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94-100695 (2) FILED FOR RECORD AT REQUEST OF: THIS SPACE RESERVED FOR: Cucinal Cucinal, Inc. RECORDERS USE: (Applicant's Name) MAIL TO: CITY OF FEDERAL WAY 33530 1ST WAY SOUTH FEDERAL WAY, WA 98003 ATTN: Skip Tullock LICENSE 11 The undersigned owner of certain real property located in Federal Way, Washington and legally described as CD follows: '-4 Lot 2 of King County Short Plat No. 182027,as recorded under Auditor's File No.8403140752,records of King County, Washington. ("Property") hereby grants an irrevocable license to the City of Federal Way ("City") and the City's agents, employees, 197 contractors or representatives to enter upon the Property to inspect the construction of improvements,the performance of work or to allow the City to perform any necessary maintenance or work, all pursuant to that certain Assignment of Funds in Lieu of Bond of even date entered into between the City and the undersigned and incorporated herein by this reference. �" DATED this 17 day of July, 1994 . CUCINA! CUCINA!, INC. 11,0,1_,L,Arx;4_1 William A. Schwartz CEO and President [Individual Notary] [Corporate Notary] 0 STATE OF WASHINGTON ► STATE OF WASHINGTON ss. ) ss. COUNTY OF KING ) COUNTY OF KING a On this day personally appeared before me, On this day personally appeared before me William A. Schwartz, to me known to be the CEO and President of co to me known to be the individual(s) described in and who CUCINA! CUCINA!, INC., the corporation that executed executed the foregoing License, and on oath swore that the foregoing License, and acknowledged the said he/she/they executed the foregoing instrument as instrument to be the free and voluntary act and deed of his/her/their free and voluntary act and deed for the uses said corporation, for. the uses and purposes therein c. and purposes therein mentioned. mentioned,and on oath stated that he/she was authorized to execute said instrument and that the seal affixed, if GIVEN my hand and official seal this day any, is the corporate seal of said corporation. of , 19 GIVEN my hand and official seal this 1Wit—day of , 19 (typed/printed name of notary) ��'�"- YKsa fit. Notary Public in and for the State of Washington. C .�-h C,. Qtrns`+QC My commission expires (typed/printed name of notary) Notary Public in and for the State of Washington. My commission expires (Q—(p—( K:\BONDS\CUCINA.LIC ORIGINAL After recording please return document to: Stuart A. Heller 700 Logan Building 500 Union Street Seattle, WA 98101 AGREEMENT THIS AGREEMENT is made as the I C --day of : vc 1994 , by and between CUCINAICUCINAI , Inc. , a Washington corporation, ( "Cucinal " ) and 317 PLACE LMTD. PARTNERSHIP, a Washington Limited Partnership, ( "317-Place" ) . Cucinal is the owner of certain real property described as Lot 2 of short plat no. 182027, according to the short plat recorded under King County Recording No. 8403140752, situate in the City of Federal Way, County of King, State of Washington, (the "Cucinal Parcel" ) . On this Parcel Cucina! intends to construct at least one building and related site facilities including space for parking vehicles, as shown in OD the site plan annexed hereto as Exhibit A and incorporated 02 herein by this reference. 04 p 317-Place is the owner of certain real property located 0) in the City of Federal Way, Washington, more particularly described as Lot 3 of King County short plat no. 480019R, GCD recorded under Recording No. 8004280455, said short plat being a subdivision of a portion of the Southeast quarter of the Tr Southwest quarter of Section 9, Township 21 North, Range 4 East, Willamette Meridian, in King County, Washington, (the "317-Place Parcel" ) . On this Parcel 317-Place intends to construct at least one building and related site facilities 8 including space for parking vehicles, as shown in the site plan annexed hereto as Exhibit B and incorporated herein by this reference. For the benefit of the Cucinal Parcel, Cucinal wishes to construct and utilize an underground sanitary sewer line across a portion of the 317-Place Parcel, which sewer line will tie into the Federal Way Water & Sewer District trunk line presently located beneath 23rd Avenue South in the city of Federal Way. 317-Place wishes to have the ability and right to tie into said underground sanitary sewer line, for the benefit of the 317-Place Parcel, so that said Parcel can also be connected to said trunk line. For the purpose of draining storm water from both of their Parcels and for the benefit of said Parcels, Cucina! and 317-Place wish to construct and utilize a single storm water retention pond on adjacent portions of their Parcels. For the benefit of both of their Parcels and for ti 0 increasing the unt of parking available those visiting or working at th Businesses to be operated the Cucinal and 317-Place Parcels, 317-Place and Cucinal wish to establish certain cross-parking privileges -for use of theparking facilities to be constructed on each of said Parcels. NOW, THEREFORE, in consideration of the mutual covenants and agreements hereinafter set forth, 317-Place and Cucinal hereby agree as follow: ARTICLE I. SANITARY SEWER LINE 1. Sanitary Sewer Easement. 317-Place hereby grants and conveys to Cucinal , its successors and assigns, a non- exclusive easement ( "Sewer Easement" ) which shall be appurtenant to and for the benefit of the Cucinal Parcel. Said easement shall be for reasonable ingress and egress and for locating and utilizing an underground sanitary sewer line to be connected to the Federal Way Water & Sewer District trunk line presently located beneath 23rd Avenue South in the city of Federal Way, King County, Washington. Said easement across, over and under the 317-Place Parcel, is more particularly described as follows: A 15.00 foot wide portion of Lot 3 of King County short 010 plat no. 480019R, recorded under recording number 02 8004280455, records of King County, Washington, the 02 surface of said portion being a strip of land bounded by p the western most boundary of the 317-Place Parcel, the 0) southwesterly margin of 23rd Avenue South, and lines r4 located 7 .50 feet perpendicular from each side of the Ofollowing described centerline: Commencing at the most northerly of the two most westerly 0) corners of said Lot 3; thence along the most westerly line of said Lot 3 south 00°05 '50" east 12.50 feet to the beginning of this centerline description; thence parallel with and 12.50 feet from, when measured at right angles, the northerly line of said Lot 3 south 89°50'O1" east 363.83 feet; thence north 47°03 '43" east 82.55 feet to a point on the southwesterly margin of 23rd Avenue South, the terminus of this centerline description. The sidelines of said strip of land shall be so shortened or lengthened so as to meet as angle points and terminate within said Lot 3. Situated in the City of Federal Way, King County, Washington. Said Sewer Easement is shown in the map annexed hereto as Exhibit C and incorporated herein by this reference. In case of conflict between said map and the above legal description of the Sewer Easement, the legal description shall control. 2. Construction. At its own expense Cucinal shall, in a timely manner, cause to be constructed a sanitary sewer line c:\oci\fedway.ee6 June 16, 1994 -2- located in sai ewer Easement. Said sa ary sewer line shall meet the uirements of the Federal r Water & Sewer District and shall be of sufficient size to handle the sewerage anticipated to be generated by the-facilities to be constructed and operated on the Cucina! and 317-Place Parcels. 317-Place shall bear any costs of connecting improvements constructed on its Parcel with and into said sanitary sewer line, and said connection and any necessary changes to said sanitary sewer line shall meet the requirements of the Federal Way Water & Sewer District. 3. Maintenance, Operation and Repair. The parties hereto understand that the Federal Way Water & Sewer District shall maintain, operate and repair said sanitary sewer line after it is constructed, and agree that the costs of the same shall be borne by each of them in proportion to their use of the line. Thus until such time as 317-Place ties into the line, all of these costs shall be borne by Cucina! 4 . Indemnification. Unless caused by the negligence or willful misconduct of 317-Place, its agents or contractors, Cucina! agrees to indemnify and hold 317-Place harmless from and against any and all liability, cost and expense arising out of construction and use of the sanitary sewer line by Cucinal , or out of its construction and use of improvements on the Cucina! Parcel. Similarly, unless caused by the 02 negligence or willful misconduct of Cucinal , its agents or C4 contractors, 317-Place agrees to indemnify and hold Cucina! harmless from and against any and all liability, cost and expense arising out of the connection to and use of the sanitary sewer line by 317-Place, or out of its construction Cand use of improvements on the 317-Place Parcel. ARTICLE II. STORM WATER RETENTION POND 317-Place and Cucina! agree ( 1) that Cucinal will construct on the 317-Place and Cucina! Parcels a joint storm water retention pond and related facilities ( "Retention Pond" ) according to plans approved by the City of Federal Way, for the purpose of draining storm water from their respective Parcels, and (2) to grant mutual easements for its use. 1. Easements. 1.01 Cucina! hereby grants and conveys to 317- Place, its successors and assigns, a non-exclusive easement and right of use appurtenant to and for the benefit of the 317-Place Parcel, over, across and under the following described property: The South 122 .00 feet of the East 107.00 feet of Lot 2 of King County Short Plat Number 182027, recorded under Recording Number 8403140752, records of King County, Washington. Said easement ( "Cucina! Pond Easement" ) shall be for c:\oci\fedway.ee3 June 13, 1994 -3- reasonable ingr , egress and access to t tetention Pond, and for the co ction and management of face and storm water runoff from the 317-Place Parcel. 1.02 317-Place hereby grants and conveys to Cucinal , its successors and assigns, a non-exclusive easement and right of use appurtenant to and for the benefit of the Cucinal Parcel, over, across and under the following described property: The most southerly 122.00 feet of Lot 3 of King County Short Plat Number 480019R, recorded under Recording Number 8004280455, records of King County, Washington. Said easement ( "317-Place Pond Easement" ) shall be for reasonable ingress, egress and access to the Retention Pond, and for the collection and management of surface and storm water runoff from the Cucina! Parcel. 2. Construction. Cucina! shall, in a timely manner, cause the Retention Pond to be constructed within the portions of the Cucina! Parcel and 317-Place Parcel encumbered by the Cucinal Pond Easement and the 317-Place Pond Easement. Said Retention Pond shall meet the requirements of the City of Federal Way, and shall be of sufficient size to handle the surface and storm water runoff reasonably anticipated from 02 both the Cucina! and 317-Place Parcels. Initially Cucina! 04 shall be responsible for payment of all costs reasonably O associated with said construction within the aforementioned Q) portions of said Parcels. Each party shall bear its own costs and be responsible for such construction, outside the aforementioned portions of said Parcels, as is required to tie tiCD " into and properly utilize said Retention Pond. After an completion of the construction of the Retention Pond, Cucinal shall provide 317-Place with copies of invoices and other supporting data relating to the cost of said construction, and within thirty (30) days of receipt of the same 317-Place shall reimburse Cucina! for twenty-nine percent (29%) of said cost; the payment of the balance of said cost shall remain the responsibility of Cucina! 