 0.012 0.73 0.87 4.17 4 .17 3 .99 4 . 07 1.03 � . 66 4.09 19.16 * 0.012 0.74 0.88 4.18 4 .18 4.01 4.09 1.04 � .72 4.11 19.18 * 0.012 0.74 0.89 4.20 4_20 4.03 4. 11 1.05 s .?g 4.14 19.21 * 0.012 0.75 0.90 4 .21 4.21 4.05 4.14 1.06 3 .84 4. 16 19.23 * 0 .012 0.75 0.91 4 .22 4.22 4. 07 4.16 1.07 � .90 4. 18 19.25 * 0 .012 0.76 0.92 4 .24 4.24 4. 09 4.18 1. 08 5 . 95 4.20 19.27 * 0.012 0.77 0.93 4 .26 4.26 4.11 4.20 1.09 -1 . 01 4.22 19.29 * 0.012 0.77 0.93 4.27 4_27 4 .13 4.22 1_10 4 . 0; 4. 25 19 .32 * 0.012 0.78 0.94 4.29 4 .29 4. 15 4.25 1.11 : . 0^ 4. :'S "_? . 3: ^ 0 .012 0 .78 0.94 4 .29 4 .29 4 . 15 4.25 1.11 �-f � I �� I�=� :'.;:i. 5 : 1_� LF - 18"CP @ 0.25$ OUTLET: 15.07 INLET: 15 .36 INTYP: 5 ,-UNC NO. 5 : OVERFLOh�-EL: 21.70 BEND: 3 DEG DIA/WIDTH: 4 .0 Q-RATIO: 0_17 �; 1 C FS) HW(FT} HW ELEV. * N-FAC DC DN TW DO DE H6^10 HWI _ �_r�*x********�*********************�***�******�******************�********�** � .28 3. 84 19.20 * 0.012 0.58 0.67 4 .05 4.05 3 .82 3 .84 0.78 2 .31 3_83 19.19 * 0 .012 0. 58 0.67 4.05 4.05 3 .81 3 .83 0.79 2 .35 3. 86 19.22 * 0.012 0.59 0.68 4.07 4 .07 3 .83 3 .86 0.80 � .39 3.88 19.24 * 0.012 0.59 0.69 4.09 4 .09 3 .85 3 .88 0.80 � .43 3.90 19.26 * 0.012 0.60 0.69 4 .11 4.11 3 . 88 3.90 0.81 2 .47 3.93 19.29 * 0.012 0.60 0.70 4 .14 4 .14 3 . 90 3 .93 0.82 2 .51 3. 95 19.31 * 0 .012 0.60 0.70 4 .16 4.16 3. 92 3 .95 0.82 � .55 3. 98 19.34 * 0 .012 0.61 0.71 4 .18 4.18 3 .95 3 .98 0.83 2 .58 4.00 19.36 * 0.012 0. 61 0.72 4.20 4.20 3 .97 4 .00 0.84 2 . 62 4.03 19.39 * 0.012 0.62 0.72 4.22 4.22 4.00 4 .03 0.84 2 . 66 4. 05 29.41 * 0.012 0.62 0.73 4 .25 4.25 4 .02 4 .05 0.85 :: . i;5 =�. 0�, �? .41 � 0 .012 0.62 0.73 4.25 4.25 4.02 4.05 0.85 'Z � - � 2 � ?�FE _d;;. b : 1�7 LF - 18":? �a 0.42$ OUTLET: 15.36 INLE:': 15 .85 INTYP: 5 ."L'I•dC ?�O. 6: OVERFLOW-EL: 21.20 BEND: 3 DEG DIA/TidIDTH: 4 .0 Q-RATIO: 1.48 � f r�S 1 HV1(FT? H4�d ELE`I. * N-FAC DC DN TW DO DE HWO HWI . . t«��*�**x*x��*�*x*��*�************x**�***�***�****�*******�****�* ' .95 3.42 19.27 * 0 .012 0.53 0.53 3 .84 3 .84 3 . 39 3 .42 0.73 i . 9° 3 _4= �_9 . 2F � 0 .012 0 . 54 0 . 54 3 . °3 ? ..�3 3 . 38 3 .41 0 .73 2 . 0_ 3 .43 19 .28 * 0.012 6. 5� 0 . 54 3 . 86 3 .a5 � . �0 � .43 0 .7: 2 .04 3 .46 19.31 * 0.012 0.54 0. 55 3 . 88 3 . 88 3 .43 3 .46 0.75 2 .08 3 .48 19.33 * 0.012 0.55 0.55 3 .90 3 .90 3 .45 3 .48 0.75 2 .11 3 .51 19.36 * 0.012 0 .55 0. 55 3 . 93 3 .93 3 . 48 3 .51 0 .76 II 2 .14 3.54 19.39 * 0.012 0.56 0. 56 3 . 95 3 .95 3 _50 3 .54 0 .7% 2 .18 3 .56 19.41 * 0.012 0.56 0. 56 3 . 98 3 . 98 3 .53 3 .56 0 .77 2 .21 3.59 19.44 * 0.012 0.57 0.57 4 . 00 4.00 3 .56 3 .59 0.78 2 .24 3.62 19.47 * 0.012 0.57 0.57 4.03 4.03 3 . 58 3 . 62 0.79 2 .27 3.65 19.50 * 0.012 0_58 0.58 4 .05 4 .05 3 .61 3 .65 0.79 'i 2 .27 3.65 19.50 * 0.012 0.58 0.58 4 .05 4 . 05 3 .61 3 .65 0 . 79 �� -- �-� PIPE NO_ 7: 80 LF - 15"CP @ 0.25$ OUTLET: 15.85 IP1�ET: 16.05 INTYP: 5 il JUNC NO. 7: OVERFLGW-EL: 21.20 BEND: 0 I}EG DIA/WIDTH: 4.0 Q-RATIO: 0. 34 Q(CFS) HW(FT) Hti�i ELEV_ * N-FAC DC DN TW DO DE HLdO Hi�dI ****�*********�*��*�**�*************+*******************�*******************�** 0.78 3 .24 �9.29 * 0.�12 0.35 0.41 3 .42 3_42 3 .23 3 .24 0.47 0.80 3 .22 19.27 * 0.012 0.35 0.41 3 .4I 3_4I 3.22 3 .22 0.47 0.81 3 .25 19.3a * 0. 012 0.36 0.41 3 .43 3.43 3 .24 3 .25 0.48 0.82 3 .28 19.33 * 0.012 0.36 0.42 3 .46 3.46 3 .27 3 .28 0.48 0.84 3.30 19.35 * 0.012 0.36 0.42 3 .48 3 .48 3 .29 3 .30 0.49 0.85 3 .33 19.38 * 0.012 0.37 0.42 3 .51 3 .51 3 .32 3 .33 0.49 0.86 3 .36 �9.41 * 0.012 0.37 0.43 3 _54 3 _54 3 .35 3 .36 0.50 0.88 3. 38 19.43 * 0.012 0.37 0.43 3 .56 3 . 56 3 .37 3 .38 0 .50 0_89 3 .41 19.46 * 0.012 0.38 0.44 3 .59 3 .59 3 .40 3 .41 0.50 0.90 3.44 19.49 * 0.012 0.38 0.44 3 .62 3 .62 3 .43 3 .44 0.51 0.92 3.47 19.52 * 0.012 0.38 0.44 3 . 65 3 . 65 3 .46 3 .�7 0 .51 0.92 3 .47 �9.52 * 0.012 0.38 G.44 3 . 65 3 . 6� 3 .46 3 .4? 0 . 51 � 5 � �� PIPE NO. 8: 86 LF - 15"CP @ 0 .26$ OUTLET: 16 . 05 I27LET: 16 .2% ITJTYP: 5 JUNC NO. 8: OVERFLOb'J-EL: 21.10 BEND: 90 DEG DIA/WIDTH: 4 .0 Q-RP.TIO: Q . 55 Q(CFS) HW(FT) H�^7 ELEV. * N-FAC DC DN TW DO DE HV��O Hi^1i **�***�**�**********«�***�******************��*******************�*****�**�*** 0 .59 3 .04 19.31 * 0.012 0.30 0.35 3 .24 3 .24 3 .03 3.04 0.41 0.60 3 _02 19.29 * 0.012 0.31 0_35 3 .22 3 .22 3 .01 3 .02 0.41 0.61 3 .04 19.31 * 0.012 0_31 0.35 3 .25 3 .25 3 .04 3 .04 0.41 0.62 3 .07 19.34 * 0.012 0.31 0.36 3 .28 3 .28 3 .06 3 .07 0.42 0 .63 3 .10 19.37 * 0.012 0.31 0.36 3 .30 3 .30 3 .09 3 .10 0.42 0.63 3 .13 19.40 * 0.012 0.32 0.36 3 .33 3 .33 3 .12 3 .13 0.43 0.64 3 .15 19.42 * 0.012 0.32 0.37 3 .36 3 .36 3 .14 3 .15 0.43 0.65 3 .18 19.45 * 0.012 0.32 0_37 3 .38 3 .38 3 .17 3 .18 0_43 0.66 3 .21 19.48 * 0.012 0.32 0.37 3 .41 3 .41 3 .20 3 .21 0_44 0.67 3 .24 19.51 * 0.012 0.33 0.37 3 .44 3 .44 3 .23 3 .24 0.44 0 .68 3 .27 19.54 * 0.012 0.33 0.38 3 _47 3 .47 3 .26 3 .27 0 .44 0.68 3 .27 19.54 * 0.012 0.33 0.38 3 .47 3 .47 3 .26 3 .2? 0 .4� �-� � l,�� PIPE NO. 9: 41 LF - 12"CP @ 0.24� OUTL�T: 16 .27 INLET: i6.37 IDITYP: 5 JU1`dC N0. 9: OVERFLOVJ-EL: 20.20 BEND: O DEG DIP./WIDTH: 2 . Q Q-RATIO: 0.81 Q(CFS) HW(FT) H��d ELEV. * N-FAC DC DN TW DO DE H4V0 HV;� *****x****��****�*x�*�*****�*��**�***��******�***************x*******�*�x* 0.38 2. 95 19.32 * 0.012 0.26 0 .31 3 . 04 3 .04 2 _95 2 .95 0.34 0 .38 2 . 93 1° . 30 * 0.012 0 . 26 0. 31 � . 02 3 . 02 2 . 92 2 . 93 0 .35 0.39 2.95 19 .32 * 0.012 0.26 0.31 3 .04 3.04 2 .95 2 . 95 0.35 0.40 2 .98 19.35 * 0.012 0.27 0.31 3.07 3_07 2 .98 2.98 0 .35 0.40 3 .01 19.38 * 0.012 0.27 0.32 3 .10 3.1Q 3 .00 3_O1 0 .36 0.41 3.04 19.41 * 0.012 0.27 0.32 3 .13 3 .13 3 .03 3 .04 0.36 0.42 3 .06 19.43 * 0.012 0.27 0. 32 3 .15 3. 15 3 .06 3 .06 0.36 0.42 3 .09 19.46 * 0.012 0.27 0.32 3 .18 3 .18 3 .09 3 . 09 0.37 0.43 3 .12 19.49 * 0.012 0.28 0.33 3 .21 3.21 3 .11 3 .12 0.37 0.44 3 .15 19.52 * 0.012 0.28 0.33 3 .24 3 .24 3 .14 3 .15 0 .37 0.44 3 . 18 19.55 * 0 .012 0.28 0.33 3 .27 3 .27 3.17 3 .18 0 .37 0 .-�=1 � . 18 19 . �5 ' 0 .012 0.28 0.33 3 .27 3 .27 3 .17 3 .18 0.37 � �� , �,�� FIFE I��0. 10 : 8U L"r - 12"C? � 0.25$ OUTLET: 16.37 INLET: 16.57 INTYP= 5 JJNC NO.10: OVERFLOW-EL: 20.20 BEP7D: 0 DEG DIA/WIDTH: 2 .0 Q-RATIO: 0_62 Q(CFS) HVd(FT) !-Il^J Ei,EV. * N-FAC DC DN TW DO DE HVdO HWI :txx.�**��*�***�*�*�*��****�**��*�*�**************�*****�*******�*******�*��** 0.21 2.76 19 .33 * 0.012 0. 19 0.23 2 .95 2. 95 2 .76 2 .76 0.25 0.21 2.73 19 .30 * 0.012 0. 19 0.23 2.93 2_93 2 .73 2 .73 0.25 0.22 2.76 19 .33 * 0.012 0.20 0.23 2.95 2. 95 2 .76 2 .76 0.26 0.22 2.78 19 .35 * 0.012 0.20 0.23 2 .98 2. 98 2 .78 2 .78 0 .26 0.22 2_81 19.38 * 0.012 0.20 0.23 3.01 3.01 2.81 2 .81 0 .26 0.23 2_84 19.41 * 0.012 0.20 0.24 3 .04 3 .04 2.84 2 .84 0 .26 Q .23 2.87 19.44 * 0 .012 0.20 0.24 3 .06 3 .06 2 .87 2 .87 0 .26 G .23 2.90 19.47 * 0.012 0.20 0.24 3 .09 3 . 09 2 .89 2 .90 0.27 0 .24 2.93 19.50 * 0.012 0.20 0_24 3 .12 3 .12 2 .92 2 .93 0.27 0 .24 2.95 19.52 * 0.012 0.21 0.24 3 .15 3 . 15 2 . 95 2 .95 0.27 0.24 2. 98 19.55 * 0.012 0.21 0.25 3 .18 3 . 18 2 . 98 2 .98 0.27 u .`�-1 � . 98 �G . 55 � n .G12 0.21 0.25 3 .18 3.18 2 . 98 2.98 0.27 .�� '� ��! U'�� IdU.�l : �CO Lc - 1L"CP �? 0.25$ OUTLET: 16.57 INLET: 16.77 INTYP: 5 �-U:VC NO.11 : OVERFL04d-EL: 20.20 BEND: 0 DEG DIA/WIDTH: 2 .0 Q-RATIO: 1 .17 Q(CFS) H't�d(FT} H4d ELBV. * N-FAC DC DN TVJ DO DE H'�^JO HWI t_ .. t*��*��****��*��*��*******�******************************,r�*****�******�* C . 13 2.57 19. 34 * 0.012 0 .15 0.18 2 .76 2 .76 2 . 57 2 .57 0.20 0 .13 2.53 19.:s0 * 0.012 0 .15 0.18 2 .73 2 .73 2 .53 2 .53 0.20 0 .13 2_56 19.33 * 0.012 0 .15 0.18 2 .76 2 .76 2 .56 2 .56 0.20 0.14 2 .59 19.36 * 0.012 0.16 0. 18 2 .78 2 .78 2 .59 2 .59 0.20 0 .14 2.61 19.38 * 0.�12 0.16 0.19 2 .81 2.81 2 . 61 2 .61 0.20 Q.14 2 .64 19.41 * 0.�12 0 .16 0. 19 2 .84 2.84 2 . 64 2.64 0.21 0 .14 2 .67 19.44 * 0.012 0 .16 0.19 2 .87 2.87 2 . 67 2.67 0.21 0.14 2.70 19.47 * �.012 0 .16 0.19 2 .90 2.90 2.70 2 .70 0.21 0.15 2.73 19. 50 * 0.012 0 .16 0.19 2 .93 2 .93 2 .73 2 .73 0.21 0 .15 2 .76 19.53 * 0.012 0.16 0.19 2 . 95 2 .95 2 .76 2.76 0.21 0 . 15 2 .79 19. 56 * 0.012 0.16 0.19 2 .48 2.98 2 .79 2 .79 0.21 0 . 15 2 .%9 19. 56 * O .Q12 0.16 0.19 2.98 2.98 2 .79 2 .79 0.21 �jl._ ��' P=PF 'd0. 1� : 80 =F - =2"CP i? G.2�o GUT�E?: 16 .7; IPJLET: 16 . 97 I"1TYP: 5 �Y ;C:S; ��ti(FT j 1-i��1 ELE`�i. * II-r AC DC DIQ T��? DO DE I-N1G H��VI *�.�**��*.�f*x�x��*�x��x:r��x*xx��*�*�*****�*x��*�*x*****��*��****+*****�* .. 0 . 06 2 .38 19.35 * 0.012 0.10 0.13 2 .57 2.57 2 .38 2 .38 0.13 ' 0 . 06 2 .33 19.30 * 0.012 0. 10 0. 13 2 .53 2 .53 2 .33 2 .33 0. 13 � 0 . 06 2 .36 19.33 * Q.�'2 0 . '_1 0 . '_3 2 . 56 2 .56 2 .36 2 . 36 0.14 � u . 05 � . �9 19 .�6 * C �12 0 . =1 C . _3 2 . 59 2 . 59 2 .3° 2 .39 0 . 14 0 .06 2 .41 19.38 * 0.412 0 . �1 0.13 2. 61 2 . 61 2 .41 2 .41 0 .14 0 . 06 2 .44 19.41 * 0.012 0.11 0.13 2 . 64 2 .64 2 .44 2 .44 0 .14 0 .0? 2 .47 19_44 * 0.012 0.11 0.13 2. 67 2 .67 2 .47 2.47 0.14 0 . 0? 2 .50 19.4? * 0.012 0.11 0.13 2.70 2 .70 2 .50 2 .50 0.14 0 .�? 2 .53 19.50 * 0.�12 0.11 0.13 2 .73 2.73 2 .53 2.53 0.14 0 .0? 2 .�6 19.53 * 0.0�2 0 .11 0.13 2.76 2 .76 2 .56 2.56 0.14 0 .07 2 .59 19.56 * 0.012 0.11 0.13 2 .79 2.79 2 .59 2.59 0.14 0 . 0? 2 . 59 19. 56 * 0_012 0 . 11 0 .13 2 .79 2 .79 2 .59 2 .59 0. 14 ��1� s� /c°C� ��'-- � -- I� �-��4- ��.:"r:'.::':`:ER C��_'�IPUTER PROGRP.M FOR PIPES '_pe data from file:11010-5.bwp �.�:rcharge condition at intermediate junctions � `�'�,i,�water Elevation:l8.79 feet Discharge Range:0.82 to 1.82 Step of 0.1 [cfs] "i.erf->ow Elevation:l8_2 feet �^7e i r:I�dONE �t_�.-�r_e�i .�-u_: : _, . f��,- �- f� �s�--- � � � � _�F�: _]�. i : �`�� L_ - 15";'i= �:� 0.25� OUTLET: 14 .46 INLET: 14.75 INTYP: 5 .-;JNC N0. 1 : OVERFLOW-EL: 18.20 BEND: 0 DEG DIAiWIDTH: 2 .0 Q-RATIO: 1 .08 ��(CFS) Ht^](FT) H�ni ELEV. * N-FAC DC DN TW DO DE HWO HWI .**�**x***�**�****��******+�***��**,r****x**�*****�******�******�*****x*�******* x********"****** OVERFLOTid ENCOUNTERED AT 0.82 CFS DISCHARGE *************'`*** *"*********** ACTUAL OVERFLOW �1A1' OCCUR AT LESS THAN 0.82 CFS **********'`*** ' "*t**** OVERF�,OW CONDITIONS CALCLLATED ASSUMIPdG SURCHARGE CONDITIONS ********* 0 .82 4.07 18.82 * 0.012 0.36 0.42 4.33 4.33 4.06 4.07 0.48 0 .92 4.07 18.82 * 0.012 0.38 0.44 4.33 4.33 4. 06 4.07 �.51 1 .62 4.08 18.83 * 0.012 0.40 0.47 4.33 4.33 4.06 4.08 0.54 1 . 12 4.09 18.84 * 0.012 0 .42 0.49 4.33 4.33 4. 07 4 .09 0.57 1 .22 4.09 18. 84 * 0.012 0 .44 0.51 4.33 4.33 4 .07 4 .09 0.60 1 .32 4.10 18.85 * 0.012 0.46 0.54 4.33 4.33 4.08 4 .10 0.63 � .42 4.11 18.86 * 0.012 0.48 0.56 4.33 4.33 4.09 4 .11 0.65 � .52 4.12 18.87 * 0.012 0.49 0.58 4.33 4.33 4.09 4 .12 0. 68 1 .62 4.14 I8.89 * 0.012 0.51 0.60 4.33 4.33 4.10 4 .14 0.70 1 .72 4 . 15 18.90 * 0.012 0.53 0.62 4.33 4_33 4.11 4.15 0.73 1 . 82 4 . 1E 18 . 91 * 0.012 0 .54 0.64 4.33 4.33 4. 12 4.16 0.75 � � i � - c �1�-. _-_ � ?d',��. :: . 1?t� L= - -�°��P @ 0 .25$ OUTLET: 14 .75 INT_,ET: 15 .07 INTYP: 5 Q(CFS) Htiti(FT) HUJ ELEV. * N-FAC DC DN TGV DO DE HWO HWI x;.�*��**�*****�*�***��*�_�*.**�*�************,r*�***��***�*******�*****�****** * �************** OVERFLOTiJ ENCOUNTERED AT 0_39 CFS DISCHARGE ***************** " 't********* r'1CTUAL O��ERFLO[^J MAY OCCUR AT LESS THAN 0.39 CFS *******"****** C .39 3 .78 18 .85 * 0.012 0.26 0.31 4.07 4.07 3 .77 3 .78 0.35 0 .44 3.7; 18.84 * 0.012 0.28 0.33 4.07 4.07 3 _77 3 .77 0.38 C .49 3 _79 ?8.86 * 0.012 0.30 0.35 4.08 4.08 3 .78 3 .79 0.40 0 .54 3 . 80 18.87 * 0.012 0.31 0.36 4. 09 4. 09 3 .79 3 .80 0.42 0 .59 3. 82 18.89 * 0.012 0.32 0.38 4. 09 4. 09 3 .80 3 .82 0.44 0 .63 3.83 '_8.90 * 0.012 0.34 0.40 4. 10 4.10 3 .82 3 .83 0.46 0.68 3.85 �8.92 * 0.012 0.35 0.41 4.11 4.11 3 .83 3 .85 0.48 0.73 3. 87 18.94 * 0.012 0.36 0.43 4.12 4.12 3 . 85 3 .87 0.50 0 .78 3. 89 18.96 * 0.012 0.37 0.45 4.14 4.14 3 .87 3 .89 0.51 0.83 3 .9i 18.98 * 0.012 0.39 0_46 4.15 4.15 3 .89 3 .91 0.53 Q .88 3 . 93 ,�9 .00 * 0.012 0.40 0.48 4 . 16 � . 16 3 . 91 3 . 93 0. 55 �1�'i � --� 1� � `��-- vi�j -- � � --- ��i= �=. ._. .-'I?;<: C��_1=UTER PROGRAM FOR PIPES �ipe da�a from file:?1010-6.bwp ' :rcharge condition at intermediate junctions i'.,`_lwater Elevation:19.32 feet Discharge Range:0.11 to 1. 11 Step of 0.1 [cfs] '_�erf�o;a Elevation:21.7 feet �^7e i r:NONE :'�::ir.�.'. . _:___: 3 . r��et G-►� 1 �"I _�. �i� ►� Fi_'= I�u. 1 : �09 Lr - 12"C? ` 2.19$ OUTLET: 15.07 INLET: 17 .46 INTYP: 5 J�'NC N0. l: OVERFLOW-EL: 21.70 BEND: 0 DEG DIA/WIDTH: 2 .0 Q-RATIO: 1.00 �Y'(CFS) HTi9(FT) H�a ELEV. * N-FAC DC DN TW DO DE HWO HWI _ . _********�**�**��**�******�*********************�****************:�********* ��.11 1.87 19.33 * 0.012 0.14 0.10 4.25 4.25 1.87 1 .87 0.17 0 .21 1.86 19.32 * 0.012 0.19 0.14 4.25 4.25 1.86 1 .86 0.24 :� .31 1_87 19.33 * 0.012 0.23 0.16 4 .25 4.25 1 .87 1 .87 0.30 �� .41 1.88 19.34 * 0.012 0.27 0.19 4 .25 4 .25 1 .87 1 .88 0.35 0 .51 1.89 19.35 * 0.012 0.30 0.21 4.25 4.25 1 .88 1.89 0.40 � . 