3. Maintenance, Operation and Repair. Each party hereto shall maintain, operate and repair the portion of the Retention Pond located on its Parcel, and, at least initially, be responsible for all costs related thereto. Within thirty (30) days of the end of each calendar year, each party hereto shall provide the other with copies of invoices and other supporting data relating its cost of said maintenance, operation and repair. The parties shall divide these costs such that 317-Place is responsible for twenty-nine percent (29%) of the total and Cucinal for sixty-nine percent (69%) , provided however, each party shall be responsible for all real estate taxes on its own Parcel and all insurance costs associated with personal injury and property damage on its own Parcel. Within sixty (60) days of the end of each calendar year, any reimbursement due from one party to the other under this provision shall be paid in full. Notwithstanding any o:\ooi\fedway.ae3 June 13, 1994 -4- language herei o the contrary, each p y shall remain personally rest sible for the cost of a _ maintenance or repair to any portion of the Retention Pond made necessary by the negligence or willful misconduct of itself, its agents or contractors. 4 . Indemnification. Unless caused by the negligence or willful misconduct of 317-Place, its agents or contractors, and consistent with subsection II.3. above, Cucinal agrees to indemnify and hold 317-Place harmless from and against any and all liability, cost and expense arising out of the initial construction and subsequent use of the Retention Pond by Cucinal , or out of subsequent construction, repairs and maintenance of said Retention Pond by Cucina! Similarly, unless caused by the negligence or willful misconduct of Cucinal , its agents or contractors, and consistent with subsection II.3. above, 317-Place agrees to indemnify and hold Cucinal harmless from and against any and all liability, cost and expense arising out of the use of the Retention Pond by 317-Place, or out of subsequent construction, repairs and maintenance of said Retention Pond by 317-Place. ARTICLE III. RECIPROCAL PARKING GO 1. Cross-parking Easements. Cat 04 1.01 317-Place hereby grants and conveys to CI Cucinal , its successors, assigns, business invitees and guests, a non-exclusive easement, and right of use appurtenant to and for the benefit of the Cucina! Parcel, said easement Q including the right of ingress to and egress from the 317- �' Place Parcel and to and from the adjacent public roads for the C) purpose of vehicular parking as conditioned and defined herein ( "317-Place Parking Easement" ) . Said easement further includes the right to use any and all vehicular parking facilities located on the 317-Place Parcel and depicted on Exhibit B hereto and as hereafter modified (except those specifically designated for temporary parking by suppliers, vendors and maintenance/repair providers servicing the businesses operated on said Parcel) . The rights included in said 317-Place Parking Easement may be exercised ( 1) at all times except Monday through Friday, 6:00 a.m. to 5:30 p.m. , and (2) at all times on weekends and holidays. 317-Place shall not restrict the exercise of the rights included in said 317-Place Parking Easement without the written consent of Cucinal , which consent shall not be unreasonably withheld, provided however, that if any governmental authority shall require any such restrictions the consent of Cucina! shall not be required if Cucinal is notified and timely afforded an opportunity to object to such restrictions before such governmental authority. 1. 02 Cucina! hereby grants and conveys to 317- Place, its successors, assigns, business invitees and guests, a non-exclusive easement, and right of use appurtenant to and for the benefit of the 317-Place Parcel, said easement o:\ooi\fedway.ea3 June 13, 1994 -5- including the r t of ingress to and egres rom the Cucina! Parcel and to ____d from the adjacent publ__ roads for the purpose of vehicular parking as conditioned and defined herein ( "Cucinal Parking Easement" ) . Said easement further includes the right, for the purpose of vehicular parking of not more than ten ( 10) vehicles at any one time in not more than ten ( 10) parking spaces at one time, to use any and all vehicular parking facilities located on the Cucinal Parcel and depicted on Exhibit A hereto and as hereafter modified (except those specifically designated for temporary parking by suppliers, vendors and maintenance/repair providers servicing the businesses operated on said Parcel) . The rights included in said Cucinal Parking Easement may only be exercised Monday through Friday, 6:00 a.m. to 5:30 p.m. , provided however, they may not be exercised on holidays. Cucinal shall not restrict the exercise of the rights included in said Cucinal Parking Easement without the written consent of 317-Place, which consent shall not be unreasonably withheld, provided however, that if any governmental authority shall require any such restrictions the consent of 317-Place shall not be required if 317-Place is notified and timely afforded an opportunity to object to such restrictions before such governmental authority. 2 . Maintenance and Operation. (,Y; 2.01. Each of the parties hereto shall at its own C�2 expense supervise, operate, manage, police, repair, replace and maintain the parking facilities on its Parcel including 0'3 but not limited to its parking areas, designated parking 0) spaces, and driveways in good repair and in a safe sound r condition, free from refuse, rubbish and dirt, and in G conformity with all governmental regulations. To "operate" ,r and "maintain" will include, but not be limited to, the c) furnishing of and/or payment of or for all utilities, labor, snow removal and ice treatment, cleaning, policing, maintenance equipment and tools and any personal property taxes assessed to such maintenance equipment and tools, real property taxes, insurance and anything else necessary for the everyday maintenance of said areas. 2 .02. Each of the parties hereto shall at its own expense keep the parking facilities on its Parcel lighted from dusk to dawn and open to use by the customers, employees and other invitees of the parties hereto at the times provided herein except for those times reasonably required for maintenance and repair. 2 .03. Each of the parties hereto agrees that if it modifies the improvements on its own Parcel it shall only do so if it is able to and does provide on its own Parcel not less than the number of parking spaces required by code and local regulation, but in no event no less than ten ( 10) spaces shall be provided. 2 . 04 . The parties hereto agree that no metered or other charge shall be made to anyone for the right to enter, exit, travel through, or park on or in, its own or the other c:\oci\fedvay.e.3 June 13, 1994 -6- party's Parcel. ARTICLE IV. PEDESTRIAN WALKWAY 317-Place and Cucinal agree ( 1) that the parties will construct a paved pedestrian walkway ( "Walkway" ) five feet in width, according to plans provided by Cucinal and approved by 317-Place, which approval shall not be unreasonably withheld, for the purpose of pedestrian ingress and egress between the two Parcels and to facilitate the use of the 317-Place and Cucinal Parking Easements set out in Article III above, and (2 ) to grant mutual easements for the use of said Walkway. Said Walkway shall be located such that it passes from the Cucinal Parcel onto the 317-Place Parcel across the western border of the property designated for the Sewer Easement described in Article I herein, and the portion of the eastern boundary of the Cucina! Parcel and the western boundary of the 317-Place Parcel where said passage occurs shall be centered over the centerline referred to in the legal description of said Sewer Easement. Said Walkway shall be further located such that on the 317-Place Parcel it lies within the Sewer Easement described in Article I herein. On the Cucinal Parcel said Walkway shall lie within the 15.00 foot wide portion that OD would be created by extending said Sewer Easement on the 317- C2 Place Parcel in a straight line running west accross said f4 Cucina! Parcel and perpendicular to the eastern boundary of the Cucina! Parcel and the western boundary of the 317-Place 0) Parcel. e4 EN. 1. Pedestrian Easements. 1.01 Cucinal hereby grants and conveys to 317- Place, its successors, assigns, business invitees and guests, a non-exclusive easement and right of use appurtenant to and for the benefit of the 317-Place Parcel, said easement ( "Cucina! Pedestrian Easement" ) being for reasonable pedestrian ingress and egress to the parking facilities located on the Cucina! Parcel, where the path for such ingress and egress shall lie along and comprise the portion of the Cucinal Parcel devoted to and covered by said Walkway. 1.02 317-Place hereby grants and conveys to Cucinal , its successors, assigns, business invitees and guests, a non-exclusive easement and right of use appurtenant to and for the benefit of the Cucina! Parcel, said easement ( "317-Place Pedestrian Easement" ) being for reasonable pedestrian ingress and egress to the parking facilities located on the 317-Place Parcel, where the path for such ingress and egress shall lie along and comprise the portion of the 317-Place Parcel devoted to and covered by said Walkway. 2 . Construction and Maintenance. 2.01. Each of the parties hereto shall in a timely manner and at its own expense construct and pave the portion os\ooi\fedwey.ee3 June 13, 1994 -7- of the Walkway its Parcel, and maintai clear path to enable pedestri access to and from the .kway. Each of the parties shall at its own expense supervise, operate, police, repair, replace and maintain (i) the portion of the Walkway on its Parcel and (ii) the portion of its Parcel covered by the Pedestrian Easements set out in sections IV. 1.01 and IV. 1.02 above, in good repair and in a safe sound condition, free from refuse, rubbish and dirt, and in conformity with all governmental regulations. To "operate" and "maintain" will include, but not be limited to, the furnishing of and/or payment of or for all utilities, labor, snow removal and ice treatment, cleaning, policing, maintenance equipment and tools and any personal property taxes assessed to such maintenance equipment and tools, real estate taxes, insurance and anything else necessary for the everyday maintenance of said Walkway and said Pedestrian Easements. 2.02 Each of the parties hereto shall at its own expense keep the portion of the Walkway on its Parcel, as well as the portion of its Parcel covered by said Pedestrian Easements, lighted from dusk to dawn and open to use by the customers and other invitees of the parties hereto at the times provided herein except for those times reasonably required for maintenance and repair. f4 f2 3. Indemnification. Unless caused by the negligence or (4 willful misconduct of the other, or the other's agents or J contractors, each party hereto agrees to indemnify and hold 01) the other harmless from and against any and all liability, cost and expense arising out of the construction, use, repair r and maintenance of the portion of the Walkway located on its 0 Parcel as well as of the portion of its Parcel covered by said Pedestrian Easements. ARTICLE V. EFFECT OF AGREEMENT 1. Any mortgage or deed of trust entered into on or after the date of this Agreement and affecting any portion of the subject Parcels shall at all times be subject and subordinate to the terms of this Agreement, and any person or entity foreclosing any such mortgage or deed of trust or acquiring title by deed in lieu of foreclosure or trustee's sale shall acquire title to such premises subject to all of the terms of this Agreement. 2. Any transferee of any part of the Cucina! Parcel or 317-Place Parcel shall automatically be deemed, by acceptance of title, to have assumed all obligations of this Agreement relating thereto and to have agreed with the then owners of all other portions of said Parcels to execute any and all instruments and to do any and all things reasonably required to carry out the intention of this Agreement. If any transferor shall expressly condition the transfer of its interest in such portion of its Parcel on the assumption by its transferee of the obligations imposed on such transferor, cs\eci\fedvay.ee3 June 13, 1994 -A- such transfero .fall on the completion o .lch transfer be relieved of all rther liability under thi greement except such liability as may have arisen during its period of ownership of the portion so conveyed and which remains unsatisfied. 3. Nothing in this Agreement shall be deemed to be a gift or dedication of any portion of any Parcel to the general public or for any public use or purpose whatsoever, it being the intention of the parties hereto and their successors and assigns, that nothing in this Agreement, expressed or implied, shall confer on any person, other than the parties hereto and their successors, assigns, business invitees and guests, any rights or remedies under or by reason of this Agreement. ARTICLE VI. REMEDIES 1. If any party to this Agreement shall default in its performance of its obligations herein, then each other party shall, in addition to all other remedies it may have in law or in equity, have the rights granted under this Article VI "Remedies" . Unless otherwise provided in this Agreement, no party shall be deemed in such default until it shall have been ODgiven written notice describing the nature of such default, 04 and within fifteen ( 15) days after the receipt of such notice 04 (except in the case of an emergency) , shall have failed to 0? commence to cure such default and to proceed diligently to l,4 complete the curing of such default as soon as possible. In r% an emergency the notice shall so state, and the cure or the diligent effort to commence and complete said cure must be accomplished with all reasonable haste. 2 . If the so notified party has failed to cure or commence curing and expeditiously complete curing within said period, then any other party shall have the right to perform such obligation on behalf of the defaulting party, and be reimbursed by the defaulting party for the cost thereof, together with interest at the rate of two percent (2%) in excess of the prime lending rate charged by SeaFirst Bank for commercial loans to its most preferred customers, plus reasonable collection fees including but not limited to attorney fees should legal assistance be reasonably required. 3. Any such claim for reimbursement, together with interest as aforesaid, shall automatically be secured by a lien therefor and shall attach to the defaulting party's Parcel and improvements thereon, effective upon recording of a notice thereof in the Office of the King County Auditor or such other office as then records documents affecting real estate within the county and City of Federal Way. Such lien shall be subordinate to any first mortgage or deed of trust now or hereafter affecting said Parcel and/or improvements thereon and to any purchaser who has purchased any portion of said Parcel and leased it back to the preceding owner or its subsidiary or affiliate on a net lease basis with the tenant assuming all obligations thereunder in what is commonly os\ooi\fedway.ee3 June 13, 1994 -9 referred to as sale leaseback" transact' 4 . In the event of a breach, or attempted or threatened breach, of any of the obligations of this Agreement,- the parties hereto shall be entitled forthwith ( 1) to obtain an injunction to specifically enforce the performance of such obligation, the parties hereby acknowledging the inadequacy of the legal remedies and the irreparable harm which would be caused by such breach, and/or (2 ) to relief by all other available legal and equitable remedies from the consequences of such breach. 5. Any action or document made in violation of this Agreement shall be void and may be set aside upon the petition of either of the parties hereto. All costs and expenses of any such proceeding shall be assessed against the defaulting party and shall constitute a lien against its land and any improvements thereon, or its interests therein, in the manner provided in sections 1-3 of this Article VI. 6. No delay or omission of either party in the exercise of any right accruing upon any default of the other party shall impair any such right or be construed to be a waiver thereof, and every such right may be exercised at any time during the continuance of such default, provided however that GO any right of reimbursement may be enforced at any time allowed C' by the appropriate statute of limitations. A waiver by either party of a breach of, or a default in, any of the terms and conditions of this Agreement by the other party, shall not be e� construed to be a waiver of any subsequent breach of or r default in the same or any other provision of this Agreement. 0 No remedy provided herein shall be exclusive and each shall be Ili cumulative with all other remedies provided in this Agreement V) and at law or in equity. 7. It is expressly agreed that no breach of the provisions of this Agreement shall entitle either party to cancel, rescind or otherwise terminate this Agreement; but such limitation shall not affect, in any manner, any other rights or remedies which either party may have hereunder by reason of any breach of the provisions of this Agreement. No breach of the provisions of this Agreement shall cause a defect in or render invalid any mortgage or deed of trust made in good faith and for value covering any part of any Parcel covered by this Agreement and/or any improvements thereon. The provisions of this Agreement shall be binding upon and effective against any owner of any covered Parcel or any portion thereof, whose title is acquired by trustee's sale or any grantee by deed in lieu of foreclosure or trustee's sale. 8. In the event any party shall be significantly ( 1) delayed, (2) hindered, or (3) prevented from the performance of any act required to be performed by such party by reason of acts of God, strikes, lockouts, unavailability of materials, failure of power or other necessary utility, prohibitive governmental laws or regulations, riots, insurrections, the act or failure of any other party to this Agreement, adverse weather conditions preventing the performance of work as os\oci\fedwap.ee3 June 13, 1994 certified to b architect, war or any o r reason beyond such party's c rol, then the time for p ormance of such act shall be extended for the period of such delay. Lack of funds or financial inability to perform shall not be deemed to be a cause beyond the control of the party. ARTICLE VII. NOTICES Any notice or demand required or permitted to be given under this Agreement ( "Notice" ) shall be in writing and shall be deemed to have been sufficiently given or served for all purposes on the third business day after it is ( 1) actually delivered, or (2 ) mailed by registered or certified mail, return receipt requested, to the respective parties, addressed as follows, or to such other addresses as the parties may from time to time designate by Notice: 317-Place Lmtd. Partnership P.O. Box 727 Kirkland, WA 98083 Attention: Axel Lindstrom, President, Abris, Inc. , General Partner 00 Cucinal Cucinal , Inc. 04 300 120th Avenue NE 0 Building 3, Suite 200 0I Bellevue, WA 98005 r4 Attention: William A. Schwartz, President r O With a copy to: rT 0) Stuart A. Heller, Esq. 500 Union Street, Suite 700 Seattle, WA 98101 ARTICLE VIII. MISCELLANEOUS 1. Runs with Land, Successors in Interest Bound. The terms of this Agreement shall constitute covenants running with the land, and such terms shall inure to the benefit of and be binding upon the successors and assigns of the parties hereto. 2. No Additional Easements. Neither 317-Place nor Cucinal shall, subsequent to the date of this Agreement, grant additional easements of any type to any person, entity, or parcel for the benefit of parcels not including the 317-Place and Cucina! Parcels, which would unduly burden or adversely affect the easements granted herein. 3. Entire Understanding. This Agreement contains the entire understanding between the parties and supersedes any prior understandings and agreements between them respecting the subject matter hereof. No amendment of or supplement to ct\ooi\fedway.ea3 June 14, 1994 -1 1- . this Agreement 11 be valid or effective ess executed by the parties her , or their respective succ ors and assigns • and recorded in the Records of King County, Washington. IN WITNESS WHEREOF, the parties hereto have caused this Agreement to be executed as of the date first above written. 317 PLACE LMTD. PARTNERSHIP CUCINAICUCINAI , INC. By: Abris, Inc. , General Partner By By 1,1.4 G , Axel-Lin , esident, William A. Schwartz, President Abris, Inc Date vs....., \I , , 1994 Date I 1994 State of Washington ) County of King ) On this t day of ,U(k Q , 1994, before me, the undersigned Notary Public, z ersonally appeared William A. Go Schwartz, to me known to be the President of CucinalCucinal , N Inc. , and acknowledged that he executed the foregoing 04 Agreement as such officer of said corporation, and as the free O and voluntary official act and deed of said corporation, for 441)• the uses and purposes stated therein, and on oath stated that r4 he was properly authorized to execute the said instrument. r CD Tr - -_t_ri c rof- .1161‘ 0? No ary Public for the State of �,(r�' Washington, residing at 4 0/!k X- My commission expires L9—C2 - State of Washington ) County of King ) Ah On this f day of , 1994, before me, the undersigned Notary Public, p sonally appeared Axel Lindstrom, to me known to be the President of Abris, Inc. , which corporation is the General Partner of 317 PLACE LMTD. PARTNERSHIP, and acknowledged that he executed the foregoing Agreement as such officer of said corporation, and as the free and voluntary official act and deed of said corporation and said limited partnership, for the uses and purposes stated therein, and on oath stated that he was properly authorized to execute the said instrument. IIt'a_p" /...tt;/ Notary Public for the State of Washington, residing at TWatc-Cl.c.ri- My commission expires a'i-er7 • of\oei\fadwoy.00l Juno 14, 1994 -1 2 a s i I .. EEI A PROPOWD RESTAURANT F.F. at 445.20 I W —, F- 1 G - J d 1 .6 oT HiIHiII L o° 4 _ _ 4 -' 0� I _ \G \0 II- r 5 ___ _ 0. ... I - F �a I - HIIIIIIIIIIIIIT oPS o 1 Ng N Y o9 . '�� 4 4) o W I Q `L 10 L.J. I Gc, o� \, U I � V Q 2 N .0 r VlI YY . ‘7,-- 4DDWL i NNOINN ■RN SITE PLAN I 4+ TEL M.rN AVENUE NE,1140160110.FAN, 1 0 Ylos1 S11465 JUNE 94 EXHIBIT 'A' .J.. TEL If I AVEOw FAA. N�-0NY V 11 IN ig • n f '.O 44) in I f Oe I R ` pQ S43 W R"A O O Ja 00 0 ti � i I `\ 1 :° N a. Ov. e. Cr) SILO N ` x I o I W H ,<, j' \\ l 1 --- I in 9 ck e�Op,�h Opt y9 a Q �0p k0 0 cu a I \' I DE TEN77ON POND xI a Li H a W U 0 Q N N 0 N In �D Y o d DOWL a ENGINEERS SITE PLAN Z A DINebn of DOWA, Mpwpet tAN tiLi TEL 001 .0070VENUE NE.aEAX:120 WA 0000i S11465 JUNE 94 EXHIBIT '8' TEL�100T 000d070 0010 Ito, A 00070 c N X I.. et N a N N \Z ---------- --� W �\1%`� E W r �\ F- I I N I 1 \ n N • a • e) r ' I ��00 I • ,� 1":100' N i 0 I 4 I, 1 \ W V J ��[1 Q SEWER ~ ` 1 'ENT N89'S0'Ol SOW I • J.