61 1.90 19.36 * 0.012 0.33 0.23 4 .25 4 .25 1 .89 1 .90 0.44 G .71 �.91 19.37 * 0.012 0 .36 Q.24 4 .25 4.25 1 .90 1.91 0.48 ') . 81 1 .93 19.39 * 0.012 0.38 0.26 4 .25 4.25 1.91 1.93 0.51 ) . 91 1 .95 19.41 * 0.012 0.40 0.27 4.25 4.25 1 . 92 1.95 0.55 -_ . 0� ' _9? 1°.43 * 0 .012 0.43 0.29 4 .25 4 .25 1 . 93 1. 97 0.58 : . . : = . �9 '_; . �5 � 0 .012 0.45 0.30 4 .25 4.25 1 . 95 1 .99 0. 62 �.,j� Z� _.- ( f� f R' PIPE TJO. 2 : 1:s5 �F - 12"CP @ 1 .24$ OUTLET: 17 .46 INLET: 19.20 INTYP: 5 Q(CFS) HVd(FT) HW ELEV. * N-FAC DC DN TW DO DE }-A90 H4JI I �.*«*�+**�***��*********�****************,r*****�**********************�******* 0 .05 0. 18 19.38 * 0.012 0.10 0.08 1.87 1.87 0.17 0.18 0_12 0.11 0.21 19.41 * 0.012 0 .14 0.11 1.86 1 .86 0.19 0.21 0. 17 0.16 0.25 19.45 * 0.012 0 .17 0.13 1.87 1.87 0.22 0.25 0.21 I C.20 0.29 19.49 * 0.012 0 .14 0.15 1_88 1.88 0.24 0.29 0.24 C�.25 0.32 19.52 * 0.012 0.21 0.17 1.89 1.89 0.26 0.32 0.27 0 .31 0.35 19.55 * 0.012 0.23 0.18 1.90 1.90 0.28 0.35 0.30 Q .36 Q.37 19.57 * 0.012 0.25 0.20 1.91 1.91 0.30 0.37 0.33 0.41 0.40 19 .60 * 0.012 0.27 0.21 1.93 1.93 0.32 0.40 0.35 0.46 0.42 19.62 * 0.012 0.28 0.22 1 .95 1.95 0.34 0.42 0.37 ' 0.51 0.45 19.65 * 0.012 0.30 0.23 1.97 1. 97 0.35 0.45 0.40 ' . �6 �� . = 19. 57 * 0.0'_� � .3� 0.25 1 . 9g � . °g n . 38 O . S� 0 . 42 i II i I � �i�� --�- 7 i��' �'� � _ � � a � ��, BACK6V:vT�R COMPUTER PROGRAM FOR PIPES Pipe data from file:11010-7.b•v�p Surcharge conditior_ at intermediate junctions Ta�lwater Elevation:19.32 feet Discharge Range:0 .13 to 0. 13 Step of 0.13 [cfs] Overflow Elevation:21.9 feet Vde i r:NQNE Channel �^7idth:3 . feet G.,� ��-- � � i � PIPE N0. 1= 138 LF - 12"CP @ 2 .85$ OUTLET: 15 .07 INLET: 19.00 INTYP: 5 Q(CFS1 HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *�*****************************�************�**�**�****�*********************** 0.13 0.35 19.35 * 0.012 0 .15 0.10 4.25 4.25 0.34 0.35 0.18 I�� 1 ��j - �� , �� ,, � "` ', � U �►� s` i �� ,� �.�.C_"��'��"P-� CCC�1?UTER PROGRAM FOR PIPES � '�, Fipe data from file: 11010-8.bw-o I �',�.ircharge condition at intermediate junctions �' :'ailtivater Elevat�on:l9.5 feet �'i Discharge Range:0.15 to I.15 Step of 0. 1 [cfs] ' O��erflow Elevation:18.6 feet ' 6deir:NONE � Channel ,�didth:3 . feet � C..''� � / �' C.. � Z/li PIPE =d0. 1 : �19 LF - 12"CP @ 0.25� OUTLET: 15.85 INLET: 16.15 INTYP: 5 JUIQC NO. l: OVERFLOW-EL: 18.60 BEND: 18 DEG DIA/WIDTH: 2. 0 Q-RATIO: 1 .04 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ;***�***************�*******�*�****,�*****�**��*�**********�******************** '*************** O�IERFLOW ENCOi3NTERED AT 0.15 CFS DISCHARGE ***************** '***'�********* ACTUAL OVERFLOW MAY OCCUR AT LESS THAN 0.15 CFS ************** 't**�*** OVERFLOW CONDITIONS CALCULATED ASSUMING SURCHARGE CONDITIONS ********* �.15 3 .36 19.51 * 0.012 0 .16 0.19 3 .65 3 . 65 3 .36 3 .36 0 .21 0.25 3 .36 19 .51 * 0.012 0.21 0.25 3 .65 3 .65 3 .35 3 .36 0.28 0 .35 3.36 19 .51 * 0.012 0.25 0 .29 3 .65 3 . 65 3 .36 3 .36 0.33 0 .45 3.37 �9. 52 * 0.012 0. 28 0 .33 3 .65 3 . 65 3 .37 3 .37 0.38 5 .55 3 .38 19. 53 * 0.012 0 .31 0 .37 3 .65 3 .65 3 .37 3 .38 0.42 C: .65 3 .40 19. 55 * 0.012 0. 34 0.40 3 .65 3 . 65 3 .38 3 .40 0.46 C .75 3 .42 19. 57 * 0.012 0.37 0.44 3 .65 3 . 65 3 .39 3 .42 0. 50 0 .85 3 .4s 19.58 * 0.012 0.39 0.47 3 .65 3 . 65 3 .41 3 .43 0.54 0 .95 3 .45 19.60 * 0.012 0.41 0. 50 3 .65 3 . 65 3 .42 3 .45 0_57 1 .05 3 .48 19.63 * 0.012 0.44 0 . 53 3 .65 3. 65 3 .44 3 .48 0.61 1 . 15 3.50 19.65 * 0.012 0.46 0 .56 3 .65 3 .65 3 .46 3 .50 0.64 C;r� � '�- " C.. � Z-� P�PE N0. 2 : 120 LF - 12"CP @ 0.25$ OL'TLET: 16.15 INLET: 16.45 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI >************�******�*******�****************************************�*****�*** '*************** OVERFLOW ENCOUNTERED AT 0.07 CFS DISCHARGE ***************** '*"*********** ACTUAL OVERFLOW MAY OCCUR AT LESS THAN 0 .07 CFS ************** 0 . 07 3 .07 19.52 * 0.012 0.12 0.14 3 .36 3.36 3 .07 3 .07 0.15 0 . 12 3 .06 19.51 * 0.012 0.15 0.18 3 .36 3.36 3 .06 3 .06 0.19 0 . 17 3 .07 19.52 * 0.012 0_17 0.21 3 .36 3.36 3 .07 3 .07 0.23 0.22 3 .08 19.53 * 0.012 0.20 0.23 3 .37 3 .37 3 . 08 3 .08 0.26 0.27 3 .09 19.54 * 0.012 0.22 0.26 3 .38 3 .38 3 .09 3 .09 0.29 0.32 3 .11 19.56 * 0.012 0 .24 0.28 3 .40 3 .40 3.11 3 .11 0.32 0.37 3 .13 19 .58 * 0.012 0 .26 0.30 3 .42 3 .42 3.13 3 .13 0.34 G .42 3 .15 19.60 * 0.012 0.27 0 .32 3 .43 3 .43 3 .15 3 .15 0_36 ;� .47 3 . 18 19.63 * 0.012 0.29 0.34 3 .45 3.45 3 .17 3 .18 0.39 � .51 3 .21 19.66 * 0.012 0.30 0 .36 3 .48 3 .48 3 .20 3 .21 0.41 �� . 56 3 . 24 "_G . �9 * 0. �"2 G . s� 0 .38 3 . 50 3 . �0 3 .23 3 .24 0.43 h �� ,-a--[r t � � �% � � � � �� `�`" .�� `" j I ��-��' �,__�..;;.=:TER. C0:°iFUTER PROGRAM FOR PIPES �ipe data from file:11010-9.bv,� :JL.Ycharge condition at intermeciUt� ;unc�ior:�- :c:il��ater Elevation:l9.54 feet I Discharge Ra�ge:0.14 to 0 .24 Step o� C . l [cisl I C�-.-erFlo�f. EleE�ation:20.5 Feet i .°:�i r:I•10NE � __. ..... __.-._ . . . fPar �i'�� L��' -_. C �� ' -�w !i P?FE I`;i;. � . _4� L_ - 1'�":'i= @ Q.60$ OUTLET: 16.2i INLET: 17 . 13 INTYP: 5 r�;:d� NO. 1 : OVERFL05�7-EL: 21 .30 BEND: 0 DEG DIA/WIDTH: 2 .0 Q-RATIO: 0 .62 I �� :'FS) H�ti i FT) HW ELEV. * N-FAC DC DN TVJ DO DE H4V0 HWI , . , .<*��*xt.*�*��***x**�xr**+*x��*****x**��****�*��*�****�********�********** 0 .14 2 .42 �9.55 * 0.612 0 .:6 0 .�5 3 .27 3 .27 2 .42 2 .42 0 .20 0 .24 2 .42 "_9 . 55 * O.Oi2 0 .21 0 .20 3.27 3 .27 2 .42 2 .42 0.27 ��-'� 2- "� - �_ � �-_�� ' PIPE I;O. � : �35 LF - 1G"CP @ 0 .25$ OUTLET: 17.13 INLET: 17 .47 INTYP: 5 Q(CFS) HL^1(FT) Hti^J ELEV. * N-FAC DC DN TW DO DE HWO HWI >t��*****�*�****�**��***�**�*�*��************�**************************** 4.09 2 .09 �9.56 * 0.012 0.12 0 .15 2.42 2 .42 2 .09 2 .09 0.16 G . 15 2 . 08 '_9 .55 * Q.G_2 0 . "6 0 .�9 2 .92 2 .42 2 .08 2 .08 0.21 Il �� -� j � ��,�� ! � �� " ► � __�� BACKi^7:'.�ER COMPUTER PROGRAM FOR PIPES P�pe data Trom file:11010-�O.bwwn Surcharge conditior_ at intermediate junctions ^ailvaater Ele�aation:l8 . feet Discharge Range:1.17 to 2 .17 Step of 0 .1 [cfs] Overflo��i Elevation:18.4 feet Vde i r:NONE Channel ��idth:3 . feet �� --- �.�'v� PIPE P•I0. l: 47 LF - 18"CP @ 3 .28� OUTLET: 12 .00 INLET: 13 .54 INTYP: 5 JUI�C PdO. 1 : OVERFLOtiti'-EL: 20.90 BEND: 90 DEG DIA/WIDTH: 4. 0 Q-RATIO: 0. 04 Q(CFS? HG](FT) I-IV�' ELEV. * N-FAC DC DN TW DO DE HWO HWI �*��:��**��******�*��*�*��************�*�*********�***********�************ 1 .17 4.48 18.02 * 0.012 0 .41 0.25 6 .00 6.00 4 .47 4 .48 0.53 1 .2; 4.48 18.02 * 0.012 0.43 0.26 6 .00 6.00 4.47 4.48 0.56 1 .3� 4.48 18. 02 * 0.012 0.44 0.2? 6 .00 6.00 4 .47 4_48 0_58 1 .�� 4_49 18. 03 * 0.�12 0 .46 0.28 6 . 00 6.00 4 .47 4.49 0.60 1.57 4_49 18. 03 * 0.012 0 .48 0.29 6 .00 6_00 4 .47 4.49 0.63 1 .67 4. 50 18.04 * 0.012 0 .49 0.29 6 . 00 6.00 4 .47 4 .50 0 . 65 1 .�7 4.50 18 .04 * 0.012 0 .5i 0.30 6 . 00 6.00 4 .47 4 .50 0 .67 1 .8% 4.50 18. 04 * 0.012 0. 52 0.31 6 . 00 6.00 4 .47 4 .50 0.70 1.97 4.51 18.05 * 0.012 0.53 0.32 6 . 00 6.00 4 .47 4 .51 0.72 2 .0; 4_ 51 18.05 * 0.012 0.55 0.33 6 .00 6.00 4.48 4.51 0.74 2 .17 4. 52 18 .06 * 0.012 0. 56 0.33 6 .00 6.00 4.48 4.52 0 .76 �- ►j�� ,f� `�j PI?� PJO. 2 : 126 LF - '8"CP @ 0 .25� OUTLET: 13 .54 INLET: 13 .85 INTYP: 5 JIJ�1C NO. 2 : 0`,IERFLOW-EL: 20.10 BEND: 90 DEG DIA/4VIDTH: 4 . 0 Q-RATIO: 0 . 15 Q(CFS) HVd(FT) HV1 ELEV. * N-FAC DC DN TW DO DE HWO HWI ****��***��*�*��***�***�**��*��*�*****�**��*�***********�**********�*******� �.13 4.20 18.05 * 0.012 0.40 0.46 4 .48 4.48 4 .19 4.20 0.54 i.22 4 .20 18 .05 * 0.012 0 .42 0.48 4 .48 4.48 4 .19 4.20 0.57 , 1.32 4.21 18.06 * 0.012 0 .43 0.50 4 .48 4.48 4 .19 4.21 0.59 �, 1.41 4.22 18.07 * 0.012 0.45 0.52 4 .49 4.49 4 .20 4.22 0.62 I 1.51 4 .23 18.08 * 0.012 0.47 0.53 4 .49 4 .49 4.20 4.23 0.64 � 1.61 4 .24 18.09 * 0.012 0.48 0.55 4 .50 4.50 4 .21 4.24 0.66 � 1.70 4.25 18.10 * 0.012 0.50 0.57 4 .50 4.50 4 .22 4.25 0.69 1.80 4 .26 18.11 * 0.012 0.51 0.59 4 .50 4.50 4 .23 4.26 0.71 1_89 4 .27 '8.12 � 0.012 0.52 0.60 4 .51 4 .51 4.23 4.27 0.73 �.99 4 .29 18.1? * 0.012 0 .54 0.62 4 .51 4 .51 4 .2a 4.29 0.75 2.09 4 . �0 18.15 * 0.012 0 .55 0. 6� 4 . �2 4 .52 4 .25 4 .30 0 .77 ��l �� FIPE IdO. � : 139 LF - 15"CP @ 0 .25� OUTLET: 1� .�5 II;LET: 14 .20 I1`dT'iP: � JUNC NO. 3: O`JERF�O��]-EL: 18.30 BEND: 0 DEG DIA%4dIDTH: 2 .0 Q-RATIO: 0 . �"� Q(CFS j H[��T(FT) HGV ELEV. * N-FAC �C DN TW DO DE I-I�,nIO H;'i I ��x�x**�**�**�**,�*��*-��***�*****�**��x**�x****�*��***********�*****,�**�*�� *. 0. 98 3 .90 18.10 * 0.012 0.39 0.46 4 .20 4 .20 3 .89 3 .90 0 .53 1.06 3.89 18.09 * 0.012 0.41 0.48 4 .20 4.20 3 .88 3 .89 0.55 1.15 3 .91 18.1i * 0.012 0.43 0.50 4 .21 4 .21 3 .90 3 .91 0.58 1 .2� � . 93 =�� . 13 � 0 . 012 0 . 44 0 S2 4 .�2 4 .22 3 .91 ? . 93 0 .6Q 1 .31 3 ,94 18.�4 * 0.012 0 .46 0.53 4.23 4.23 3 .93 3 .94 Q. 62 1.40 3 .96 18.16 * 0.012 0.47 0.55 4.24 4.24 3.94 3 .96 0. 64 1.48 3 .98 18.18 * 0.012 0.49 0.57 4.25 4.25 3 .96 3 . 98 0.66 1.56 �.00 18 .20 * 0.012 0.50 0.59 4.26 4.26 3 .98 4.00 0. 68 1.65 4.03 18 .23 * �.012 0.51 0.61 4.27 4.27 4 .00 4.03 0.70 1.73 4.05 18 .25 * O.OI2 0.53 0. 62 4 .29 4 .29 4 .02 4 .05 0 . 72 1 .81 4 .08 1&.28 * 0.412 0.54 C . 64 4 .30 4 .30 4 . 04 4 . 08 0 .�4 ��= l ��1 P�PE PvO. 4 : 132 LF - �5"CP @ 0.25$ OUTLE�': 1:.20 IT<�.E'_': 14 .53 ITvT'_P: 5 JUl`dC "�O. 4: OVERrLQ[��'-EL: 18.30 BEND: 0 DEG DIA/WIDTH: 2 .0 Q-R�TIO: G .2i' Q(CFS) HW(FT} I-Nti� ELEV. * N-FAC DC DN TVd DO DE HWO Hr,�j I *��*�*****�*��**�*�*�x*****�**��*�**************�*****�*******�***********�*x 0 .81 3.60 18.13 * 0.012 0.36 0.41 3 .90 3 .90 3 . 59 3 .60 0 .48 0.88 3.59 18.12 * 0.012 0.37 0.43 3 .89 3 .89 3 . 58 3 .59 0. 50 0.95 3. 6? 18. 14 * 0.012 0.39 0.45 3 .91 3 .91 3 .60 3 .61 0 .52 1 .02 3 . 63 18.16 * 0.012 0.40 0.47 3 .93 3 .93 3 .62 3 .63 0.54 1.08 3. 66 18.19 * 0.012 0.41 0.48 3 . 94 3 .94 3 .65 3 .66 0 .56 1 .15 3 . 68 �8 .2� * 0.012 0.43 0.50 3 .96 3 .96 3 .67 3 .68 0.58 1 .22 3 .71 18.24 * 0.012 0.44 0.52 3 .98 3 .98 3 .69 3 .71 0. 60 1 .29 3 .74 18 .27 * 0.012 0.45 0.53 4. 00 4.00 3 .72 3 .74 0. 62 '`******'******** OVERFL06V ENCOUNTERED AT 1.36 CFS DISCHARGE ***************** ******** OVERFLOW CONDITIONS CP_LCULATED ASSUMING SURCHARGE CONDITIONS ********* 1.36 3 .77 18.30 * 0 .012 0.47 0.55 4.03 4.03 3 _75 3 _77 0. 63 1 .43 3 .80 18.33 * 0.012 0.48 0.56 4.05 4. 05 3 .78 3 .80 0. 65 i.50 3 . 83 18.36 * 0 .012 0.49 0.58 � . 08 � . Q8 3 . 81 3 . 83 0 . 6;' �'-'J `� --� �_"�`�" PIPE PdO. 5 : 132 LF - 15"CP @ 0.25� OJTLET: =� . 5� II1L=T: 1� . �F� T_I�"iP: � JL�IVC NO. 5 : OVERFLO�^i-EL: 18.30 BEI`7D: 0 DEG DIi:i'V�'IDTH: 2 .0 Q-R:i'I'IO: 0.�7 Q(Cr S) H��V(FT) HW ELEV. * N-FAC DC DN TW DO DE HVdO HWI *��*��******��*�*��***��***��********�*�*�***�********�**�****************** 0_64 3 .28 18.14 * 0.012 0.32 0.37 3 .60 3 . 60 3 .28 3 .28 �.42 0. 69 3 .28 18.14 * 0.012 0.33 0. 38 3 .59 3 .59 3 .28 3 .28 0.44 0.75 3 .30 18.16 * 0.012 0.34 0.40 3 .61 3 .61 3 .30 3 .30 0.46 0.80 3 .33 18 .19 * 0.012 0.36 0.41 3 .63 3 .63 3 .32 3 .33 0.47 0.85 3 .35 18 .21 * 0.012 0 .37 0.43 3 .66 3 .66 3 .35 3 .35 0.49 0. 91 3 .38 18.24 * 0.012 0.38 0.44 3 .68 3 .68 3 .38 3 .38 0.50 0. 96 3 .41 18.27 * Q.012 0 .39 0_45 3 .71 3 _71 3 .40 3 .41 0.52 **************** OVERFLOW ENCQUNTERED AT 1.02 CFS DISCHARGE ***************** ******** OVERFLOVd CONDITIONS CALCULATED ASSi7MING SURCHARGE CONDITIOrdS ********* 1 . 02 3.44 18.30 * 0.012 0.40 0.47 3 .74 3 .74 3 .43 3 .44 0_54 1.07 3 .47 18.33 * 0.012 0.41 0.48 3 .77 3 .77 3 .47 3 .47 0.55 1 .13 3 .51 18_37 * 0.012 0.42 0.49 3 .80 3 .80 3 .50 3 .51 0.56 1.18 3.54 18.40 * 0.012 0.43 0.51 3 .83 3 .83 3 .54 3 .54 0. 58 G-P$` ' � �� PIPE NO. 6 : 160 LF - �2"CP @ 0 .25$ OUTLET: 1� .85 =?`3_Ei': i� .2o' II'•IT??: 5 JLTPdC N0. 6 : OVERFLO�id-EL: 20.50 BEND: 0 DEG DIA/�^7IDTH: 4 . 0 Q-R=�I'IO: 0 . 2 5 Q(,CFS? I-IVd(FT) I�nT ELEV. * DI-Fi'�C DC DN TW DO DE HT�nTO Hi'.'� ��***��*�*+��***��*��***�**�*��************�***��**��*�***�, � ,t 0.46 2 . 92 '8 .18 * 0.012 0 .29 0.34 3 .28 3 .28 2 . 91 2 .92 0. 3� 0.50 2 . 91 �_8 .17 * 0 . 012 n .30 0_35 3 .28 3 .28 2 . 91 2 .91 0 .4� _ � � " - . . � - � � �' . - �� ' . °� 9' C� . .._ 0. 58 2 . 9� 18 .23 * 0.012 0 . 32 0 .38 3 .33 3 .33 2 . 96 2 .97 0 .43 0.62 3 .00 18.26 * 0.012 0.33 0.40 3 .35 3 .35 2 .99 3 .00 0 .45 0.66 3 .04 18.30 * 0.012 0.34 0.41 3 .38 3 .38 3 .03 3 _04 0.46 0.70 3 .07 18.33 * 0.012 0.35 0.42 3 .41 3 .41 3 .06 3 .07 0.48 0.74 3 .11 18.37 * 0.012 0.36 0.44 3 .44 3 .44 3 .10 3 .11 0 .49 0.78 3 .15 18.41 * 0.012 0.37 0.45 3.47 3 .47 3 .14 3 .15 0.51 0.82 3 .20 18.46 * 0.012 0.38 0.46 3 .51 3 .51 3 .18 3 .20 0.52 0 . 85 3 .24 18.50 * 0.012 0 .39 0.47 3 .54 3 .54 3 .22 3 .24 0.53 C.►� c1 - L�� :I�. ; . 136 LF - 12"CP @ 0.25$ OUTLET: 15 .26 INLET: 15.60 INTYP: 5 �Uf�C NG. % : 0`JERFLOVd-EL: 18.4 0 BEND: 0 DEG DIA/WIDTH: 2 .0 Q-RATIO: 1 . 0 i Q(CFS) HV1(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO H5�7I � ��*�*x*��******************�***********************x************�******�x*� C .37 2 .59 18.19 * 0.012 0.26 0.30 2 .92 2 .92 2 .59 2 .59 0.34 u .40 2 . 59 18.19 * 0.012 0 .27 0.32 2 .91 2 .91 2 .59 2 .59 Q.36 �� .44 2 . 62 18 .22 * 0.012 0 .28 0.33 2 .94 2 .94 2 . 62 2 .62 0.37 G .4? 2 .66 18 .26 * 0.012 0 .29 0.34 2 .97 2.97 2 .65 2 . 66 0.39 0 .50 2.70 18 .30 * 0.012 0 .30 0.35 3 .00 3 .00 2 .69 2 .70 0_40 G .53 2 .73 18 .33 * 0.012 0 .31 0.36 3 .04 3 .04 2 .72 2 .73 0.41 C) .56 2 .77 18.37 * 0.012 0.32 0.37 3 .07 3 .07 2 .76 2 .77 0.43 ` "***'******** OVERFLOW ENCOUNTERED AT 0.59 CFS DISCI-iARGE *************'`*** " * '**** OVERFLOW CONDITIONS CALCULATED ASSUMING SURCHARGE CONDITIONS ********* 0.59 2 .82 18 .42 * 0.012 0.33 0.39 3 .11 3 .11 2 .81 2 .82 0.44 0.63 2 .86 18 .46 * 0.012 0.33 0.40 3 .15 3 .15 2 .85 2 .86 0.45 0.66 2 . 91 18.51 * 0.012 0 . 34 0.41 3 .20 3 .20 2 . 90 2 .91 0.47 0. 69 2 .96 18.56 * 0.012 0 .35 0.42 3 .24 3.24 2 .95 2 .96 0.48 (✓�� lC -� �� i FIPE N0. 8: 122 LF - 12"CP @ 0.25$ OUTLET: 15 .60 INLET: 15.90 INTYP: 5 Q1CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *�x�***�*x********************************************�************************ 0. 18 2 .30 18.20 * 0.012 0.18 0.21 2 .59 2 .59 2 .30 2.30 0.23 0 .19 2 .30 18.2Q * 0.012 0.19 0.22 2.59 2 .59 2 .30 2 .30 0.24 0.21 2 .33 18.23 * 0.012 0.19 0.23 2 . 62 2 .62 2 .33 2 .33 0.25 0.23 2 _36 18.26 * 0.012 0 .20 0.24 2 .66 2 . 66 2 .36 2 .36 0.26 0 .24 2 .40 18.30 * 0_012 0 .21 0.24 2.70 2 .70 2 .40 2.40 0.27 0 .26 2 .44 18.34 * 0.012 0.21 0_25 2 .73 2 .73 2 .44 2_44 0.28 0.27 2 .48 18.38 * 0.012 0.22 0 .26 2 .77 2 .77 2 .48 2 .48 0 .29 � - �t********'�*** OVERFLO�ni ENCOCFNTERED AT 0 .29 CFS DISCHARGE ***************** 0 .29 2 . 53 18.43 * 0.012 0 .23 0.27 2 .82 2 . 82 2 .53 2 .53 0.30 0 .30 2 .58 18.48 * 0.012 0 .23 0.27 2 .86 2.86 2 .57 2 . 58 0.31 0.32 2 .62 ?8 .52 * 0.012 0.24 0.28 2 .91 2 .91 2 .62 2 . 62 0.32 C . 3? 2 . 68 -8 .58 * 0.012 0 .24 0 .29 2 . 96 2 .96 2 . 67 2 . 58 0 .32 ` � V � �i, .> � � I�� f��- � � � �✓ �� B��CK��dATER COI�PUTER PROGR��1 FOR PIPES Pipe data from file: 11010-11.bwp Surcharge cor.dition at intermediate junctions Tailwater Elevation:18.15 feet Discharge Range:0.12 to 0_12 Step of 0.1 [cfs) Overflow Elevation:19.4 feet We i r:NOI3E Channel V�idth:3 . feet �� F�� ! �- � � P?PE N0. 1: 126 LF - 12"CP @ 2_42� OUTLET: 13 .85 INLET: 16.90 IPITYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HVJO HWI *�*�***************�**********�*************�***��**�*�************************ 0.12 1.26 18.16 * 0.012 0.15 0_10 4 .30 4.30 1.26 1.26 0.18 �� t � ��- i � / �--,r`� t i-� '" �i �� t•' � B�CKG7ATER COMPUTER PROGR�M FOR PIPES Pipe data from file:11010-12 .bwp ,� Surcharae condition at intermediate junctions Tailuiater Elevation:l8 . feet Discharge Range:0.08 to 0 .08 Step of 0.1 (cfs] Overflow Elevation:l9. feet L�7e i r:NONE Chaanel Vdidth:3 . feet �. �� L_ _ I 6.0 SPECIAL REPORTS AND STUDIES `� ¢ :�.. TERRA ASSOCIATES, inc. , J* � y�'"`._�.":�e..: .. , ..... . . Consultants in Geotechnica) Engineering, Geology �� and Environmental Earih Sciences June 6, 2003 I Project No. T-5387 1�Ir. Kirk Johnson CAPSTONE Partners I 00} Fourth Avenue,44th Floor Seattle, �Vashington 98154 Subject: Preliminary Geotechnical Report Oakesdale Commerce Park S�V 34th Street and Oakesdale Avenue SVJ Renton, Washington Dear�1r. Johnson: �s requested, �ve completed a geotechnical report for the subject project. The purpose of our study was to explore the subsurface soil and ground�vater conditions and develop geotechnical engineering recommendations for project design and construction. Our field exploration indicates the site is generally underlain by relatively compact granular fill overlying very loose to medium dense, compressible interbedded alluviai soils. At the time of our study,the groundwater level was w�ithin five to ten feet of the surface. In our opinion, support of structures using standard spread footing foundations ��ill be feasible. Ho�vever, the footings should be placed no deeper than three feet below existing surface grades. If the footing depth will exceed three feet, overexcavation and replacement with two feet of structural fill wi31 be necessary to pro�-ide adequate support for the structure. Also, to avoid unacceptable building settlements, we recommend the building pads be preloaded to consolidate the compressible soils prior to construction. 12525 Willows Road, Suite 101, Kirkland, Washington 98034 Phone (425) 821-7777 • Fax (425) 821-4334 �'Ir. Kirk John�on June 6, 2003 The attached report presents our findings and recommendations for the geotechnical aspects of project design and construction. We trust the information presented is sufficient for your current needs. If you have any questions or require additional information, please call. Sincerely yours, TERRt1 ASSOCIATES, INC. �� Bemard '��'��a Project� �� v � � �!�G:a' / `Theod e�Sche�I:. Princip 4c�s�� IAj,,�'s� BPK,'TJS:ae �3 �3 F� Project No.T-5387 Page No. ii TABLE OF CONTENTS PaQe No. I.0 Project Description......................................................................................................... I 2.0 Scope of Work.....................................�------.....----................_.............._........---.._............. 1 3.0 Site Conditions................................................................................................................2 3.l Surface..-�--�..........................�----��---�-��-------._.......----._........_......---......---...............2 32 Soils .......................................................................�--.........................................2 3.3 Groundwater......................................................................................................3 3.4 Seismic..................................•---........--�--..._...............--�-•--..._.............._........._.....3 4.0 Discussion and Recommendations .................................................................................4 4.1 General.--�.................................•--�----.........--�--......_.......---................----........-�--�--� 4.2 Site Preparation and Grading.............................................................................� 4.3 Preload....................................•----...----......-----........._...---.................._............_....6 4.4 Excavations........................................................................................................7 4.5 Foundations........................................................................................................7 4.6 Retaining Walls ..................................................................................•--............8 4.7 Slab-on-Grade Floors....................................................................�-----...............8 4.8 Stormwater Ponds..............................................................................................9 4.9 Drainage.................................................................................�---........................9 4.10 Utilities .........................................................................•----................................9 d.Il Pavements...........................................................................................•�---........ 10 S.0 Additional Services....................................................................................................... I 1 6.0 Limitations.................................................................................................................... 11 FiPures Vicinityi�1ap........................................................................................................................Figure 1 Exploratioo Location Plan..............................................�--�-•--........._............ g ....................... i ure I Typical Settlement Marker Detail--.•--•................................................................................Figure 3 Typical VVall Drainage Detail..............................................................................................Figure 4 Appendix Field Exploration and Laboratory Testing................................................................... Appendix A Pretiminary Geotechnical Report Oakesdale Commerce Park SW 34th Street and Oakesdale Avenue SW Renton, Washington 1.0 PROJECT DESCRIPTION ; The Oakesdale Commerce Park projec[ will consist of conswcting several warehouse-style structures I with office space and associated access and parking. Access to the site will be off both SW 34th Street and Oakesdale Avenue SVV. Preliminary site grading plans indicate finished floor elevations will be approximately two to four feet above existing site grades. The exception is in the central portion of the ' site, west of Springbrook Creek. Here, finish floor grades will be near existing site grades. Stormwater detention ponds are proposed for development stormwater. We expec[ pond bottom elevations will be about ten feet below existing grades. The buildings are expected to be warehouse-style structures with adjoining office areas. Several of the , buildings �vill have multiple dock-high doors providing truck access to finished floor elevations. � Construction of the buildings will consist of reinforced concrete tilt-up walls, framed roofs, and concrete floors. We expeci structural loads to be about 80 to 100 kips for isolated columns, and 6 to 8 kips per foot for continuous perimeter bearing walls. Nominal floor slab loading in the range of 200 to 300 pounds per square foo[ (psfl is likely. We expect the dock-high walls and depressed loading dock � walls will be designed as retaining walls approaching heights of four feet. The recommendations contained in the following sections of this report are based on these design features. If actual features vary or changes are made, we should review them in order to modify our recommendations as required. We should review final design drawings and specifications to verify that our recommendations have Zieen properly interpretecl and incorporated into project elesign. 2A SCOPE OF �VORK On May 27 and 28, 2003, we drilled 9 test borings to a ma�cimum depth of 46.5 feet below the existing ground surface. Using the information obtained from the subsurface exploration, we developed geotechnical recommendations for project design and construction. Specifically, this report addresses the following: • Soil and groundwater conditions • Seismic • Site preparation and grading • Building preload • Excavations June 6, 2003 Project No.T- 5387 • Foundations • Slab-on-gTade support � • Earih pressure paran�etcrs for retaining wall design • Dr�inage • Utilities • Pavements 3.0 SITE COh�ll1T[ONS 3.1 Surface The project site is located along the north side of SW 34th Street between Oakesdale Avenue SW and Lind Avenue SW in Re�ton,Washington. The approximate location of the site is shown on Figure 1_ The site is rectangular with Springbrook Creek separating the east and west portions of ihe site. The site is relatively flat, except for a previously placed preload located in the center of the western portion of the site. A couple shaIlow drainage swales were excavated on the western portion of the site at the north and south ends to direct surface water to Springbrook Creek. The property is bordered by S`'V 34th Street to the south; Oakesdale Avenue SW to the west, a disiributing warehouse to the east, and open space to the north. Site vegetation consists of mowed field grass in the planned building locations, and various deciduous Vees along the banks of Springbrook Creek and in the wetjand at the west to southwest edge of the site. 3.2 Soils in general, the soil conditions we observed at the test boring locations coosisted of 7 to 15 feet of , compacted fill overlying mixed alluvium composed predominantly of silt and alternating layers of silty sand and sandy silt. The upper 7 to 15 feet of fill consisied of moist to wet, loose to dense, fine- to medium-grained silty sand. Below the fill, we observed moist, very soft to siiff layer of silt with medium plasticity. The silt layer ranged from 5.5 to l 1.5 feet in thiclrness. Below the silt we observed I moist to wet, loose, very soft to medium dense and stiff interbedded layers of silt and silty sand, along ' with relatively clean layers of sand. We observed occasional thin peat layers within the silt and underlying interbedded silts and sands. The preceding discussion is intended as a general review of ihe soil condiuons encoun[ered. Figures A- 1 through A-10 present more detailed descriptions of the subsurface conditions observed in the borings. The approximate boring locations are shown on Figure 2. Page No. 2 June 6,2003 Project No. T- 5387 3.3 Groundwater At the time of our exploration, we observed the groundwater table between five and ten feet below j existing surface grades. The groundwater table aiong the western portion of the site was consistent at ', approximately five feet below existing surface grades. The groundwater table along the eastern portion of the site dipped from five feet at the south end to appro�cimately ten feet at the norih end. Fluctuations in groundwater levels should be expected on a seasonal and annual basis. Typically, grovndwater reaches maximnm levels during and shortly following the wet winter months. Given the time of year we conducted our study, we believe that the groundwater conditions observed at the end of May represent near-seasonal high lerels. 