—�— 363.83' ; _ `- -- ---- N47"03'43"E L 1 j 9� 0 15.00' SEWER •• 09' 0�` to EASEMENT :: 0,1, 0 \ Q 0 p 1`-0�0' Ix i Q N� P A 4-C)e H W C BEST s Q H to *O v• N in 41 V d �'x OOWL t+�8,7-G ci • NO I N • •A• SANITARY SEWER EASEMENT A CAA*CAA* .f YOWL. ...........w WZ TEL SOOT" 11.307T«E.NEAT 110 WA°'°" S11465 MAY 94 EXHIBIT MAP TEL 11001 000•M70 EAM'.1I0N 00E•Mro PREPARED FOR RMM CORPORATION Douglas S. Lynne Staff Engineer -t�o�w�s��1� \ Kyle R.Campb E. Manager of Ge ec nic w` e e " NAB. ' GEOTECHNICAL ENGINEERING STUDY PROPOSED CUCINA-CUCINA RESTAURANT SOUTH 316TH STREET FEDERAL WAY, WASHINGTON E-6324 October 14, 1993 Earth Consultants, Inc. 1805 - 136th Place Northeast, Suite 101 Bellevue, Washington 98005 (206) 643-3780 RECEIVED 222 East 26th Street, Suite 103 Tacoma, Washington 98411-9998 O C T 14 1993 (206) 272-6608 LANCE MUELLER &ASSOC. A ! Yt, Earth Consultants Inc. I`/ i/ \, Geotechnical Engineers.Geologists&Environmental Scientists October 14, 1993 E-6324 RMM Corporation c/o Lance Mueller and Associates 130 Lakeside, Suite 250 Seattle, Washington 98122 Attention: Mr. Richard M. McKay Dear Mr. McKay: We are pleased to submit our report titled "Geotechnical Engineering Study, Proposed Cucina-Cucina Restaurant, Federal Way, Washington." This report presents the results of our field exploration, selective laboratory tests, and engineering analysis, as well as geotechnically related recommendations for the proposed site development. The purpose and scope of our study was outlined in our August 30, 1993 proposal. Based on the subsurface conditions encountered at the above referenced site, it is our opinion that the proposed restaurant may be supported by shallow spread footings provided that the recommendations contained in this report are incorporated into the construction specifications. If you or your consultants have any questions about the content of this report, or if we can be of further assistance, please call. Respectfully submitted, EARTH CONSULTANTS, INC. Kyle R. Campbell, P. E. Manager of Geotechnical Services DSL/KRC/kml (8324GES.Rpt) 1805.136th Place N.E., Suite 201, Bellevue,Washington 98005 222 E.26th Street, Suite 103,Tacoma, Washington 98421.9998 Bellevue(206)643.3780 Seattle(206)464-1584 FAX(206)746.0860 Tacoma(206)272-6608 TABLE OF CONTENTS E-6324 PAGE • INTRODUCTION 1 General 1 Project Description 1 SITE CONDITIONS 2 Surface 2 Subsurface 2 Groundwater 3 Laboratory Testing 3 DISCUSSION AND RECOMMENDATIONS 4 General 4 Site Preparation and Grading 4 Foundations 6 Slab-on-Grade Floors 7 Seismic Design Considerations 7 Lateral Resistance 8 Excavations and Slopes 8 Site Drainage 9 Utility Support and Backfill 10 Pavement Areas 11 LIMITATIONS 12 Additional Services 12 APPENDICES Appendix A Field Exploration Appendix B Laboratory Testing ILLUSTRATIONS Plate 1 Vicinity Map Plate 2 Test Pit Location Plan Plate 3 Typical Utility Trench Backfill Plate Al Legend Plates A2 through All Test Pit Logs Plate B1 Grain Size Analysis Earth Conaukanta,Inc. GEOTECHNICAL ENGINEERING STUDY PROPOSED CUCINA-CUCINA RESTAURANT FEDERAL WAY, WASHINGTON E-6324 INTRODUCTION General This report presents the results of the geotechnical engineering study for the proposed Cucina-Cucina Restaurant, Federal Way, Washington. The general location of the site is shown on the Vicinity Map, Plate 1. The purpose of this study was to explore the subsurface conditions at the site and, based on the conditions encountered,to provide geotechnical recommendations for the proposed site development. Project Description At the time our study was performed, the site, proposed structure, and exploratory locations were approximately as shown on the Test Pit Location Plan, Plate 2. Based on the preliminary plans provided to us, we understand that the site is to be developed with a one-level restaurant in the northern third of the parcel. The remainder of the area is to be asphalt paved parking areas and landscaping areas. Structural loading is anticipated to fall within the following ranges, including maximum dead plus live loads: • Wall footings - 2-3 kips per lineal foot • Maximum column loads - 50 kips • Slab loads - 150 pounds per square foot (psf) If the above design criteria are incorrect or change, we should be consulted to review the recommendations contained in this report. In any case, ECI should be retained to perform a general review of the final construction design. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY RMM Corporation c/o Lance Mueller and Associates E-6324 October 14, 1993 Page 2 SITE CONDITIONS Surface The site of the proposed facility is located on South 316th Street, Federal Way, Washington (see Plate 1, Vicinity Map). The rectangular shaped parcel encompasses about two and one-quarter (2.25) acres. The site is bounded to the north by South 316th Street, to the east by a SILO retail outlet, to the south by single-level retail structures and to the west by a movie theater. A gentle gradient slopes down to the South. There is a thirty-two (32) foot drop in elevation from north to south. Vegetative cover of the site consists of thin grasses and a few scattered shrubs. Subsurface The site was explored by excavating ten test pits at the approximate locations shown on Plate 2. Detailed descriptions of the conditions encountered at each location explored are presented on the test pit logs, Plates A2 through A11 . A description of the field exploration methods is included in Appendix A. Below is a generalized description of the subsurface conditions encountered. In general, the test pits encountered two to five feet of fill soil consisting of medium dense to dense, brown silty gravel with sand and silty sand with gravel (Unified Soil Classification GM and SM). Beneath the fill, glacial till consisting of dense to very dense, brown silty gravel with sand (Unified Soil Classification GM) was encountered. The glacial till extended to the maximum exploration depth of nine feet. A minor amount of organic debris (grass, roots, and wood) was encountered throughout the fill. Earth Consukants, Inc. GEOTECHNICAL ENGINEERING STUDY RMM Corporation c/o Lance Mueller and Associates E-6324 October 14, 1993 Page 3 Groundwater Groundwater seepage was not observed in any of the test pits during the time our site study was performed. It is important to note that groundwater seepage is not constant; thus, one may expect fluctuations in the volume and location depending on the season, amount of rainfall, surface water runoff, and other factors. Generally, groundwater seepage is greater during the wetter winter months (typically October through May). Groundwater seepage is not expected to have a significant impact on construction unless the site is developed during periods of heavy precipitation. Laboratory Testing Laboratory tests were conducted on several representative soil samples to verify or modify the field soil classification of the units encountered and to evaluate the general physical properties and engineering characteristics of the soils encountered. Visual classifications were supplemented by index tests, such as sieve analysis, and by moisture content tests on representative samples. The results of laboratory tests performed on specific samples are provided either at the appropriate sample depth on the individual test pit log or on a separate data sheet contained in Appendix B. However, it is important to note that these test results may not accurately represent the overall in-situ soil conditions; our geotechnical recommendations are based on our interpretation of these test results. The soil samples for this project will be discarded after a period of sixty (60) days following completion of this report, unless we are otherwise directed in writing. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY RMM Corporation c/o Lance Mueller and Associates E-6324 October 14, 1993 Page 4 DISCUSSION AND RECOMMENDATIONS General Based on the results of our study, it is our opinion that the site can be developed generally as planned provided the recommendations contained in this report are incorporated into the final design. In our opinion, the proposed restaurant may be supported on spread footings bearing on existing competent fill or the underlying dense to very dense, gray silty gravel with sand (glacial till). Some overexcavation of the existing fill soil may be necessary depending on the actual conditions exposed in the foundation excavations. These and other geotechnically related aspects of the project are discussed in the following sections of this report. This report has been prepared for specific application to this project only and in a manner consistent with that level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area for the exclusive use of the RMM Corporation and their representatives. No warranty is expressed or implied. It is recommended that this report, in its entirety, be included in the project contract documents for the information of the contractor. Site Prenaration and Grading Construction areas should be stripped and cleared of all existing vegetation, and any other deleterious materials: Stripped organic materials should not be mixed with any soils to be used as structural fill. Following the stripping and clearing procedures, the earthwork operations can commence to provide the design grades. Surfaces where fill or foundations are to be placed should be proofrolled. All proofrolling should be performed under the observation of a representative of ECI. Soil in any loose or soft areas, if recompacted and still excessively yielding, should be overexcavated and replaced with structural fill to a depth that will provide a stable base. Earth Consukants, Inc. GEOTECHNICAL ENGINEERING STUDY RMM Corporation c/o Lance Mueller and Associates E-6324 October 14, 1993 Page 5 The soils exposed in our test pits are moisture sensitive due to their relatively high fines content. As such, in an exposed condition they will become disturbed from normal construction activity especially when in a wet or saturated condition. Once disturbed, and in a wet condition, they will be unsuitable for support of foundations or pavements. Therefore, during construction where these soils are exposed and will support new structures, care must be exercised not to disturb their condition. If disturbed conditions develop, the affected soils must be removed and replaced with a structural fill. The depth of removal will be dependent on the level of disturbance developed during construction. Structural fill is defined as any compacted fill placed under foundations, roadways, slabs, pavements, or any other load-bearing areas. Structural fill under foundations should be placed in horizontal lifts not exceeding twelve (12) inches in loose thickness and compacted to a minimum 95 percent of its maximum dry density in accordance with ASTM Test Designation D-1557-78 (Modified Proctor). The fill materials should be placed at or near the optimum moisture content. Fill under pavements and walks should also be placed in horizontal lifts and compacted to 90 percent of maximum density, except for the top twelve (12) inches which should be compacted to 95 percent of maximum density. Laboratory tests indicate the majority of soil expected to be exposed in excavations has in excess of 24 percent fines and a natural moisture content ranging from 4 to 8 percent. Due to the natural moisture content, which appears to be below the optimum, it is our opinion this soil would be suitable for use as a structural fill in its present condition. Any organic material present in the soil must be removed if it is to be used as structural fill. It may be necessary to add water to some of the dryer soils to allow compaction to the specified levels. If the moisture content rises to above optimum, soil from excavations would not be suitable for use as structural fill. Earth Consultants. Inc. GEOTECHNICAL ENGINEERING STUDY RMM Corporation c/o Lance Mueller and Associates E-6324 October 14, 1993 Page 6 Structural fill which is to be placed in wet weather should consist of a granular material with a maximum size of three inches and no more than 5 percent fines passing the No. 200 sieve, based on the minus 3/4-inch fraction. During dry weather, most compactible non-organic soil can be used as structural fill. It is recommended that any structural fill planned for on site use be submitted for approval prior to import. Foundations Based on the encountered subsurface soil conditions, preliminary design criteria, and assuming compliance with the preceding "Site Preparation and Grading" section, the proposed restaurant may be supported on existing competent fill or glacial till. Overexcavation of the existing fill may be necessary should loose soil conditions be encountered, or if a significant amount of organic material is exposed in foundation excavations. A determination regarding overexcavation must be made at the time the foundation excavations are made. Foundations may be designed for an allowable bearing capacity of 2,500 pounds per square foot (psf) when bearing on the medium dense silty gravel. The above allowable bearing values are for dead plus live loads and may be increased one-third for combined dead, live, wind, and seismic forces. It is estimated that total and differential settlements for the relatively light structures will be approximately one-half and one-quarter inch, respectively. It is recommended that all footing excavations be observed by a representative of ECI, prior to placing forms or rebar, to verify that exposed soil conditions are as anticipated in this report, and/or provide suitable modifications in the design, as required. The majority of the anticipated settlement should occur during construction as the dead loads are applied. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY RMM Corporation c/o Lance Mueller and Associates E-6324 October 14, 1993 Page 7 Slab-on-Grade Floors Slab-on-grade floors may be supported on existing competent fill, new structural fill, or on dense native soil. Should loose soil be present at the slab subgrade elevation, it should be compacted to the requirements of structural fill. Any disturbed subgrade soil must either be re-compacted or replaced with structural fill. Slab-on-grade floors should be designed by the structural engineer based on the anticipated loading and the subgrade support characteristics. A modulus of vertical subgrade reaction of three hundred (300) pounds per cubic inch (pci) may be used for design. The slab should be provided with a minimum of four inches of free-draining sand or gravel. In areas where slab moisture is undesirable, a vapor barrier such as a 6-mil plastic membrane may be placed beneath the slab. Two inches of damp sand may be placed over the membrane for protection during construction and to aid in curing of the concrete. Seismic Design Considerations The Puget Sound region is classified as Zone 3 by the Uniform Building Code (UBC). The largest earthquakes in the Puget Sound region have been subcrustal events, ranging in depth from 50 to 70 kilometers. Such deep events have exhibited no surface faulting. The UBC earthquake regulations contain a static force procedure and a dynamic force procedure for design base shear calculations. Based on the encountered soil conditions, it is our opinion that a site coefficient of 1.2 should be used for the static force procedure, as outlined in Section 2334 of the 1991 UBC. For the dynamic force procedure outlined in Section 2335 of the 1991 UBC, the curve for Rock and Stiff Soils (soil type 1) should be used on Figure 23-3, Normalized Response Spectra Shapes. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY RMM Corporation c/o Lance Mueller and Associates E-6324 October 14, 1993 Page 8 Liquefaction is a phenomenon in which soils lose all shear strength for short periods of time during an earthquake. The effects of liquefaction may be large total and/or differential settlement for structures with foundations founded in the liquefying soils. Groundshaking of sufficient duration results in the loss of grain to grain contact and rapid increase in pore water pressure, causing the soil to behave as a fluid for short periods of time. To have potential for liquefaction, a soil must be cohesionless with a grain size distribution of a specified range (generally sands and silt); it must be loose to medium-dense; it must be below the groundwater table; and it must be subject to sufficient magnitude and duration of groundshaking. Based on the subsurface information obtained during our field exploration, it is our opinion that the liquefaction potential at the site is negligible due to the relative high density of the soils encountered and the absence of a groundwater table. Lateral Resistance An allowable passive pressure value against the sides of foundation slabs or other subsurface foundation elements of three hundred (300) psf per foot of depth may be used for design. In order to fully mobilize the passive pressure, the foundations must be poured "neat" against the adjacent soil or the foundation excavation must be backfilled with structural fill. Friction between the base of foundations and the underlying soil may be assumed to be 40 percent of the dead load. The friction and passive pressure design values include a factor of safety of 1 .5. Excavations and Slopes You should be aware that in no case should the excavation slopes be greater than the limits specified in local, state and federal safety regulations. As described in the current Occupational Safety and Health Administration (OSHA) regulations, the existing fill would classify as a Type "C" and the underlying glacial till would be Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY RMM Corporation E-6324 c/o Lance Mueller and Associates Page 9 October 14, 1993 classified as type "A". Therefore temporary cuts greater than four feet in height, should be sloped at an inclination no steeper than 1.5H:1V in the fill and 3/4H:1V in the underlying till. If slopes of this inclination, or flatter, cannot be constructed, or if excavations greater than twenty (20) feet in depth are required, temporary shoring may be necessary. This shoring would help protect against slope or excavation collapse, and would provide protection to workmen in the excavation. If temporary shoring is required,we will be available to provide shoring design criteria, if requested. All permanent slopes should be inclined no greater than 2H:1V. If this inclination cannot be maintained, we should be contacted to review the design and construction criteria. We also recommend that all cut slopes be examined by Earth Consultants, Inc. during excavation to verify that conditions are as anticipated. Supplementary recommendations can then be developed, if needed,to improve the stability, including flattening of slopes or installation of drainage. In any case, water should not be allowed to flow uncontrolled over the top of any slopes. The above information has been provided solely as a service to our client. Under no circumstances should the above information be interpreted to mean that this office is assuming responsibility for construction site safety or the contractor's activities; such responsibility is not being implied and should not be inferred. Site Drainage Groundwater seepage was not encountered in any of the test pits during the time our site study was performed. It does not appear that groundwater levels will present any construction related problems while excavating the foundations. However, if groundwater seepage is encountered in any excavations during construction, the bottom of the excavation should be sloped to one or more shallow sump pits. The collected water can then be pumped from these pits to a positive and permanent discharge, such as a nearby storm drain. Depending on the magnitude of such seepage, it may also be necessary to interconnect the sump pits by a system of Earth Consultants, Inc. • GEOTECHNICAL ENGINEERING STUDY RMM Corporation c/o Lance Mueller and Associates E-6324 October 14, 1993 Page 10 connector trenches. It is recommended that the appropriate locations of subsurface drains, if needed, be established during grading operations by this office, at which time the seepage areas, if present, may be more clearly defined. The site should be graded such that surface water is directed off the site. Water should not be allowed to stand in any area where structures, slabs or driveways are to be constructed. During construction, loose surfaces should be sealed at night by compacting the surface to reduce the potential for moisture infiltration into the soils. Final site grades should allow for drainage away from the structure's foundations. The ground should be sloped at a gradient of three percent for a distance of at least ten feet away from the structures in landscape areas. Footing drains should be installed around the perimeter of the building at or just below the invert of the footing with a gradient sufficient to initiate flow. Under no circumstances should roof downspout drain lines be connected to the footing drain system. Cleanouts should be installed at several accessible locations to allow for the periodic maintenance of the footing drain and downspout tightline systems. Utility Support and Backfill Based on the soil conditions encountered, the soils expected to be exposed by utility excavations should provide adequate support for utilities. Utility trench backfill is a major concern in preventing settlement along utility alignments, particularly in pavement areas. It is important that each section of utility line be adequately supported in the bedding material. The material should be hand tamped to ensure support is provided around the pipe haunches. Fill should be carefully placed and hand tamped to about twelve (12) inches above the crown of the pipe before any heavy compaction equipment is brought into use. The remainder of the trench backfill should be placed in lifts having a loose thickness of less than twelve (12) inches. A typical trench backfill section and compaction requirements for load supporting and non-load supporting areas is presented on Plate 3. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY RMM Corporation c/o Lance Mueller and Associates E-6324 October 14, 1993 Page 11 Pavement Areas The adequacy of site pavements is related in part to the condition of the underlying subgrade. To provide a properly prepared subgrade for pavements, we recommend the subgrade be treated and prepared as described in the Site Preparation of this report. This means at least the top twelve (12) inches of the subgrade should be compacted to 95 percent of the maximum dry density (per ASTM 1557-78). It is possible that some localized areas of soft, wet or unstable subgrade may still exist after this process. Therefore, a greater thickness of structural fill or crushed rock may be needed to stabilize these localized areas. We recommend the following pavement section for lightly loaded areas: • Two inches of Asphalt Concrete (AC) over four inches of Crushed Rock Base (CRB) material, or • Two inches of AC over three inches of Asphalt Treated Base (ATB) material. Heavier truck-traffic areas will require thicker sections depending upon site usage, pavement life and site traffic. As a general rule, you may consider for truck-trafficked areas the following sections: • Three inches of AC over six inches of CRB, or • Three inches of AC over four inches of ATB. Asphalt Concrete (AC), Asphalt Treated Base (ATB), and Crushed Rock Base (CRB) materials should conform to WSDOT specifications. All rock base should be compacted to at least 95 percent of the ASTM D-1557-78 laboratory test standard. It should be noted that parking stall pavement sections assume no truck traffic. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY RMM Corporation c/o Lance Mueller and Associates E-6324 October 14, 1993 Page 12 LIMITATIONS Our recommendations and conclusions are based on the site materials observed, selective laboratory testing and engineering analyses, the design information provided to us by you, and our experience and engineering judgement. The conclusions and recommendations are professional opinions derived in a manner consistent with that level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area. No warranty is expressed or implied. The recommendations submitted in this report are based upon the data obtained from the test pits. Soil and groundwater conditions between test pits may vary from those encountered. The nature and extent of variations between our exploratory locations may not become evident until construction. If variations do appear, ECI should be requested to re-evaluate the recommendations of this report and to modify or verify them in writing prior to proceeding with the construction. Additional Services This office will be available to provide consultation services relating to review of the final design and specifications to verify that our recommendations have been properly interpreted and implemented in the approved construction plans and specifications. In addition, it is suggested that this office be retained to provide geotechnical services during construction to observe compliance with the design concepts and project specifications, and to allow design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. It should be noted that it is generally in the best interests of the owner/client to maintain the same Soils Engineer during construction in order to obtain the project objective, with optimum quality control. Earth Consultants. Inc. 3-Q- Yid K 1r` '< 3$3TH 1 ' 1 ' I I D rl� `: < <L ° i-• s 14 • SITE LOCATION . 316TH~ 40 _ C S <• S < 1 TH .•:.',. ST a S • .i•�S3'6TH. '' T 316TH ST NSI CONT■ ,i17TH PL < d3 316TH Pl E S�17TH ST „, � _ I '�T S 317TH ST `FS� a 5� 317THST- 3 Vl y d y N �� -; 0 S 3111TH<I , g N `A 0 IIA 0:1' I- O O s Fi4 F R e1`•� = ISEA TACI i R ST A U i m S11320THSTI VILLAGE YP�..p, 3 1.4 ` C� •NOSP •1ST'MO pSTff t m I . S '• INIIII11IIIIIIIIIIIIi - .ss t , . 4, 324 TNOAt OEPrOF ira iiui: iim3ii' h•.r. ; , bCENS/NG a PARK y S ,,S32STH ST ? a r�i� __- _ �r I R/Of _ 324111 r bqH ST 4, '% N N .7' y CT S 57sT n o 44q Q - , ,,,� :.. ,)Y Pl. tillg , f-:•- q y S 1!_ ej. s ..,i.ST tt E . I Y 3VTN I T- �S� 1 ,ct- aw lit; K =�P( SA� • r ^^ roe sr O •r;. ( 1 >, , tor 4 I ST Jy 4 t I ' a G S C� FJy' 1 a > r ' ..., s 7 y 501. a y •< < 4, may` �pQO9 7y S N> ,2Lu•H ^0),, I -'rY • 'l L ' N = 1 S V) ,3R0 y<v . S S s� ` �Q�.? �\i <<t. �' u I t S 336TH ST I S I 336TH ST J ` 16 c ! 1 H 1i N 0 KITTS S 336THW.",CIR y S pgTH S t•// ,,, 1�, till 1ST CIA L , I F .NER i /l iR ,y �.,�r r I < H S r i , I r i y 1` I ; I t P� `e S jisrL__ ; i 1 'i I i ,`a� ,s 3aRo ST I H/ / 1 t •34# ��PO S 341TH I ST •'' ;• �i ...:_tillii fit -� el, 1N d 21.. ', �� ;r.� T 4 , y4%> t I ' �,► ' h f, ST JOSEPHNCY �8 3gTH PAL~ y I 1 348TH ST NOSP I TH ST_ �tS il I y� / NI•" Nr y ST H I I ell < s I A» S _< 34sTH ST Cr Reference: M King County/ Map 60 By Thomas Brothers Maps Dated 1990 1 e0,� -0.. 44k v Vicinity Map a? Earth Consultants Inc. Proposed Cucina-Cucina Restaurant ��i PU l,„,,, eotec3nlcel Engineers,Geologists l Environmental Scientists Federal Way, Washington Proj. No. 6324 I Drwn. GLS I Date Oct. '93 Checked DL I Date 10/12/93 I Plate 1 Existing Theater RTE)430 435 440 1443 1\ TP-7 MP Ode a ' U Approximate Scale 0 30 60 120ft. TP-9 W -e- TP-51 TP-2�_ CC ' 9 Existing Ditch \ I TP-6 TP-3 , = LEGEND -�- -�- M -\,. US TP-1 -:- Approximate Location of TP-10 TP-4 -II- i ECI Test Pit, Proj. No. -�- _i_ I I Service TP-1 E-6324, Oct. 1993 TP$ Enclosure Proposed Building .ii \ J n r __ I ( 430 .35 4 443 Existing Silo Reference: Preliminary Site Plan By Lance Mueller&Assoc. Dated 9/22/93 I. 1 :r ��ii Test Pit Location Plan wri,� �, Earth Consultants Inc. Proposed Cucina-Cucina Restaurant (tiff`1i / tnawa�i■dial Engineers.Geologists a Fi wirnsal Scientists Federal Way, Washington Proj No. 6324 I Drwn. GLS I Date Oct. '93 Checked DL I Date 10/12/93 I Plate 2 Non-Load Supporting Floor Slab or Areas Roadwa Areas Li. . •� ' °• o',..o o • ° Varies dy i�r" �{r.•F'rg rYY i O••° . 95 • 1 Fo ot Mini mum im m 5� u Backfill Varies t>� ri `�y7i %Bedding O� a.0 .'obs'°° ; aC • Vane s OQ?. ' Oo •� opo• O i O .00o4,so o•.-0�a ' �n oe_.o•AL on pfl oo0r�.6'•:oa o'o o•a LEGEND: .-4 r n:�r Asphalt or Concrete Pavement or Concrete Floor Slab '�,`:-tea�,' `_.•u�2; 2 0•a �o•• •• o, •,o• Base Material or Base Rock ti Backfill; Compacted On.-Site Soil or Imported Select Fill • Material as Described in.the Site Preparation of the General Earthwork Section.of the Attached Report Text. • 95 Minimum Percentage of Maximum Laboratory Dry Density as Determined by ASTM Test Method D 1557-78 (Modified Proctor), Unless Otherwise Specified in the Attached Report Text. Bedding Material; Material Type Depends on Type of Pipe and °a0•O°(j Laying Conditions. Bedding Should Conform to the Manufacturers Recommendations for the Type of Pipe Selected. �i��" E:1� ��► y, • '' TYPICAL UTIUTY TRENCH FILL Earth Consultants InC. PROPOSED CUCINA-CUCINA RESTAURANT +� ' FEDERAL WAY, WASHINGTON Proj. No. 6324 I Drwn. GLS I Date Oct'93 Checked DSL I Date 10/12/93 [Plate 3 APPENDIX A E-6324 FIELD EXPLORATION Our field exploration was performed on October 4, 1993. The subsurface conditions at the site were explored by excavating ten test pits to a maximum depth of nine feet below the existing ground surface. The test pits were excavated by WT Services using a rubber tire backhoe. The approximate test pit locations were determined by pacing from existing property corners. The locations of the test pits should be considered accurate only to the degree implied by the method used. These approximate locations are shown on the Test Pit Location Plan, Plate 2. The field exploration was continuously monitored by an engineer from our firm, who classified the soils encountered and maintained a log of each test pit, obtained representative samples, and observed pertinent site features. All samples were visually classified in accordance with the Unified Soil Classification System which is presented on Plate Al, Legend. Logs of the test pits are presented in the Appendix on Plates A2 through A11. The final logs represent our interpretations of the field logs and the results of the laboratory tests on field samples. The strati- fication lines on the logs represent the approximate boundaries between soil types. In actuality, the transitions may be more gradual. Representative soil samples were placed in closed containers and returned to our laboratory for further examination and testing. Earth Consultants. Inc. i MAJOR DIVISIONS GRAPH LETTER TYPICAL DESCRIPTION SYMBOL SYMBOL aoo,°ciao°.s°au GW Well-Graded Gravels,Gravel-Sand Gravel o. .o..o..o: gw Mixtures,Little Or No Fines And Clean Gravels °.. o e° ° Gravelly (little or no fines) • :.: :9:'9: : GP Poorly-Graded Gravels.Gravel- Coarse Soils it.' • '• •!: gp Sand Mixtures,Little Or No Fines Grained Soils More Than GM Silty Gravels,Gravel-Sand- 50% Coarse Gravels With ar i a gm Silt Mixtures Fraction Fines(appreciable f Retained On amount of fines I /J' GC Clayey Gravels,Gravel-Sand- No.4 Sieve r gC Clay Mixtures °o°°o °° p ° SW Well-Graded Sands, Gravelly Sand And Clean Sand °°°°°°o o°p:ea*:O°°O SWSands, Little Or No Fines Sandy (little or no fines) : ' More Than •:: SP Poorly-Graded Sands, Gravelly Soils Sp Sands, Little Or No Fines 50% Material ;�:;' .;^;•••�' � Larger Than More Than SM No.200 Sieve 50% Coarse ( Sm Silty Sands, Sand-Silt Mixtures Size Sands With Fraction Fines(appreciable Passing No.4 amount of fines) SC Clayey Sands, Sand-Clay Mixtures Sieve SC 77 I NIL Inorganic Silts&Very Fine Sands.Rock Flour,Silty- ml Clayey Fine Sands;Clayey Silts w/Slight Plasticity Fine Silts Liquid Limit CL Inorganic Clays Of Low To Medium Plasticity, Grained And Less Than 50 CI Gravelly Clays, Sandy Clays. Silty Clays, Lean Soils Clays OL Organic Silts And Organic OI Silty Clays Of Low Plasticity 111,1H:11111 rDiatomaceousFireMore Than ml1 Sand Or Silty Soils 50% Material Silts Liquid Limit CH Inorganic Clays Of High Smaller Than And Greater Than 50 Ch Plasticity. Fat Clays. No.200 Sieve Clays Size ////, Organic Clays Of Medium To High " '' OH Oh Plasticity, Organic Silts /////// =- -- pT Peat. Humus, Swamp Soils _:.* Highly Organic Soils pt With High Organic Contents Topsoil w�:,.0 '4. '"„r Humus And Duff Layer �•j•�•�•�•�•��Fill • Highly Variable Constituents I The discussion in the text of this report is necessary for a proper understanding of the nature of the material presented in the attached logs. DUAL SYMBOLS are used to indicate borderline soil classification.UPPER CASE LETTER SYMBOLS designate sample classifications based upon laboratory testing; LOWER CASE LETTER SYMBOLS designate classifications not verified by laboratory testing. C TORVANE READING,tsf I 2"O.D.SPUR SPOON SAMPLER qu PENETROMETER READING,tsf W MOISTURE,%dry weight 11 24"I.D.RING OR SHELBY TUBE SAMPLER P SAMPLER PUSHED * SAMPLE NOT RECOVERED i WATER OBSERVATION WELL pcf DRY DENSITY,lbs.per cubic ft. LL LIQUID UMIT,% 2 DEPTH OF ENCOUNTERED GROUNDWATER PI PLASTIC INDEX DURING EXCAVATION Y SUBSEQUENT GROUNDWATER LEVEL W/DATE (N. LEGEND �,0 ) Earth Consultants Inc. ...........s.0.................tianifutrouYN.It*St Ml:As Proj. No6324 I Date Oct'93 'Plate Al Test Pit Log Project Name: Sheet of Proposed Cucina-Cuina Restaurant 1 1 Job No.: Logged by: Date: 'Test Pit No: 6324 I Doug Lynne I 10/4/93 TP— 1 Excavation Contractor: Ground Surface Elevation: WT Services Notes: 2- 1 U)c Surface Conditions: Bare (% $) dai CC E U F. 00 0 (5) q) . 4� SM FILL: Brown silty SAND with gravel, dense, moist .6•* • • 7.6 *,*.•: 2 - organics at 2 feet (grass and rootlets) 15.1 ml Gray sandy SILT, medium dense, moist to wet 3 — 4 7.8 5 - 6 5 - 6 - 7 - 8 --- 9 Test pit terminated at 9 feet below existing grade. 10 No groundwater seepage encountered during excavation. 11 12 13 — 14 — 15 — 16 17 — 18 — 19 — ,,,, , E,�. ,,,►, Test Pit Log '1If r` 4 I Earth Consultants Inc. PROPOSED CUCINA-CUCINA RESTAURANT II1 \ l�/ \1r�/ +E^ � FEDERAL WAY, WASHINGTON Proj. No. 6324 I Dwn. GSL I Date Oct'93 Checked DSL I Date 10/12/93 I Plate A2 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole.modified by engineering tests.analysis and judgment.They are not necessarily representative of other times and locations.We cannot accept responsibility for the use of interpretation by others of information presented on this log. Test Pit Log Project Name: Sheet of Proposed Cucina-Cucina Restaurant 1 1 Job No.: I Logged by: Date: Test Pit No: 6324 Doug Lynne 10/4/93 TP-2 Excavation Contractor: Ground Surface Elevation: WT Services Notes: w - °' cn c Surface Conditions: Bare (%) $ o°°'" Em rn �. Cl) =� • gm Brown silty GRAVEL with sand, dense, dry to moist 1 12.2 1 I � rt 2 I -��___ 3 ML Gray sandy SILT, dense to very dense, moist to wet 15.7 4 5 6 — 14.9 7 8 9 Test pit terminated at 8.5 feet below existing grade. No groundwater seepage encountered during excavation. 10 11 — I 1 12 — • 13 — 14 15 — 16 17 — 18 19 - i ,,,,,, �,�. ,��, Test Pit Log ,I, a, Earth Consultants Inc. PROPOSED CUCINA-CUCINA RESTAURANT \milli L o/\rr j &� FEDERAL WAY, WASHINGTON Proj. No. 6324 I Dwn. GLS I Date Oct'93 Checked DSL I Date 10/12/93 I Plate A3 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole,modified by engineering tests,analysis and judgment.They are not necessarily representative of other times and locations.We cannot accept responsibility for the use of interpretation by others of information presented on this log. Test Pit Log Project Name: Sheet of Proposed Cucina-Cucina Restaurant 1 1 Job No.: Logged by: Date: Test Pit No: ��- 6324 I Doug Lynne I 10/4/93 3 Excavation Contractor: Ground Surface Elevation: WT Services Notes: w t .c a cn-6 Surface Conditions: Bare (%) m>. w I-L E cUn i. c70 0 con =1n sm Brown silty SAND with gravel, dense, dry to moist 7.6:....,::: f::::«: 2 •• sm Gray silty SAND with gravel, very dense, moist 7.2:: ...,.. - boulder Test pit terminated at 4 feet below existing grade. 5 No groundwater seepage encountered during excavation. 6 . 