3.4 Seismic The Renton, Washington area falls within Seismic Zone 3, as classified by the 1997 Uniform Building Code (UBC). Based on the soil conditions encountered and the local geology, Table 16-J of the 1997 UBC indicates that a soil profile type of SD should be used in design. Liquefaction is a phenomenon where there is a reduction or complete loss of soil strength due to an increase in water pressure induced by vibrations. Liquefaciion mainly affecEs geologically recent deposits of fine-grained sands underlying the groundwater table. Soils of this nature derive their strength from intergranular friction. The generated water pressure or pore pressnre essentially separates , the soil grains and eliminates this intergranular friction; thus,eliminating the soil's strength. Information obtained from our recent subsurface exploration indicates that the soils at the site are alluvial in origin, consisting of varying layers of very ]oose and soft silts, sandy silts, silty sands and clean sands. Groundwaler was encountered at depths of five to ten feet in our recent study. When penetration test values are low, the soils typically consist of alluvial silt or clay that, because of its cohesive strength, is not significantly affected by the liquefaction phenomenon. However, some of the relatively low penetration test values were encountered in the granular soils. We believe these soils liquefied during exploration and; therefore, the penetration values are not indicative of the actual or in- � place relative density of the soil. Our analysis of these conditions indicates that there is a low to moderate potential for liquefaction to occur diu-ing an earthquake magnitude of 7.5 producing an average system ground acceleration of 02g. We do not believe that liquefaction of the soil would result in a bearing capacity failure of the building foundation. Rather, the effect of the liquefaction, if occumng, would be in the form of differential ' building settlement, the magnitude of which could approach three to four inches. Settlement of this magnitude would not be expected to structurally impair the buildings. However, significant cracking of building walls and floors would be expected. If the owner will not accept the risk of post-construction settlemeni on the order of three to four inches due io soil liquefaction, [he bui}dings should be supported on pite foundations or ground improvement techniques used to reduce or eliminate the liquefac[ion potential. Recommendations for either of these alternatives are beyond our authorized scope of work. We can provide recorrunendations for design and implementation of these liquefaction mitigation measures,if requested. Page No. 3 June 6, 2003 Project No.T- 5387 4.0 DISCUSSION AND RECOMMENDATIONS 41 Generat The loose to medium dense alluvial soils at ihe site will consolidate under stress imposed by the proposed sWctures and their use. Because the soils at the site are predominantly granular in natvre,we expect that most of the settlement will occnr as loading is applied. However, we did observe layers of fine-grained sediments that, due to their permeability, will take longer to consolidate. To mitigate the potential for post-construction settlements due to this consolidation, we recommend preloading the building locations. Preloading will involve placing the str�ctoral fill required to achieve the finish floor elevations and allowing settlements to occur under this load before building construciion_ As a minimum,we recommend that the fill depth above exisEing grades for this consideration be four feet. if this is the depth of fill required to achieve the finish floor elevation, once consolidation settlements have been completed, building construction can be initiated. If the fill depth is greater than that required to achieve the finish floor grade, the thickness above the finish floor elevation would be considered a surcharge and wou}d be removed following the consolidation period. Preloading/surcharge, applied as described above, will mitigate the potential for post-construction settlement under the building loads and a future product floor loading of 300 psf. lf higher floor loading is expected and will be uniformly disEributed over the area of the floor slab, additional surcharge will be required to mitigate post-construction settlements. After completing the preload, building construction can begin. The buildings can be supported on conventional spread footings bearing on the existing medium dense fill. Overexcavation of the footing subgrade will not be necessary provided the foo[ings are placed at a depth of no greater than three feet below existing surface grades. If deeper footing excavation is planned, overexcavation and replacement of the e�sting soft native soil with new granular structural fili may be required. Footing subgrade should be observed by Tena Associates, Inc. [o verify soils exposed are suitable for support or overexcavation and replacement is required. Organic soils encountered at the site will not be suitable for reuse as structural fi11 or utility trench backfill. Other inorganic native soils encountered at the site contain a significant amount of fines and will be difficult to compact as structural fill when too wet. The ability to use native soil from site excavations as swctural fill will depend on its moisture content and the prevailing weather conditions at the time of conscruction. Based on the results of laboratory testing,the contractor should be prepared to dry native soils by aeration during the normally dry suinmer season to facilitate compaction as stroctural fill. Altematively, stabilizing the native soil with lime, cement kiln dust, or cement can be considered. If grading activities will take place during the winter season, the owner/contractor should - also be prepared to import clean granular material for use as structural fill and backfill. Detailed recommendations regarding these issues and other geotechnical design considerations are - provided in the following sections. These recommendations should be incorporated into the final design drawings and construc[ion specifications. Page No. 4 June 6, 2003 Project No.T- �387 4.2 Site Preparation aud GradinQ To prepare the site for construction, all vegetation, organic surface soils, and other deieterious materiais should be stripped and removed from the site. Stripped vegetation debris should be removed from the site. Surface stripging depths of about two to faur inches should be expected to remove organic topsoil. Stripped vegetation debris should be removed from the site. Organic topsoil will not be suitable for use as structural fill but may be used for limited depths in non-structural areas or for 3andscaping purposes. Once clearing and grubbing operations are complete, cut and fill operations to establish desued building grades can be ini[iated. Prior to placing fill, we recommend a}1 exposed surfaces should be observed by a qualified geotechnical engineer to deternune if any isolated soft and yielding areas are present. The contractor should be prepared to proofroll subgrade areas with heavy construction equipment, as directed by the geotechnical engineer. Cut areas that will provide direct support for new construction should also be observed to verify soil subgrade is suitable for support of the planned construction. If excessively yielding areas are observed and cannot be stabilized in place by compaction, the affected soils should be removed to firm bearing and grade restored with structural fi11. If the depth of excavation to remove unstable soils is excessive, use of geotextile fabric, svch as Mirafi SOOX or equivalent, in eonjunction with clean granular swcturat fill, can be considered to limit the depth of removal. In general, experience has shown that a minimum of 18 inches of clean granular scructural fill over the geotextile fabric should establish a stable bearing surface. Our study indicates that the native soils contain up to 90 percent fines (silt and clay size particles). These soils wi}1 be difficult to compact as structural fili when too wet or too dry. Accordingly, the ability to use native soils from site excavations as structural fill will depend on their moisture content and the prevailing weather conditions at the time site grading activities take place. If grading activities are planned during [he wet winter months, and the on-site soils become too wet to achieve adequate compaction, the owner or contractor should be prepared to import wet weather structural fill. For this purpose, �ve recommend importing a granular soil that meets the following grading requirements: U.S.Sieve Size Percent Passin ' 3 inches 10(? No. 4 75 maximum No. 200 S ma�cimum* *Based on the 3/4-inch fraction Prior [o use, Terra Associates, 3nc. should examine and test all materials imported to the site for use as structwal fill. If building subgrades constructed using native soils wi11 be exposed during wet weather, it would be advisable to place 12 inches of this granular stnictural fill on the building pad to prevent deterioration of ihe floor subgrade. Page No. 5 June 6, 20E)3 Yroject No.T-5387 Structural fill should be placed in uniform loose layers not exceeding i2 inches and compacted to a minimum of 95 percent of the soil's maximum dry density, as determined by American Society for Testing and Materials (ASTM) Test Designation D-698 (Standard Proctor). The moisture content of the soil at the time of compaction should be within two percent of its optimum, as determined by ihis ASTM standard. In non-structural areas or for backfill in utility trenches below a depth of 4 feet, the degree of compaction can be reduced to 90 percent. 4.3 Preload We recommend preloading the building areas to }imit building and f]oor slab settlements to tolerable ]evels. For this procedure, as noted earlier, we recommend placing a minimum of four feet of swctural fill and delaying building construction until settlements under this fill load have occurred. The preload fill should extend a minimum of one foot beyond the ou[side edge of the building's perimeter footing. If this depth of fill establishes the floor subgrade elevation, once consolidation settlements have been completed, building conswction can be initiated. If the fill depth is greater than that requued to achieve the finish floor grade, the thickness above the finished grade would be considered a surcharge and would be removed following the consolidation period. Preloading will not be necessary in the central portion of the western parcel where existing fill grades exceed Elev. 23.0. Total settlements under the preload fill are estimated to be in the range of h;�o to three inches. These settIements are expected to occur within about four weeks following full application of the building fill. As discussed earlier, this preload program is recornmended to mitigate post-construction settlements due to foundation loading and a 300 psf prod�ct floor loading. lf higher floor loading is expected, additional fi)1 witl be requued to surcharge the building pads. As a general rule, the preload/surcharge fill height should increase 1 foot for each additional 100 psf increase in floor}oading. ! To verify the amount of settlement and the time rate of movement, the preload program should be monitored by installing settlement markers. A typical settlement marker installation is shown on Figure 3. The settlement markers should be inslalled on the existing grade prior to placing any building or preload fills_ Once installed,elevations of both the fill height and marker should be taken twice weekly until the fu11 height of the preload is in place. Once fully preloaded, readings should continue weekly until the anticipated settlements have occurred. It is critical [hat the grading contractor recognize the impoRance of the settlement marker installations. All efforts must be made to protect the markers from damage during fill placement. It is difficult, if not impossible, ro evaluate the progress of the preload program if the markers are damaged or destroyed by conswction equipment. As a result, it may be necessary to install new markers and extend the surcharging time period in order to ensure that settlements have ceased and building construction can begin. Page No. 6 ]une 6, 2003 Project No. T- 5387 Following the successful campletion of the preload program, with foundations designed as recommended in Section 4.S of this report, total post-constrnction settlements of abou[ one to one and one-half inches at perimeter strip fo�ndations, and one inch at interior isolated columns, should be expected. F7oor slab settlements under a product loading of 300 psf are estimated at [hree-fourth to one inch. 4.4 Excavations All excavations at the site associated with confined spaces, such as utility trenches and loading docks, must be completed in accordance with local, state, or federal requirements. Based on current Occupational Safety and Health Adminislration (OSHA) regulations, site soils would be classified as Type C soils. Accordingly, side slopes on excavations greater than 4 feet but less than 20 feet in depth should be laid back a[ a gradient of 1.5:1 (Honzontal:Vertical). Alternatively, utility trench sidewalls can be supported by a properly designed and installed shoring trench box. Groundwater seepage should be anticipated within excavations that extend to depths of five feet and greater below existing surface grades. We anticipate ihat the volume of water and rate of flow into the excavations will be relatively minor during the drier summer months and will not impact [he stability of the excavations when completed as discussed. Heavier flows should be expected during the wet winter season (October through May)- Conventional sump pumping procedures and a system of collection trenches, if necessary, should be capable of maintaining a relatively dry excavation for construction purposes. Excessive flows can create unstable excavation slopes. If this occurs, flattening the slope or the use of shoring will be required. Accordingly, the contractor sho�ld be prepared to dewater deeper excavations by well points or isolated deep-pump wells. The preceding information is provided solely for the benefit of the owner and other design consultants �, and should not be construed to imply that Terra Associates, Inc. assumes responsibility for job site safety. Job site safety is the sole responsibility of the project contractor. 4.5 Foundations _ Spread Footings In our opinion, the buildings may be supported on conventional spread footing foundations bearing on the existing medium dense fill soils at a dep[h of no greater than three feet below e�sting surface grades. If footings are planned at depths greater than three feet, [hen the footing subgrade should be overexcavated a minimum of two feeE and the excavated soil replaced with structural fill. lf overexcavation of the footing lines is necessary, the subgrade swctural fill should extend beyond the edge of the footing a minimum distance of 12 inches. Foundations exposed to the weather should bear at a minimum depth of 1.5 feet below adjacent grades for frost protection. Depending on fmal building elevations, overexcavation of native soils and replacement with structural fill may be required below perimeter foundations adjacent to loading docks. Page No. 7 June 6, 2003 Project No.T- 5387 We recorrnnend designing foundations for a net allowable bearing capacity of 2,500 psf. For short-term loads, s�ch as wind and seismic, a one-third increase in this allowable capacity can be used. With the expected builc�ing loads and this bearing stress applied, in generai,estimated total settlements are about one to one and one-half inches, with one-half to three-fourth inch differential in nature between perimeter walls and interior isolated columns. For designing foundations to resist lateral loacls, a base friction co�fficient of 0.-3 can be used. Passive earth pressures acting on the sides of the footings can aiso be considered. We recommend calculating this lateral resistance using an equivalent fluid weight of 300 pounds per cubic foot (pc�. We recommend not including the upper l2 inches of soil in this computation because it can be affected by weather or disturbed by future grading xtivity. This value assumes the foundation will be constr�cted neat against competent native soil or backfilled with structur�l Fill, as described in Section 4.2 of this report. The values recommended include a safety factor of 1.5. 4.6 Retaini�e Walls The magnitude of earth pressure development on the retaining walls will partly depend on the quality of the wall backfill. We recommend placing and compacting wall backfill as structural fill. Below improved areas, such as pavements or floor slabs, the backfill should be compacted to a minimum of 95 percent of its maximum dry unit weight, as deternuned by ASTM Test Designation D-698 (Standard ' Proctor). In unimproved areas, the relative compaction can be reduced to 90 percent. To gnard agains[ hydrostatic pressure development, wall drainage must also be installed_ A typical wall drainage detail is shown on Firure 4. With wall backfill plac�cl �ncl comp:�cted as recominended and clrainage properly installed, we recommend designing unrestrained walls for an active earth pressure equivalent to a fluid weighing 35 pcf. For restrained walis, an additional uniform lateral pressure of 100 psf should be included. To ', account for normal traffic loading, the walls should be designed for an additional height of two feet. � These valnes assume a horizontal backfill condition and that no other surcharge loading, such as sloping embankments or adjacen[ buildings, will act on the wall. If such conditions exist, then the unposed loading mast be included in Ihe wall design. Friction at the base of foundations and passive earth pressure will provide resistance to these lateral loads. Values for these parameters are provided in Section 4.5 of this report. 4.7 Slab-on-Grade Floors � Slabs-on-grade may be supported on the subgrade prepared as recommended in Section 42 of this repori. Immediately below the floor slab,we recommend placing a four-inch thick capillary break layer of relatively clean, free draining sand or gravel that has less than five percen[ passing the No. 200 sieve. This material wilt reduce [he potential for upward capillary movement of water through the underlying soil and subsequent wetting of the floor slab. Page No. 8 June 6,2003 I Project No.T- 5387 Where moisture by vapor transmission is undesirable, such as offices with covered floor areas, a durable plastic membrane should be placed on the capillary break layer. The membrane should be covered with two inches of clean, coarse sand or fine gravel to guard against damage during construction and to aid in the curing of the concrete. For design of the floor slabs, with respect to rack and traffic loading, a subgrade modulus (KS) of 300 pci can be used. 4.8 Stormwater Ponds � Stormwater detention ponds are proposed on portions of the site. Pond locations and details are not � Icnown at this time. The depths may be on the order of ten feet below existing grades. Our field exploration indicates that the soi] conditions in these areas should consist of inedium dense, fine- to medium-grained silty sand. We recommend that alt interior pond s}opes be constructed with a gradient of 3:1. Ex[erior slopes can be graded at 2:I. AII fill material used to construct perimeter berms must be placed and compacted as structural fill, as recommended in Section 42 of this report. Sandy soils tend to slough and erode belo�v high water levels. Depending on the finish grades,this may impact pond design, construction, and performance. To prevent [his sloughing and erosion, the slope faces must be thoroughly compacted, track walked, and vegetated. If vegetation cannot be established '' before the ponds are brought into service, the use of temporary erosion-control blankets to cover the '' interior slopes should be considered. Once design details have been established, they should be submi[ted to us for review and development of supplementary recommendations, if required. 4.9 Draina�e Final exterior grades should promote free and positive drainage away from the site at all times. Water must not be allowed to pond or collect adjacent to foundations or within the immediate building area. We recommend providing a minimum drainage gradient of two percent for a minimum distance of ten feet from the building perimeter, except in paved toca[ions. In paved locations, a minimum gradient of one percent should be provided unless provisions are included for collection and disposal of sutface water adjacent to the structure. In our opinion, with positive drainage provided, perimeter footing drains would not be required. 4.10 Utilities Utility pipes s6ould be bedded and backfilled in accordance with American Public Works Association (APWA) specifications. As a minimum, trench backfill should be placed and compacted as structural fill, as described in Section 42 of this report. Page No. 9 June 6, 2003 Project No. T-5387 As noted, the groundwater tabie was observed at approximately five feet below eacisting site grades. Soils excavated below the groundwater table will be above their optimum moisture content and will be i difficult to compact as structural fill. Therefore, drying back or other means to condition the material , will probably be necessary to facilitate proper compaction. If utility construction takes place during the I winter, it may be necessary to import suitable we[weather fill for utility trench backfilling. i For any structure installed below a depth of five feet, buoyancy effects must be considered. Buoyancy or uplift will be resisted by the weight of the struclure and the weight of the soil overlying its foundation or cover. For backfill placed as struc[ural fill, a soil unit weight of 120 pcf can be used. 4.11 Pavements As a means to prepare a s[able subgrade and pavement base, we recommend using a soil cement application. The soil cement can be constructed using the native soils below the organic surface layer. � We recommend scarifying the top 12 inches of the subgrade and then blending in Type 1 Portland cement at a rate of 65 pounds per sqvare yard of surface area. The cement should be blended uniformly with the soils, with the mix[ure a3so moisture conditioned as necessary. The soil cement moisture should be within optimum to +3 percent of optimum prior to compactioo, as determined by ASTM Test Designation D-698 (Standard Proctor). Once blended and I conditioned, the soil cement should be compacted to a minimum of 95 percent of its maximum dry density, as determined by this ASTM standard. The soil cement should achieve a minimnm 7-day compressive strength of Zd0 pounds per square inch(psi). Initial compaction of the soil cement should be accomptished with a sheep's foot compactor. Once compacted, rough grading can be completed with final compaction achieved using a steel drom roller. Compaction and rough grading should be completed within a three-hour time period following application and blending of the cement with the soil. After grading and compaction, traffic should stay off the soil cement base for a minimum of three days to allow the base to cure and gain its initial compressive strength. Pavement construction can then be completed following this initial curing period. If the soil cement base will not be paved over following initial curing, and if traffic will traverse the base, we recommend placing a two-inch thick layer of crushed rock over the soii cement to reduce surface degradation. Quality conUol dvring conslruciion of the soil cement base should include verification of the following: • Cement application rate • Moisture and compaction • Compressive strength Page No. 10 June 6,2003 Project No. T- 5387 A minimum of three test specimens from the saine soil cement sample should be prepared for compressive strength testing for each day's conswction. Traffic at the faciIity will mainly consist of cars, light trucks, and heavy traffic in the form of