7 8 9 10 11 12 — 13 14 — 15 16 17 — 18 — 19 — ,,,,' �;v ,,,i, Test Pit Log 1� 111 �n I I Earth Consultants Inc. PROPOSED CUCINA-CUCINA RESTAURANT ''l/ 1 1r Geoecncett ts•� to FEDERAL WAY, WASHINGTON Proj.No. 6324 I Dwn. GLS I Date Oct'93 Checked DSL I Date 10/12/93 I Plate A4 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole.modified by engineering tests.analysis and judgment.They are not necessarily representative of other times and locations.We cannot accept responsibility for the use of interpretation by others of information presented on this log. Test Pit Log • Project Name: Sheet of Proposed Cucina-Cucina Restaurant 1 1 Job No.: Logged by: Date: Test Pit No: ��-� 6324 Doug Lynne 10/4/93 Excavation Contractor: Ground Surface Elevation: WT Services Notes: ws m0. fn o Surface Conditions: Bare (o tryt> °'" E ( ( cf) FILL: Brown silty GRAVEL with sand, dense, dry 3.2 1 — 2 — - becomes moist 5.8 - organics at 2.5 feet (grass and rootlets) sm/ Dark brown silty SAND/sandy SILT, medium dense, moist 24.9 :: 3 ml to wet 4 — - woody roots 775,44, sm Gray silty SAND with gravel, dense to very dense, moist .•; /.: 6 9.0 8 — • Test pit terminated at 9 feet below existing grade. No groundwater seepage encountered during excavation. 10 11 — 12 13 14 15 — 16 — 17 — 18 13 — Test Pit Log 614:1(e-I:iijil � Earth Consultants Inc. PROPOSED CUCINA-CUCINA RESTAURANT \IIOil \ 1I/\1tT GOO1O " f Geologists e • `� FEDERAL WAY, WASHINGTON Proj. No. 6324 I Dwn. GLS I Date Oct'93 Checked DSL I Date 10/12/93 I Plate AS Subsurface conditions depicted represent our observations at the time and location of this exploratory hole.modified by engineering tests.analysis and judgment.They are not necessarily representative of other times and locations.We cannot accept responsibility for the use of interpretation by others of information presented on this log. Test Pit Log Project Name: Sheet of Proposed Cucina-Cucina Restaurant 1 1 Job No.: Logged by: Date: Test Pit No: 6324 I Doug Lynne I 10/4/93 TP-5 Excavation Contractor: Ground Surface Elevation: WT SErvices Notes: w 2 c 0. v 72 Surface Conditions: Bare (%) c�v� "tom `° C '' o N mq) •♦�♦�Q gm FILL: Brown silty GRAVEL with sand, dense, dry 2.64 ♦♦♦♦ 1 — ♦�♦�♦�♦ ♦♦♦♦♦♦ 2 • �•� GM FILL: Gray silty GRAVEL with sand, dense, moist • ii • ♦i♦ 3 • ♦•♦♦ 4 — ♦♦♦ �� - organics (woody debris) 5 ::i gp/ Brown poorly graded GRAVEL with sand, dense, moist X; gm 6 — 8.2 i tr• •.i 8 8.3yr• ::i ,.• 9 Test pit terminated at 9 feet below existing grade. 10 No groundwater seepage encountered during excavation. 11 — 12 13 14 15 — 16 — 17 — 18 19 ,,,,`hi,/ ,v ,,4k, Test Pit Log Ohl( `a, Earth Consultants Inc. PROPOSED CUCINA-CUCINA RESTAURANT wfili Mv'r/ Ci0Oechher"Engineers. • FEDERAL WAY, WASHINGTON Proj.No. 6324 I Dwn. GLS I Date Oct'93 Checked DSL I Date 10/12/93 I Plate A6 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole,modified by engineering tests,analysis and judgment.They are not necessarily representative of other times and locations.We cannot accept responsibility for the use of interpretation by others of information presented on this log. Test Pit Log Project Name: Sheet of Proposed Cucina-Cucina Restaurant 1 1 Job No.: I Logged by: I Date: Test Pit No: ��-� _ 6324 Doug Lynne 10/4/93 Excavation Contractor: Ground Surface Elevation: WT SERvices Notes: w 2- t 82 Surface Conditions: Bare (%) 1 e$ m'I E cn >. 0 co c' (7) (I) •�♦♦ gm FILL: Brown silty GRAVEL with sand, dry dense 3.4 •••�W. 1 --- • •I 2 — gm Gray silty GRAVEL with sand, dense to very dense, moist 1 5.4 •l • 3 — • 4 Test pit terminated at 4 feet below existing grade. No groundwater seepage encountered during excavation. 5 — 6 7 8 - 9 10 — 11 i 12 — 13 14 — 15 — 16 — 17 18 — 19 — JP' 0-. 41 ll Test Pit Log y , I Earth Consultants Inc PROPOSED CUCINA-CUCINA RESTAURANT we/ Of`��/ 0O1O y +environmental Sclenslos FEDERAL WAY, WASHINGTON Proj. No. 6324 I Dwn. GLS I Date Oct r 93 Checked DSL I Date 10/12/93 I Plate A7 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole,modified by engineering tests.analysis and judgment.They are not necessarily representative of other times and locations.We cannot accept responsibility for the use of interpretation by others of information presented on this log. Test Pit Log Project Name: Sheet of Proposed Cucina-Cucina Restaurant 1 1 Job No.: I Logged by: I Date: Test Pit No: ��- 6324 Doug Lynne 10/4/93 Excavation Contractor: Ground Surface Elevation: WT Services Notes: w 12,..S. L a cn 2 Surface Conditions: Gravel drive (%) e N ail co >, o U (1) ::;:ii SM Brown silty SAND with gravel, dense, dry to moist :: 1 — 5.1 ::::::is 2 Ai. . 3 —gp/ Gray poorly graded GRAVEL with silt and sand, very '! gm dense, moist i. i 5.2 •! , 4 — i:• • '• 5 Test pit terminated at 5 feet below existing grade. 6 _, No groundwater seepage encountered during excavation. 7 - 8 9 10 — 11 12 — 13 14 — 15 16 — 17 — 18 — 19 — le, .01V. 441, 411)1/1(.1-01) • Test Pit Log Earth Consultants Inc. PROPOSED CUCINA-CUCINA RESTAURANT �IY ceorectrrcy Firma a&wwrnaraf saa>ms FEDERAL WAY, WASHINGTON Proj. No. 6324 I Dwn. GLS I Date Oct'93 j Checked DSL I Date 10/12/93 I Plate A8 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole,modified by engineering tests,analysis and judgment.They are not necessarily representative of other times and locations.We cannot accept responsibility for the use of interpretation by others of information presented on this log. Test Pit Log Project Name: Sheet of Proposed Cucina-Cucina Restaurant 1 1 Job No.: I Logged by: I Date: Test Pit No: ��-� 6324 Doug Lynne 10/4/93 Excavation Contractor: Ground Surface Elevation: WT Services Notes: w 2-$ m u .c °' rn c Surface Conditions: (%) P ' E to �. /o 0 to +•� gm Brown silty GRAVEL with sand, dense, dry • • • 1 - 4.2 • • • t�• 2 .0 gp/ Gray poorly graded GRAVEL with silt and sand, dense, :0 gm moist i• ' 3 — .# .0 4 •. • 5.3 •' • 5 Test pit terminated at 5 feet below existing grade. 6 No groundwater seepage encountered during excavation. 7 8 9 — 10 11 12 — 13 — 14 — 15 — 16 17 — 1 18 — 19 — ,,,,, �,�. ,,�, Test Pit Log j ��/`�y a,�ljEarth Consultants� Inc. PROPOSED CUCINA-CUCINA RESTAURANT $04y z � FEDERAL WAY, WASHINGTON Proj. No. 6324 I Dwn. GLS [Date Oct'93 Checked DSL I Date 10/12/93 I Plate A9 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole,modified by engineering tests.analysis and judgment.They are not necessarily representative of other times and locations.We cannot accept responsibility for the use of interpretation by others of information presented on this log. Test Pit Log Project Name: Sheet of Proposed Cucina—Cucina Restaurant 1 1 Job No.: Logged by: Date: Test Pit No: ��-� 6324 Doug Lynne 10/4/93 Excavation Contractor: Ground Surface Elevation: WT Services Notes: o .c o Surface Conditions: Grass and shrubs � (%) rE a,u cEa cn >. C7 co •�� gm FILL: Brown silty GRAVEL with sand, medium dense, dry ♦•♦ 3.6 ,*,*• - woody debris 5.9 • • II 2 — gm Gray silty GRAVEL with sand, dense, moist • •I 3 - • ;• 4 — r 5 Test pit terminated at 5 feet below existing grade. 6 No groundwater seepge encountered during excavation. 7 - 8 9 10 11 12 13 14 — 15 — 16 — 17 — 18 19 Test Pit Log qb;i1(1-#01) Earth Consultants Inc. PROPOSED CUCINA-CUCINA RESTAURANT � wts FEDERAL WAY, WASHINGTON Proj. No.6324 I Dwn. GLS I Date Oct'93 Checked DSL I Date 10/12/93 I Plate A10 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole,modified by engineering tests,analysis and judgment.They are not necessarily representative of other times and locations.We cannot accept responsibility for the use of interpretation by others of information presented on this log. Test Pit Log Project Name: Sheet of Proposed Cucina-Cucina Restaurant 1 1 Job No.: I Logged by: I Date: Test Pit No: T�— 0 6324 Doug Lynne 10/4/93 Excavation Contractor: Ground Surface Elevation: WT Services Notes: W r 75 a cn 7) Surface Conditions: Grass and Shrub (%) A i N to r C9fn o �cn • • gm Brown silty GRAVEL with sand, medium dense, dry 3.5 • • 1 — • It: . 2 gp/ Brown poorly graded GRAVEL with silt and sand, very 4.7 !•• 3 — gm dense, moist !' ' - grades to gray .i !• I 4 .i 5 — Test pit terminated at 4.5 feet below existing grade. No groundwater seepage encountered during excavation. 6 - 7 - 8 9 10 — 11 12 — 13 14 — 15 — 16 — 17 — 18 — 19 — ,�,,, I . ,,��, Test Pit Log III >,, �� I Earth Consultants Inc. PROPOSED CUCINA-CUCINA RESTAURANT II� �/ \1r�/ �E""1O""k""� """' FEDERAL WAY, WASHINGTON Proj. No. 6324 I Dwn. GLS I Date Oct'93 Checked DSL I Date 10/12/93 I Plate All Subsurface conditions depicted represent our observations at the time and location of this exploratory hole,modified by engineering tests,analysis and judgment.They are not necessarily representative of other times and locations.We cannot accept responsibility for the use of interpretation by others of information presented on this log. PERCENT COARSER BY WEIGHT J I 1 I 1 O p e o 1 1 1 I O N e4i W 0 n 0 0 $ L00 L00' •!!HU!IIIIIIIHIIIIIIIIIIIIIIIIIIIIIIIIIIIIIHIHIIIIIIIIII 1Izoo 1111111111111111111111111111111 .tow H e N CVY a ,,00.11111111111111111111111111111111111111111111111111 VO°• o M.Z 11111I1111111111111111111111IIII111111111111111111 Q 900 uuiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii9°°• rn w N1 Boo'iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii11i1111i800 2 I—Z LC wli gi !!I!I!I111111111111111111111111111111111111111111I IIIIIIIIIIIIIIIIIIIIII . 1E ' 1111111111111111111111111 � • 1 .1111111111111111111 '■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■oilinI ■ ■ UU■ PIUIIIIIPIlIIlI ! o — =�°y1111111111111111111111 ' 11IIIII - - 0 Q °°L■■■■■■■■■■■■■■■■` ■■■■■■■■■■■'Idai�■■i1■■■■■■■■■■■■■■ W Z a to ( al H 091111111111111111/1111111111�11111�1111111111111111 Z W it 6 $ y os■■■■■■■■■■■■■■■:■■■■■■■■■rt■�:�■■ ■■■■■■■■■■■■■■■■■ u, ,. >~ g 05 ■■ E•_ 0 3 •,� +� 11111111111111111111111111111111d11111111111111111 2 — a s s 0°111111111111/111111111/111!_11P1111111111111111111: 5 a W 5 o�IIIIIIIIIli11111111111i111�11i11I11I1111111111111: 8'N g y g gEn W 9L 11111111111�/1111111�1111111111111111111111111111. 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E E N 11111111111111111111111111111111111111111111111111 1 , I ' IIIIIIIIIIIIIIHIIIIIIIIIIIIIlIIIIIIIIIIIIHhIIIO911111111111IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIWovoi °°Z ZL Si SD n t00 84 M N Og O £ 8 PERCENT FINER BY WEIGHT - — a ( iNl GRAIN SIZE ANALYSES � �) Earth Consultants inc. PROPOSED CUCINA-CUCINA RESTAURANT Ge aerhnkal Fngi�xrrs.C Lsts&Envfmronrntal sc�rnLLsls FEDERAL WAY, WASHINGTON Proj. No. 6324 I Drwn. GLS I Date Oct'93 I Checked DSL I Date 10/12/93 I Plate Bi DISTRIBUTION E-6324 4 Copies RMM Corporation c/o Lance Mueller and Associates 130 Lakeside, Suite 250 Seattle, Washington 98122 Attention: Mr. Richard M. McKay Earth Consukante. Inc. IMPORTANT INFORMATION ABOUT YOUR GEOTECHNICAL ENGINEERING REPORT More construction problems are caused by site subsur- technical engineers who then render an opinion about face conditions than any other factor. As troublesome as overall subsurface conditions, their likely reaction to subsurface problems can be, their frequency and extent proposed construction activity,and appropriate founda- have been lessened considerably in recent years,due in tion design. Even under optimal circumstances actual large measure to programs and publications of ASFE/ conditions may differ from those inferred to exist. The Association of Engineering Firms Practicing in because no geotechnical engineer, no matter how the Geosciences. qualified,and no subsurface exploration program, no The following suggestions and observations are offered matter how comprehensive,can reveal what is hidden by earth, rock and time.The actual interface between mate- to help you reduce the geotechnical-related delays, rials may be far more gradual or abrupt than a report cost-overruns and other costly headaches that can indicates.Actual conditions in areas not sampled may occur during a construction project. differ from predictions. Nothing can be done to prevent the unanticipated,but steps can be taken to help minimize their A GEOTECHNICAL ENGINEERING impact. For this reason, most experienced owners retain their REPORT IS BASED ON A UNIQUE SET geotechnical