delivery trucks, semi-trucks and trailers, and trash removal vehicles. We recommend that the pavernent section constructed over 12 inches of soil cement base consist of three inches of asphalt concrete (AC). The asphalt should be placed in two Iifts, the first one and one-half inch lift after the soil cement has cured and the final one and one-half inches after heavy consiruction is completed. The AC shoutd conform ro the Washington State Department of Transportation (WSDOT) specifications for a Class B mix_ 5.0 ADDITIONAL SERVICES Terra Associates,Inc. should review the fmal design and specifications in order to verify that earthwork and foundation recommendations have been properly interpreted and implemented into project design_ We should also provide geotechnical services during construction in order to observe compliance with the design concepts, specifications, and recommendations. This will allow for design changes if svbsurface conditions differ from those anticipated prior to the start of construction 6.0 LIMITATIONS This report is the copyrighted property of Terra Associates, Inc. and was prepared in accordance with generally accepted geotechnical engineering practices. This repori is intended for specific application to the Oakesdale Commerce Park project, and for the exclusive use of CAPST(�NE Partners and their . authorized representatives. No other warranty, expressed or implied, is made. The analyses and recommendations presented in this report are based on data obtained from the borings - drilled on-site. Variations in soil conditions can occur, the nature and extent of which may not become . evident until cons[ruction. If variations appear evident, Terra Associates, Inc. should be requested to re�valuate the recommendations in this report prior to proceeding with construction. � Page No_ 11 f � n �"y� � . a -, }� r„ � �F�:' f ' �,��.M-�� „},•J�J ��`' r , �""'�� M1� t W}.'""�� t� � r a,�.N rn��VTSS". � ` ��'1��w4i ��. �r�� I ��w.�.r�'�� : �J��1 "I� �� '�{' {'�(�''[�� k.� i/ L+Y �h. � Ky.l ti ,� �'1/^ ,.�t ✓ r ��t'�. �. x � _'1��,,,1Jll"'""�`�""9�.v..�",..�""!��,��.��p -i�r.+--rya'+n�}''r`•tw�.�.�N* �.d ' h � , � . � � a� �s �,,,v'' M e . �l `' ��i f �+ P:.j„� i r"? �µ : �a��"�'��ta �i� �r.,�°�u r�¢�!" �;.. 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Z O a B-3 � - � z � � ------- ------ � I a ' �i' B.� � ---- ' � I � � ' ' ; � ---=------------- ' ...._ - ---�- � ---�----------- - --- ------------- � ' -- ---�- ----- -— . ------- � ----------- � - ---------------- ------ —/ � W 34th STREET ------ .l� 0 200 400 APPROXIMATE SCALE IN FEET NOTE: LEGEND: THIS SITE PLAN IS SCHEMATIC. ALL LOCATIONS AND � DIMEPJSIONS ARE APPROXIMA7E.IT IS INTENDED FOR REFERENCE ONLY AND SHOULD NOT BE USED FOR � B-� SURVEYED LOCATION OF BORING DESIGN OR CONSTRUC710N PURPOSES. -=:�� Terra EXPLORATION LOCATION PLAN r:: ;'` � OAKESDALE COMMERCE PARK REFERENCE: • Associates� It1C. RENTON, WASHINGTON • • ConsuRants in Geotechnicai ngineering SI7E PLAN AND SURVEY PROVIDED BY BARGHAUSEN CONSULTING ENGINERS Geology arxi Proj. No.T-5387 Date JUNE 2003 FIgUf6 2 Environmental Earth Sciences STEEL ROD PROTECTNE SLEEVE - HEIGHT VARIES � � SURCHARGE (SEE NOTES) SURCHARGE OR FILL • OR FILL %i��,./i./\�\�\/i, i,/, /i, i,/i./\�\��. i,. �,/i NOT TO SCALE NOTES: 1. BASE CONSISTS OF 1/2"THICK, 2'x2'PLYWOOD WITH CENTER DRILLED 5/8" DIAMETER HOLE. 2. BEDDING MATERIAL, IF REQUIRED, SHOULD CONSIST OF CLEAN COARSE SAND. 3. MARKER ROD IS 112" DIAMETER STEEL ROD THREADED AT BOTH ENDS. 4. MARKER ROD IS ATTACHEQ TO BASE BY NUT AND WASHER ON EACH SIDE OF BASE. 5. PROTECTIVE SLEEVE SURROUNDING MARKER ROD SHOULD CONSIST OF 2" DIAMETER PLASTIC TUBING. SLEEVE IS NOT ATTACHED TO ROD OR BASE. 6. ADDITIONAL SECTIONS OF STEEL ROD CAN BE CONNECTED WITH THREADED COUPLINGS. 7. ADDITIONAL SECTIONS OF PLASTIC PROTECTIVE SLEEVE CAN BE CONNECTED WITH PRESS-FIT PLASTIC COUPLINGS. 8. STEEL MARKER ROD SHOULD EXTEND AT LEAST 6"ABOVE TOP OF PLASTIC PROTECTIVE SLEEVE. 9_ STEEL MARKER ROD SHOULD EXTEND AT LEAST 1" ABOVE TOP OF FILL SURFACE. � �� Terra TYPICAL SETTLEMENT MARKER DETAiL -;. " '�` � OAKESDALE COMMERCE PARK ••• Associates, IIIC. RENTON, WASH{NGTON Consultants in Geotechnical Engineering Geology and Pro No.T-5387 Date JUNE 2003 Fi ure 3 Emironmental Earth Sciences 1• 9 � 12" MINIMUM 3/4" " MINUS WASHED GRAVEL SLOPE TO DRAIN II . I 12"� r ,c��,, _ � i . �, t: - a.,cZ.:•� Rr,�..� , r r. ±: �f �-,'`i ■K ,�= i, �r ' �y-µr 2J: �. -. :. - . r. `COMPACTED �' `'� : __._ STRUCTURAL FILL r a :�[�T�✓, .. 4� : t'`�-��° � � _' r'�� C� _ hv> �i - � SEE NOTE , °'" ` " � `�� t` ` � EXCAVATED SLOPE / , �. c�`�s � (SEE REPORT TEXT � r"''3 FOR APPROPRIATE 6" (MIN. - :� `;k INCLINATIONS) � !�--��a 7��,�yt �, .r -- --� -r ' �"Y=*��j -* —,�12" OVER PIPE �: �-Y ,,«,- _� r_ _'`,r''..� , ��,��--� "�� , , , _ , ��`�, , ,'',. . , . . ' ''� 3" BELOW PIPE 4" DIAMETER PERFORATED PVC PiPE —1 NOT TO SCALE NOTE: MIRADRA{N G100N PREFABRICATED DRAINAGE PANELS OR SIMlLAR PRODUCT CAN BE SUBSTITUTED FOR THE 12-INCH WIDE GRAVEL DRAIN BEHIND WALL. DRAINAGE PANELS SHOULD EXTEND A MINIMUM OF StX INCHES INTO 12-INCH THICK DRAtNAGE GRAVEL LAYER OVER PERFORATED DRAIN PIPE. I .--w::�� Terra TYPICAL WALL DRAINAGE DETAIL I OAKESDALE COMMERCE PARK •'• Associates, It1C. RENTON, WASHINGTON Consultants in Geotechnical Engineering Geobgy and Pro No.T-5387 Date JUNE 2003 Fi ure 4 Environmental Earth Sciences 1• 9 aPpEN»>Y �� FIELD EXPLOR�TIOIV AND 1.ABOitr1TORY TESTII�G Oakesdale Commerce Park Renton,�Vashington On May 27 and 28, 2003, we investigated subsurface conditions at the site by advancing 9 test borings to a maximum depth of 46.5 feet below existing grades using a truck-rnounted drill rig ��ith a hoIlow stem auger. Soil samples were obtained at regular intervals in accordance �vith ASTM Test Designation D-1586. Using this procedure, a tw�o-inch O.D. split-barrel sampler is driven into the ground using a 140-pound hammer. The number of bloa�s required to drive the sampler 12 inches after I an initial 6-inch set is recorded and is referred to as the Standard Penetration Resistance Value (N value). This is an index related to the consistency of cohesive soils and the relative density of cohesionless soils. The N values associated with each sample interval are }isted on the Bonng Logs, Figures A-2 through A-10. The boring locations are sho��-n on Figure 2. The bonng locations �vere surveyed by Barghausen Consulting Engineers, Inc. A geotechnical engineer from our office conducted the fie}d exploration and ciassified the soil conditions encountered, maintained a log of each bonng, obtained representative soil samples, and observed pertinent site features. All soil samples were ��isually classified in accordance �vith the Unified Soil Classification System(USCS)descnbed on Figure A-1. Representative soil samples obtained from the borings were placed in closed containers and taken to our laboratory for further examination and testing. The moisture content of each sample �vas measured and is reported on the boring logs. Grain size analyses �vere performed on eight of the samples. The restilts are sho�vn on Fieures A-ll throu�h �1-14. Project No.T-S387 MAJOR DIVISIONS LETTER TYPICAL DESCRIPTION SYMBOL Cleall GW Wefl-graded gravels, gravel-sand mixtures, little or no GRAVELS Gravefs tines. J � {ess than � ( GP Pooriy-graded gravels, gravel-sand mixtures, littte or � �s N More than 5% fines} _ _ no fines. � �'�n 50% of coarse Silty gravels, gravel-sand-silt mixtures, non-plastic traction �S GM tp "� � Gravels fines. i� larger than No. with fines �-- 4 sieve Z � � GC Clayey gravels, gravel-sand-clay mixtures, plastic fines. � 0 �N -- Cle3ll - - — -- -- - � `n SANDS Sands SW Well-graded sands, gravelly sands, lirile or no fines. W �Z (less than � Poorly-graded sands or gravelly sands, little or no � � c More t han 5% fines) ' S P fines. Q �s 50% of coarse ---- ------ Q o"' fraction is S[�/� Silty sands, sand-silt mi�ctures, non-plastic fines. U � smaller than Sands __ _ _____ _ N0. 4 sieve with fines , SC Clayey sands, sand-clay mixtures, plastic fines. Inorganic silts, rock flour, clayey sifts with slight J .�o SILTS AND CLAYS ML _ p�asticity._ __ mo O �N � CL Inorganic clays o( low to medium plasticity, (lean clay). E o � Liquid limit is less than 50% ----- -- - - W o Z•� � QL Organic silts and organic clays of low plasticiry. Z � cca m - --- ---�-- -- Q c Y � ' (�H Inorganic silts, elastic. � .� a��' SILTS AND CLAYS � w,_ — — w � � CH Inorganic clays of high plasticity, fat clays. Z � � Liquid limit is greater than 50% ' LL. QH Organic clays of high plasticity. — - - HIGHLY ORGANIC SOILS � PT Peat. DEFINITION OF TERMS AND SYMBOLS cn Standard Penetration T 2- OUTSIDE DIAMETER SPLIT � Density Resistance in Blows/Foot 1 SPOON SAMPLER � � Very (oose 0-4 2.4" INSIDE DIAMETER RING SAMPLER � Loose 4-10 � OR SHELBY TUBE SAMPLER w Medium dense 10-30 � Dense 30-50 1 WATER LEVEL (DATE) U Very dense >50 Tr TORVANE READINGS, tsf Standard Penetration Pp PENETROMETER READING, tsf Consistency Resistance in Blows/Foot DD DRY DENStTY, pounds per cubic foot w – � Very soft 0-2 LL LIQUID LIMIT, percent w Soft 2-4 = Medium stiff 4-8 PI PLASTIC INDEX � Stiff 8-16 N STANDARD PENETRATION, blows per foot Very stiff 16-32 Hard >32 =''�"�` Terra UNIFIED SOIL CLASSIFICATION SYSTEM `'`�`��Y OAKESDALE COMMERCE PARK . -� Associates, It1C. RENTON, WASHINGTON Consultants in Geotechnical Engineering Geology and Environmental Earth Sciences Proj. No. T-5387 Date JUN 2003 Figure A-1 Boring No. B-1 Logged by: BPK Date: 5/27/03 Approximate Elev. Consistency! Q (N� Moisture Soil Description Relative Depth E Biows/ Content Density (ft.) � ft. (%) FILL:brown silty sand,fine-to medium-grained sand, Medium Z 13 9.7 moist. (SM) Occasional thin layer of peat. Dense Becomes bluish-gray by 2.5 feet. = 19 13.8 Wet by 5 feet. 5 = Loose = g 14.3 Gray and brown SILT,medium elasticity,Uace fine-grained sand, Very = � 55.3 moist.(CL-ML) Occasional thin layer ot peat. Spry Becomes bluish-gray by 10 feet. 1� = 2 41.9 Interbedded with bluish-gray silty sand,fine-to medium- Soft = 4 35.3 grained sand,trace gravef by 13(eet. Medium 15 = 15 26.1 Dense Black SAND with silt,fine to medium grained,Irequently Loose 20 = 4 37.3 interbedded with dark gray sandy silt,wet.(SP) Occasional thin layer of peat_ 25 = Medium 15 29.4 Dense Dark gray silty SAND,tine-grained sand,homogeneous 30 = 5 30.2 structure,moist 10 wet. (SM) Loose 35 = 4 33.7 Becomes interbedded with fine-grained sandy silt with 40 white and lavender shell fragments by 40 feet. Soft 3 25.1 Boring terminated at 41.5 feet. Groundwater encounlered at 5 feet. ��"`� Terra BORING LOG .a��;�`"`'� ;-'��; OAKESDALE COMMERCE PARK . ASSOCIateS, It1C. RENTON, WASHtNGTON Consultants in Geotechnical Engineering Geology and Environmental Earth Sciences Proj. No. T-5387 Date JUN 2003 Figure A-2 Boring No. B-2 Logged by: BPK Date: 5/27/03 Approximate Elev. Consistency/ a (N} Moisture Soil Description Relative Depth � Blows/ Content Density (it.} � ft. (%} FILL: brown silty sand,fine-to medium-grained sand, Medium = 11 8.5 trace gravel,moist. (SM) Dense = 15 16.9 Becomes bluish-gray and wet by 5 feet. Medium 5 = Dense = 27 16.2 Gravelly by 7.5 teet. = 28 13.4 Medium 1� = 4 59.5 Gray and brown silty CIAY,iron stained in places,trace �� 6 of small(ibrous roots,moist. (CL-ML) Occasional thin layer o(peaL = 4 432 Becomes btuish-gray by 15 teet. So� 15 = 3 43.5 20 Meclium = 12 29.4 Dense Black SAND with siR,fine-to medium-grained sand, 25 trace coarse sand,wet. (SP) Loose = g 30 Dense = 3p 24.5 35 Dense = 32 21_6 Dark gray sandy SILT,fine-grained sand,moist. (ML) �ft 4� _ 3 36.0 Boring terminated at 41.5 feet. Groundwater encountered ai 5 feet. ��'��`� Terra BORING LOG _.. _t- , �:;� _-'`��p OAKESDALE COMMERCE PARK . � Associates, It1C. RENTON, WASHINGTON - Consuftants in Geotechnical Engineering " Geology and Environmental Earth Sciences Proj. No. T-5387 Date JUN 2003 Figure A-3 Boring No. B-3 Logged by: BPK Date: 5/27/03 Approximate Elev. Consistency/ Q (N) Moisture Soif Description Relative Depth E Blows/ Content Density (ft.) � ft. (%) FILL: brown si{ty sand,fine-to medium-grained sand,mast. Medium � 21 10.5 (SM) Dense Becomes bluish-gray,trace of coarse sand by 3 feet. Dense � 39 6.3 Wet by 5 feet. 5 � Loose � 5 15.7 Gray and brown SILT,medium plasticity, moist.(CL-ML) Soft � 4 44.7 Occasional layer of peat. �Q I � 2 43.4 Stiff � 9 �i Soft = 2 63.1 ' 15 Brown sandy SILT to siliy SAND,fine-grained sand, Sofl � 2 45.8 moisi. (MUSM} Becomes dark gray by 20 teet. 2� �i� � 10 29.8 25 Black SAND with silt,fine-to medium-grained sand, Medium = 15 28.8 wet.(SP) Occasional layer of dark gray sandy silt. Dense Continued on next page -��*=�� Terra BORING LOG '�""�-�'�`�� OAKESDALE COMMERCE PARK . Associates, It1C. RENTON, WASHINGTON Consuttants in Geotechnical Engineering Geology and Environmental Earth Sciences Proj. No. T-5387 Date JUN 2003 Figure A-4 Boring No. B-3 (Continued) Logged by: BPK Date: 5/27/03 Approximate Elev. -- - ----� — Consistency/ Q � (N) Moisture Soil Description Re(ative Depth E Blows/ Content Density (ft.) � ft. (%) Grades to,with coarse-grained sand by 30 feet. Medium = 1 g 27.5 Dense , I - 35 Dark gray silty SAND to sandy SILT,moist.(SNUML} � 1 39.4 Very Soft � � Some white and lavender shell iragments below 40 feet. 40 = 1 37.5 Medium 45 T 6 27.6 Stift Boring terminated at 46.5 feet. Groundwater encountered at 5 feet. BORING LOG �- � TERRA OAKESDALE COMMERCE PARK �``�'J�"=��F NT RENTON, WASHINGTON . ASSOCIATES Geotechnical Consultants Proj. No. T-5387 Date JUN 2003 Figure A-4 Boring No. B-4 Logged by: BPK Date: 5/27/03 Approximate Elev. -- �-- - Consistency/ Q (N} Moisture Soil Description Relative Depth E Blows/ Content Density (ft.) � ft. (%) FILL:brown silty sand,fine-to medium-grained sand,mast. Medium = 13 6.7 (SM) Dense T 50/6" 1.9 Becomes bluish-gray,gravelly,and wet by 5 feet. 5 1 Very = 49 8.6 Dense Brown arxi gray SILT,medium plasticity,moist. (CL-ML) Soft = 4 44.8 • Becomes interbedded with peat and bluish-gray sandy 1� = 2 s1.� �� silt by 10 feei. � VefY = 1 652 -- -- -- — soft _ 15 Black SAND,trace silt,fine-grained sand,wet. (SP) = 13 29.0 , Becomes fine to medium grained and interbedded wiih Medium 2� gray fine-grained sifty sand to sandy silt by 20 feet. Dense = t B 27_4 -- — —- 25 Gray SILT,medium plasticity,moist.(CL-ML) Soft = 3 49.7 Occasional thin layer of peat. Dark gray silty SAND interbedded with SILT,fine-grained sand, Medium 30 = 7 30.4 moist io wet.(SM/ML) Stiff 35 T 2 329 Some white shell fragments by 40 feet. Son 40 3 24.1 Boring terminated at 41.5 feet. Groundwater encountered at 5 Seet. �� Terra BORING LOG . ASSOCIatES ItIC. OAKESDALE COMMERCE PARK � RENTON, WASHINGTON . Consultants in Geotechnical Engineering Geology and Environmental Earth Sciences Proj. No. T-5387 Date JUN 2003 Figure A-5 � Boring No. B-5 Logged by: BPK Date: 5/27/03 Approximate Elev. Consistency/ Q (N) Moisture Soii Description Relative Depth � Blows/ Content Density (ft.) � ft. (%) _ » s FILL:brown silty sand,fine to medium grained.moist.(SM) Medium I Dense = 14 16.3 I� 5 Z Trace of fine gravel at 5 feet. Medium = 19 14.6 Dense Becomes bluish-gray with gravel and coarse-grained = �p 11.7 sand by 7.5 feet. 10 = , 30 14.5 Very = 3 212 Loose — - -- - ---- - —- ---- - 15 = 4 86.3 Brown and gray SILT,medium plasticity,moist to wet. (CL-ML) Occasional thin layer of peat. Soft 20 = 3 129.8 25 = 3 692 Black SAND with sili,fine-to medium-grained sand, Medium moist. (SP) Dense 30 = 9 43.3 Dark gray silty SAND interbedded with sandy SILT, moist. �� (SM/ML) 35 = 10 26.4 40 son s 2s.o Boring terminated at 41.5 feet. Groundwater encountered at 5 feet. - =��-�� Terra BORING LOG ��'�"`_� OAKESDALE COMMERCE PARK ASSOCIateS, I11C. RENTON, WASHINGTON Consuliants in Geotechnical Engineering Geology and - Environmental Earth Sciences Pt'oj. NO. T-5387 Date JUN 20Q3 Figure A-6 Boring No. B-6 Logged by: BPK Date: 5/28/03 Approximate Elev. Consistency/ Q (N) Moisture Soil Description Relative Depth � Blows/ Content Density (ft.) � ft. (%) FILL:brown silty sand,some gravel,fine-to medium-grained Loose = 8 9.4 sand,moist.(SM) Becomes bluish-gray,gravelly,and coarse grained by Dense = 2.5 feet. 41 5.1 Wet by 5 teet. Medium 5 = = 12 t5.0 Dense Brown and gray SILT,medium plasticity,moist to wet. Son = 3 41.4 (CL-ML) Occasional thin tayer of peat. Medium �� 7 312 Becomes interbedded with bluish-gray silty sand by 13 feet. Medium = 10 27_0 Dense 15 = 13 26.2 Black silty SAND,fine-to medium-grained sand,wet. (SM) Medium Dense 20 = 15 25.9 Gray sandy SILT to silty SAND,fine-grained sand, moist Medium to wet.(MUSM) Occasional thin layer of peat. Stiff 25 = 4 422 Dark gray sandy SILT interbedded with black SAND with sift, Medium tine-to medium-grained sand,wet.(MUSM) Dense 30 = 15 27.7 Dark gray silty SAND interbedded wtih sandy SILT, fine-grained sand,moist to wet.(SNUMLj Sp� 35 = 2 327 Some whiie shell fragments at 40 fee1. 40 = 2 36.0 Boring terminated at 41.5 feet. Groundwater encountered at 5 feet. � ��- = Terra BORING LOG . ASSOCIatES IIIC. �AKESDALE COMMERCE PARK � RENTON, WASHINGTON - Consultants in Geotechnical Engineering Geology and Environmental Earth Sciences Proj. No. T-5387 Date JUN 2003 Figure A-7 Boring No. B-7 Logged by: BPK Date: 5/28/03 Approximate Elev. Consistency/ Q (N) Moisture Soil Description Relafive Depth � Blows/ Content Density (ft.) � ft. (%) FILL:brown silty sand,fine-to medium-grained sand,moist.(SM) _ �3 12 4 ' Becomes bluish-gray and gravetly by 3.5 feet. Medium = 22 10.3 I �ense � Becomes coarser gained and wei by 5 teet. 5 = = 14 15.3 ', Medium = 7 5�.7 Brown and gray SILT, medium plasticity,some small Sti{f 1 O fibrous roots,moist. (CL-ML} Frequent layers of peat. Stiff = 10 1722 = 5 40.8 I Black silty SAND,fine-to medium-grained sand,wet.(SP) Loose 15 I = 7 32.9 ' Dark gray sandy SILT to silty SAND,fine-grained sand, I weL (SM/ML) Loose 20 , = 6 32.6 25 = 5 63.5 Dark gray sandy SILT interbedded with black SAND with silt �oose and gray fine-grained sitry SAND,moist.(MUSP/SM) 30 = 6 33.7 Dark gray silty SAND interbedded with sandy SILT, fine-grained sand,moist to wet. (SM/ML) Very 35 = 2 37.3 Loose Some white and lavender shell fragments at 40 feei. 40 = 2 48.1 Boring terminated at 41.5 feet. Groundwater encountered at 51eet. �-� `�� Terra BORING LOG ,;,s�=�;,s: '-' F�� OAKESDALE COMMERCE PARK .��_� . Associates, ItIC. RENTON, WASHINGTON Consuftants in Geotechnical Engineering Geology and Environmental Earth Sciences Proj. No. T-5387 Date JUN 2Q03 Figure A-8 Boring No. B-8 Logged by: BPK Date: 5/28/03 Approximate Elev. Consistency/ � Q (N) Moisture Soil Description Relative Depth E Blows/ Content Density (ft.) � ft. (%) FILL:brown silty sand,fine-to medium-grained sand,moist. _ » �4 3 � {SM) Medium Becomes bluish-gray by 3 feet. Dense = 30 13.3 Gravelly by 5 feei. 5 = 26 132 �I Wet by 7.5 feet. 1 Very = � 18.7 Loose Medium 1� � 7 g�.g Brown and gray SILT,medium plasticity,moist_ (CL-ML) ��N Frequent layers of peat. Sofl = 3 92_0 15 = 9 302 Black SAND with silt,fine- to medium-grained sand, Medium I moist. (SP) Dense 20 I= 24 26.5 i 25 I Dark gray silty SAND,fine grained,moist to wet.(SM} = 7 33.4 very 30 = Loose 5 32.9 35 = 5 33.4 Becomes interbedded with dark gray sandy silt and Very 4� m whit n i v n r h II fr m nt 4 t t Soft 1 4�.� Boring terminated at 41.5 feet_ Groundwater encountered at 7.5 teet. ��-�� Terra BORING LOG ��'��-=� OAKESDALE COMMERCE PARK . ' ASSOCIatES, It1C. RENTON, WASHINGTON Consultants in Geotechnical Engineering Geology and Envuonmental Earth Sciences Proj. No. T-5387 Date JUN 2003 Figure A-9 Boring No. B-9 - Logged by: BPK Date: 5/28/03 Approximate Elev. Consistency/ I a (N) Moisture Soii Description Relative Depth � Blows/ Content Density (ft.} � fl. (%) FILL:brown silty sand,fine-to medium-grained sand,moist. Loose T 9 10.8 (SM} -�— Becomes bluish-gray with some gravel by 2.5 feet. � I = 22 12.4 Medium 5 = 10 172 Dense Brown and gray SILT,medium plasticity,moist. (CL-ML) � 3 86.1 Frequent thin layers of peat. 1 O 1 Soft I = 4 39.4 Becomes interbedded with sifty sand to sandy silt, = 7 32.4 fine-grained sand,wet by 10 feet. — - 15 = 8 28.5 Black SAND with silt,fine-to medium-grained sand, 20 � moist to wet. (SP) Occasional layers of peat and � 4 40.3 gray fine-grained sandy silt. i S Loose 25 � 10 28.7 I 30 Loose = 7 3q.5 Dark gray silty SAND interbedded with sandy SILT, � fine-grained sand,some white and lavender shells. �sntiM�� 35 Very = 1 51.6 , Sott ' 40 son a 2�_a Boring terminated at 41.5 feet. Groundwater encountered at 10 teet. �"'��`� Terra BORING LOG �Y��'� OAKESDALE COMMERCE PARK . ASSOCIateS, It1C. 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'' �■��■�� ■�� .� ■��■�� ■��■■■� ��■�� ■��■��■■■�=i�� ■�rr��■■�� ' ' ��ii�ii��ii��ss'►�ii��iiiiii�� ' ' ��■■��r■��■��■�■�r�� r��r�■�■��`��■��■■�� • � ��■��i��i��i��iiiiii�� •� � ��■��■■��■��■��■��■�� ' ��■��■■��■� ��■�� ■�■��■��r■��■��■�■��■��■ ' ��■��■■��■�� .. � �■��■��■�� •� . ��■��■��■�� • . ��■�■��■��r■�� ■■��■��i■�■� �� ■��■��w��■��Z�■��■■■�� . • ' ��■��■��■�■�� ■��.��u�■i�n��■u��r��■��■■�� _ � � _ • � •• �al�� . ��C � � � � . . :_. �:. � �- . . • •' �• �� • : _ . � i � N ' � � � � W a � w � N o � 0 � 7.0 OTHER PERA-IITS � � i � i i � � I 11010.00S.doc 8.0 ESC ANALYSIS AND DESIGN 8.0 ESC ANALYSIS AND DESIGN Two temporary sediment ponds will be designed per requirements of the I990 KCSWDM, and ' will be constructed at ihe locations of the proposed water quality/detention ponds. The rvnoff will be routed to the ponds using interceptor ditches with rock check dams. Clearing limits will be established and flagged in the field. Silt fence will be used as perimeter protection where overland flow could carry sediment off site. The wetland areas will be marked in the field and will not be disturbed. Each phase will be provided with a stabilized construction entrance to minimize the tracking of sediment and mud onto adjacent roadways. 11010.008.doc 9.0 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATIONS OF COVENANT ,k 10.0 OPERATIONS AND MAINTENANCE MANUAL KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL � MAINTENANCE REQUIREMENTS FOR I � PRIVATELY MAINTAINED DRAINAGE FACILiTIES NO. 1 - PONDS II Maint�nanc� Conditiorn VYlwn Maintenenu Results Expected When Compon�nt D�f�ct b Ne�dsd Maintenancs b Petfwmed Generel Tresh d� Debris Any traeh and debrie which excaed i cubic Tresh end dabris cleered from foot per 1,000 squere faet (this ie about equet site. to the emount of tresh et would take to till up one atendard size office parbage can). In generel,there should be no visuel evidence ot dumpinp. Poisonoue Any poisonous vegetation which may No danper of poisonoue Vepetation conetitute e hazard to County pereonnel or the veeetation where County public. Exemples of poisonoue vegetation perso�nel or ihe pub{ic might include: tansy ragwort,poieon oak, atinping normelly be. (Coordination with nettles,devils club. Sesttle/King County Health Department) Pollution Oil,gaeoline, or other conteminants of one No contaminanls present other pellon or more or any emount found that than e aurface film. lCoordination could: 1) ceuse damage to ptent, animat, o► with Seattle/Kinp County Heelth merine life; 2)conetitute e fire hazerd; or Depertment) 3)be Hushed downsVeem durinp roin etorma_ Urxnowed G►ase/ H facility is located in privete residentiel aree, When mowing ie needed, Grourxi Cover mowiny ie needed when praes exceede 18 gresalground cover should be inches i�heipht. In other arees,the peneraf mowed to 2 inches in hei9ht. policy is to make the pond site match edjacent pround cover and terrain as lonp as there ia no interference with the function ot the facility. Rodent Holes Any evidence of rodent holes if feci[ity ie Rodants destroyed end dem or econp es e dem or berm,or any evidence of berm repaired. (Coordination with weter pipiny throuph dem ot berm vie rodent Seattle/King County Health holes. Department) Insecis When insecta auch as waspa and horneta Insects destroyed or removed interfere with maintenance activitiea. from site. Tree Growth Tree yrowth does not ellow meintenance Trees do not hinder meintenanca accese or interferes with meintenence activity activities. Selectively culovete 1i.e., slope mowine, silt removel,vectorinp, or trees such ea alders ior firewood. equipment movamenta). N trees are not interferinp with eccesa,leave trees elone. Side Stopes of Erosion Eroded damepe over 2 inchea deep where Slopea should be atebilized by Pond cauee of demage ie atill present or where usine appropriate erosion control there is potentisi for continued eroaion. meesure4s);e.g., rock reinforcement, plentinp of press, compaction_ Sto►epe Aree Sediment Accumuleted sediment that exceede 10% 04 Sediment cleaned out to designed the desipnad pond depth. pond ahape and depth; pond reseeded if neceasary to controt aroeion. Pond Dikes Settlamente Any part of dike which has settled 4 inchea Dike should be built back to the lower than the deaipn elevetion. design elevetion. Emergency Rock Misainp anly one leyer of rock existe ebove native soil Replece rocka to desi0n Overflow/Spillway in are five equare feet or larger, or any standerds. exposure of native soil. � A-1 11/94 I KING COUNTY, WASHINGTON, SUKFACE V4` A 'I' ER DESIGN MANUAL NO. 4 - CONTROL STRUCTURE/FLOW RESTRICTOR Malntenance Conditlons When Malntenance Resulic Expected I Component Defect Is Needed VYhen Maintenance fs Perbrmed , Generai Trash and Debris Distance between debris build•up and Alt trash and debris removed. (includes bottom of oritice plate is less than 1-1/2 _ Sediment) feet. -' � , Structural Damage Structure is not securely attached to Structure securely atiached to wall and manhole wali and ouilet pipe structure oullet pipe. should support at leasi 1,000 pounds of I up or down pressure. , Structure is not in upright position (ailow Structure in correct position. I up to 10%from plumb). Connections to outlet pipe ere not Connections to outlet pipe are watertight; watertight and show signs ot rust. structure repaired or replaced and works as designed. Any holes— oihar than designed holes — Structure has no holes other than in the structure. designed holes. Cleanout Gate Damaged or Cleanout gate is not watertight or is Gate is watertigFit and works as designed. Missing missing. Gate cannot be moved up and down by Gate moves up and down easily and is one maintenance person. watertight. Chain leading to gate is missing or Chain is in place and works as designed. dameged. Gete is rusted over 50%of its surtace Gate is repaired or replaced to meet aree. design standards. � Orifice Plate Damaged or Control device is not working property Plate is in plece and works as designed. Missing due to missing,out ot place,or bent - oriiice plate_ Obatruciions Any Vash,debris,sediment,or vegetation Plate is free ot all obstructions and works blocking the plete. as designed. Overilow Pipe Obstructions My trash or debris blocki�g (or having Pipe is free of all obsiructions and works the poteniial of blocking)the overifow as designed. PiPe• Manhole See 'Gosed Detention Systems`Standard See'Closed Detention Systems'Standard No.3. No. 3. Catch Basin See"Catch Basins'Standard No. 5. See `Catch Basins" Stanc�ard No. 5. { A-4 l/90 KING COUN �' Y, Vl' ASHI [vGT () N, SURFACE VVATER DESIGN MANUAL NO. 5 - CATCH BASINS Mainienance Condltlons Vdhen Maintenance Results Expected Component Defect Is Needed When Malntenance ia Pertormed General Trash& Debris Trash or debris of more than i/2 cubic No trash or debris located immediately in (Includes foot which is located immediately in iront tront of catch basirt opening. Sediment) of the catch basin opening or is blocking � capaciry of basin by more than 10%. Trash or debris (in the basin) that No trash or debris in the catch basin. exceeds 1/3 the depth from the bottom of basin to invert of the lowest pipe into or out of the basin. 7rash or debris in any in{et or outlet pipe Inlet and outlet pipes iree of trash or btocking more than 1/3 oi its height. debris. Dead animals or vegetation that could No dead animals or vegetation present generate odors that wou4d cause within the catch basin_ complaints or dangerous gases (e.g., methane). Deposits of garbage exceeding 1 cubic No condition present which wou{d attract foot in volume. or supFort the breeding of insects or rodenis. Structural Damage Corner ot frame extends more than 3/4 Frame is even with cuib. to Frame and/or inch past curb face inlo the street (if Top Slab applicable). Top slab has holes larger than 2 square Top slab is free oi holes and cracks. inches or cracks wider than 1/4 inch (intent is to make sure all material is running into the basin}. Frame not sitting 11ush on top slab,i.e_, Frame is sitting ttush on top slab. separation of more than 3/4 inch of the lrame irom the top slab. Cracks in Basin Cracks wider than 1/2 inch and longer Basin replaced or repaired to design Wells/Bottom than 3 feet,any evidence ot soil particles standards. entering catch basin through cracks,or maintenance person judges that structure � is unsound. Cracks wider than t/2 inch and longer No cracks more than 1/4 inch wide at the than 1 foot at the joint ot eny inlet/outlet joint of inlet/outlet pipe. pipe or any evidence of soif particles entering eatch basin through cracks. Settlement/ Basin has seriled more than t inch or has Basin replaced or repaired to design Misalignment rotated more than 2 inches out of standards. alignment. Fire Hazard Presence of chemicals such as natural tJo tlammable chemicals present. gas,oil,and gasoline. Vegetation Vegetation growing across and blocking No vegetation blocking opening to basin. more than 10%oi the basin opening. Vegetation growing in inlet/outlet pipe No vegetation or root growth present joints that is more than six inches tall and less than six inches apart. Poltution Nonflammable chemicals of more than No pollution present other than surface 1�2 cubic foot per three feet of basin film. " _ _. length. ; - A-5 I/90 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL NO. 5 - CATCH BASINS (Continued) Melntenance Condltions When Meintenance Resulta 6cpected Component Detect la Need�d When Mal�tenance la Performed , Catch Basin Cover Cover Not in Place Cover is missing or onfy partially in ptace. Catch basin cover is closed. My open catch basin requires maintenance. � ' -- . Locking Mechanism cannot be opened by one Mechanism opens with prope�tools. Mechanism Not maintenance person with proper tools. Working Botts Into frame have less than 1/2 inch ' of thread. Cover DiHicult to One maiMenance person cannot remove Cover ca� be removed by one Remove lid efter applying BQ Ibs.of litt; intent is maintenance person. keep cover trom sealing off access to maintenance. Ladder tadder Rungs Ladder is unsafe due to missing rungs, Ladder meets design standards and Unsate misa{ignment, rust, cracks,or sharp allows maintenance person safe access. edges. Metal Grates Grate with opening wider ihan 7/8 inch. Grate openings meet design standards. (i(applicable} Trash and Debris Trash and debris that is blocking more Grate Iree of trash and debris. than 20%of grale surface. Damaged or Grate missing or broken member(s) of Grate is in place and meets design Missing the grate. standards. : i q_�, 1/90 KINCG COUNTY, WASHINGTON, SURFACE WA "I� ER DL• SIGN MANUAL NO. 8 - FENCING Malntenance Conditlons When Malntenance Resulta Expected Component Defact Is Needed When Malntenance Is Performed General Missing or &oken My detect in the tence that permiis easy Parts in place to provide adequate Parts entry to a facility. securiry. - _- � Perts broken or missing. Broken or missing parts replaced. Erosion Erosion mora than 4 inches high and 12- No opening under ihe fence that exceeds 18 inches wide permiriing an opening 4 inches in height. under e fence. Wire Fences Jamaged Parts Posts out ot plumb more than 6 inches. Posts plumb to within 1-1�2 inches. Top rails bent more than 6 inches. Top reil free ol bends greater than 1 inch. My part of tence (including posts,top Fence is aligned and meets design rails,and tabric) more than 1 loot out ot standards. design alignment. Missing or loose tension wire. Tension wire in place and holding fabric. Missing or loose barbed wire that is Barbed wire in place with (ess than 3/4- sagging more than 2-1/2 inches between inch sag between posts. posts. Extension arm missing, broken,or bent Extension arm in place wiih no bends out of shape more than 1-1/2 inches. larger than 3/4 inch. Deteriorated Paint Part or parts that have a rusting or scaling Siructurally adequate posts or parts with or ProtecFive condition that has aHected structural a uniform protective coaling. Coating adequacy. Openings in Fabric Openings in fabric are such that an 8- No openings in fabric. inch-diameter ball could fit through. A-9 1�� KING COUNTY, WASHINGTON, SURFACE WATER DESIGN hiANUAL NO. 9 - GATES Matntenance CondlUons When Malntenance Reaults Expected Component De(sct la Nssdsd YVhen Malntenanca Is Performed General Damaged or Missing gate or locking devices. Gates and locking devices in place. Missing Members &oken or missing hinges such that gate Hinges intact and lu4ed. G�te is working cannot be easily opened and closed by a freely. maintenance person. Gate is out ot plumb more than 6 inches Gate is aligned and vertical. and more than 1 foot out oi design alignment. Missine stretcher bar,stretcher bands, Stretcher bar, bands,and ties in place. and ties. Openings in Fabric See'Fencing' Standard No. 8 See 'Fencing' Standard No. 8 i � A-10 l�a KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL � � NO. 10 - CONVEYANCE SYSTEMS (Pipes & Ditches) Malntenance CondlUona When Mafntenance Results Expected Component Defect Is Needed When Mal�tenance is Performed Pipes Sediment 8�Debris Accumulated sediment that exceeds 20% Pipe cleaned of all sediment and debris. of the diameter ot the pipe. __. " Vegetation Vegetetion that reduces}ree movement of All vegetation removed so water tlows water through pipes. freely through pipes. Damaged Protective coating is damaged; rust is Pipe repaired or replaced. causing more than 50%deterioration to any part ot pipe. � Any dent that decreases the cross section Pipe repaired or repleced. area of pipe by more than 20%. Open Ditches 7rash&Debris Trash and debris exceeds 1 cubic foot Trash and debris cleared irom ditches. per 1,000 square feet ot ditch and slopes. Sediment Ac:cumulated sediment that exceeds 20% Ditch cleaned/flushed ot alt sediment and of the design depth. debris so that it matches design. Vegetation Vegetation th�t reduces free moverr:ent of Water llows ireely through ditches. water through ditches. Eros(on Damage to See"Ponds" Standard No. 1 See 'Ponds' Standard No. t Slopes Rock Lining put of Maintenance person can see native soil Replace rocks to design standard. Pface or Missing (H beneath the rock lining. Applicable) Catch Basins See`Catch Basins' Standard No.5 See 'Catch Basins`Standard No.5 Debris Barriers See"Debris Barriers" Standard No.6 See "Debris Barriers' Standard No.6 (e.g.,Trash Rack) A-11 1�`�n KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL NO. 11 - GROUNDS (Landscaping) , .� Mal�tenance Condftlons When Malntenance Rasults Expected Component Detsct Is Needed YVhen Malntenance Is Pertormed General Weeds Weeds growing in more ihan 20%ol the Weeds presenl in less than 596 ot the (Nonpoisonous) landscaped area (trees and shrubs only}. landscaped area. , --- . Satety Hazard My presence of poison ivy or other No poisonous vegetation present in a poisonous vegetation. tandscaped area. Trash or Liner Paper,can,bottles,totalling more than 1 Area clear of litter. cubic foot within a landscaped area (trees and shrubs only)ot 1,000 square teet. Trees and Shrubs Damage Limbs or parts of trees or shrubs that are Trees and shrubs with less than 5%of the split ot trroken which aHect more than total foliage with split or broken limbs. 25%of the totai toiiage oi the tree ar shrub. Trees or shrubs that have been blown Tree or shrub in place free of injury. down or knocked over. 7rees or shrubs which are not adequately Tree or shrub in place and adequately supported or are leaning over,causing supported; remove any dead or diseased exposure of the roots. trees. � � A-12 �� K1NG COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL NO. 12 - ACCESS ROADS/EASEMENTS Maintenance Condltlons When Malntenance Results Expecled Component Defect Is Needed When Maintenance Is Performed General Trash and Debris Trash and debris exceeds t cubic foot Trash and debris cleared trom site. per 1,000 square teet, i.e.,trash and � debris would fill up one standard size - � � garbage can. Blocked Roadway Debris which could damage vehicle tires Roadway iree ol debris which could (glass or metal). damage tires. My obstructions which reduce clearance Roadway overhead clear to 14 feet high. above road suriace to less than 14 feet. My obstructions resiricting the access to Obstruction removed to allow at least a a 10-to 12•foot width for a distance of 12•foot access. more than 12 feet or any point restricting access to less than a 10-toot width. Aoad Surlace Settlement, When any surface defect exceeds 6 Road surface uniformly smooth with no Pothofes, Mush inches in depth and 6 square feet in area. evidence of settlement, potholes,mush Spots, Ruts I�general,any surface detect which spots,or ruts. hinders or prevenls maintenance access. Vegetation in Road Weeds growing in the road surface that Road surface lree ol weeds taller than 2 Suriace are more than 6 inches tall and less than inches. 6 inches apart within a 404squara-foot area. Shoulders and Erosion Damage Erosion within t toot of the roadway more Shoulder free oi erosion and matching Ditches than 8 inches wide and 6 inches deep. the surrounding road. Weeds and Brush Weeds and brush exceed 18 inches in Weeds end brush cut to 2 inches in height or hinder maintenance access. height or cleared in such a way as to allow maintenance access. A-13 1/9