consultants through the construction stage, to iden- tify variances,conduct additional tests which may be OF PROJECT-SPECIFIC FACTORS needed,and to recommend solutions to problems A geotechnical engineering report is based on a subsur- faceencountered on site. exploration plan designed to incorporate a unique SUBSURFACE CONDITIONS set of project-specific factors.These typically include: the general nature of the structure involved, its size and CAN CHANGE configuration; the location of the structure on the site and its orientation; physical concomitants such as Subsurface conditions may be modified by constantly- access roads, parking lots,and underground utilities, changing natural forces. Because a geotechnical engi- and the level of additional risk which the dient assumed neering report is based on conditions which existed at by virtue of limitations imposed upon the exploratory the time of subsurface exploration,construction decisions program.To help avoid costly problems,consult the should not be based on a geotechnical engineering report whose geotechnical engineer to determine how any factors adequacy may have been affected by time.Speak with the geo- which change subsequent to the date of the report may technical consultant to learn if additional tests are affect its recommendations. advisable before construction starts. • Unless your consulting geotechnical engineer indicates Construction operations at or adjacent to the site and otherwise.your geotechnical engineering report should not natural events such as floods,earthquakes or ground- be used: water fluctuations may also affect subsurface conditions •When the nature of the proposed structure is and, thus, the continuing adequacy of a geotechnical changed. for example,if an office building will be report.The geotechnical engineer should be kept erected instead of a parking garage,or if a refriger- apprised of any such events,and should be consulted to ated warehouse will be built instead of an unre- determine if additional tests are necessary frigerated one: •when the size or configuration of the proposed GEOTECHNICAL SERVICES ARE structure is altered: • PERFORMED FOR SPECIFIC PURPOSES •when the location or orientation of the proposed AND PERSONS structure is modified; •when there is a change of ownership.or Geotechnical engineers' reports are prepared to meet •for application to an adjacent site. the specific needs of specific individuals.A report pre- Geotechnical engineers cannot accept responsibility for problems pared for a consulting civil engineer may not be ade- which may develop if they are not consulted after factors consid- quate for a construction contractor.or even some other ered in their report's development have changed. consulting civil engineer. Unless indicated otherwise. this report was prepared expressly for the dient involved and expressly for purposes indicated by the client. Use MOST,GEOTECHNICAL "FINDINGS" by any other persons for any purpose,or by the dient ARE PROFESSIONAL ESTIMATES for a different purpose, may result in problems. No indi- vidual other than the client should apply this report for its Site exploration identifies actual subsurface conditions intended purpose without first conferring with the geotechnical only at those points where samples are taken.when engineer. No person should apply this report for any purpose they are taken. Data derived through sampling and sub- other than that originally contemplated without first conferring sequent laboratory testing are extrapolated by geo- with the geotechnical engineer. A GEOTECHNICAL ENGINEERING der the mistaken impression that simply disdaiming re- REPORT IS SUBJECT TO sponsibility for the accuracy of subsurface information always insulates them from attendant liability. Providing MISINTERPRETATION the best available information to contractors helps pre- Costly problems can occur when other design profes- vent costly construction problems and the adversarial sionals develop their plans based on misinterpretations attitudes which aggravate them to disproportionate of a geotechnical engineering report.lb help avoid scale. these problems. the geotechnical engineer should be READ RESPONSIBILITY retained to work with other appropriate design profes- READ RESPONSIBILITY sionals to explain relevant geotechnical findings and to CLAUSES CLOSELY review the adequacy of their plans and specifications Because geotechnical engineering is based extensively relative to geotechnical issues. on judgment and opinion,it is far less exact than other design disciplines.This situation has resulted in wholly unwarranted daims being lodged against geotechnical BORING LOGS SHOULD NOT BE consultants.'lb help prevent this problem,geotechnical engineers have developed model dauses for use in writ- SEPARATED FROM THE ten transmittals.These are not exculpatory dauses ENGINEERING REPORT designed to foist geotechnical engineers'liabilities onto someone else. Rather, they are definitive dauses which Final boring logs are developed by geotechnical engi- identify where geotechnical engineers' responsibilities neers based upon their interpretation of field logs begin and end.Their use helps all parties involved rec- (assembled by site personnel)and laboratory evaluation ognize their individual responsibilities and take appro- of field samples.Only final boring logs customarily are priate action.Some of these definitive dauses are likely induded in geotechnical engineering reports.These logs to appear in your geotechnical engineering report,and should not under any circumstances be redrawn for indusion in you are encouraged to read them dosely.Your geo- architectural or other design drawings,because drafters technical engineer will be pleased to give full and frank may commit errors or omissions in the transfer process. answers to your questions. Although photographic reproduction eliminates this problem,it does nothing to minimize the possibility of OTHER STEPS YOU CAN TAKE TO contractors misinterpreting the logs during bid prepara- tion.When this occurs,delays,disputes and unantici- REDUCE RISK pated costs are the all-too-frequent result. Your consulting geotechnical engineer will be pleased to To minimize the likelihood of boring log misinterpreta- discuss other techniques which can be employed to mit- tion,give contractors ready access to the complete geotechnical igate risk. In addition,ASFE has developed a variety of engineering report prepared or authorized for their use. materials which may be beneficial.Contact ASFE for a Those who do not provide such access may proceed un- complimentary copy of its publications directory. Published by ASFE THE ASSOCIATION OF ENGINEERING FIRMS PRACTICING IN THE GEOSCIENCES 8811 Colesville Road/Suite G 106/Silver Spring, Maryland 20910/(301) 565-2733 0788/3M s� tr Federal Way Cucina! Cucina! Traffic Impact Analysis October 25, 1993 Prepared for RMM Corporation The City of Federal Way RECEIVED OCT 2 6 1993 — LANCE MUELLER&ASSOC. ISI - Transportation Solutions Inc Federal Way Cucina! Cucina! Traffic Impact Analysis October 25, 1993 Prepared for: RMM Corporation and The City of Federal Way Prepared by: Transportation Solutions, Inc. 16310 NE 80th Street Suite 100 Redmond, WA 98052 TABLE OF CONTENTS Section Page INTRODUCTION Project Location 1 Project Description 1 Study Process and Organization 1 EXISTING CONDITIONS Street Network 6 Project Accesses 8 Traffic Control 9 Traffic Volumes and Patterns 9 Traffic Analysis 9 Existing Level of Service 12 Parking 13 Transit Service 13 Planned and Programmed Street Improvements 15 Safety Conditions 15 FORECASTED CONDITIONS Non-Project Traffic Volumes 18 Project Generated Traffic Volumes 21 Traffic Analysis 25 Site Access Safety 27 Parking 28 Transit Services 28 Planned Intersections and Roadway Improvements 28 Safety Conditions 28 SUMMARY OF IMPACTS AND MITIGATION Summary of Mitigation 29 Traffic Operations 29 Traffic Safety 30 Parking 30 Transit Services 31 Mitigation 31 LIST OF FIGURES AND TABLES Page FIGURES 1 Vicinity Map 3 2 Site Plan 4 3 Street Network and Controls 7 4 Existing 1993 PM Peak Hour Volumes 10 5 Historical Accident Data 16 6 1994 Future Traffic Volumes without Project 20 7 Project Generated Traffic Volumes 23 8 1994 Future Traffic Volumes with Project 24 TABLES 1 Existing Level of Service 12 2 Summary of Historical Accident Types 17 3 Level of Services Summary 25 INTRODUCTION This report summarizes a traffic impact analysis for the proposed Cucina! Cucina! Restaurant on South 316th Street north of the Sea-Tac Mall in the City of Federal Way, Washington. This analysis presents the traffic and transportation elements of an environmental checklist for this proposal. The purposes of this analysis are to identify any traffic related impacts generated by the day to day operation of the proposed project and, where appropriate, to outline policies, programs and/or physical improvements to minimize or eliminate the effects of these impacts. Project Location The project site is located in the City of Federal Way, west of Interstate 5 (I-5) and east of State Route 99 (SR-99) in the Sea-Tac Mall Area. More specifically, the project site is located on a vacant parcel of land on South 316th Street mid-block between 20th Avenue South and 23rd Avenue South. North of the site is the Hillside Shopping Plaza, south of the site is Sea-Tac Mall, and southeast of the site is the Gateway Shopping Plaza. Figure 1 shows the approximate location of the project site on a regional vicinity map. Project Description The proposed project is a lunch/dinner restaurant with an approximate gross building area of 6,737 square feet. The proposed project will provide an on-site parking lot with 130 parking stalls. There will be three handicap designated parking spaces, 72 compact and 55 full-size parking spaces. Access into the site is to be provided by a single driveway directly off of South 316th Street. Figure 2 shows the preliminary site plan for the proposed project. Approximately 25,000 square feet of developable property on the south portion of the site remains but is not planned to be developed in the near future. Nevertheless, there is a possibility that it may be developed for office use with approximately 5,000 square feet gross building area. However, the possibility of developing the south portion of the site is very remote because development and mitigation costs associated with this small building area are high. Study Process and Organization The process used in preparing this traffic analysis follows the format outlined in the City of Federal Way Traffic Impact Analysis guidelines, and is in accordance with State Environmental Policy Act(SEPA) guidelines. To the extent possible, any 1 significant departures or modifications to this approach have been coordinated with the City of Federal Way Public Works Department(FWPW) Staff. This analysis and report are formatted to first discuss existing traffic conditions which provide an existing framework or reference for the remainder of the analysis. 2 CUSTER ' FERNDALE .. . . . . \BELLINGHAM A Nor th / J ANACORTES•• f • MOUNT VERNON • • ARLINGTON . PORT TOWNSEND :: PORT ANGELES • EVERETT i •MONROE EDM•NDS••', :: •WOODINVILLE • DUVALL BOTHELL n • REDMOND . CARNATION SEATTLEI ` ' ' •` • BELLEVUE .' ,�`t FALL CITY I 1 ISSA RENTON MAPLE • •KENT VALLEY .:' FEDERAL AUB RN :` ;• :; WAY • SITE • BLACK •! 4 S M ER DIAMOND SHELTON • 1.- :,.'.‹..:::.3.:':.::; .:....-;-:..a..S •TACOMA. JCIIPUYALLUP :......:: '......::..,.1;..: :. ...'":9.•‘'. ENUMCLAW j ;. j: OLYMPIA ISI Figure 1 Federal Way Transportation Solutions,Inc Vicinity Map Cucina! Cucina! • 3 ..----- ....---' S. I s __ s . ... % ••,:. ......... = . .t' '1, ... , Ail - ' _ ... (..----- 4,... .--_,.`" _-,--.:,,,,,-•--.,‘ - -- tali •••••\, _1 t"‘ l• it.._____ ,,,z, ,r- , t• .•..,.. i " I '.N I E .t. a t AA - : , ..-• ii `• t I ' as` i k.----7. ---jt l'?-------\----_____________T i (-- i t _ it_lj k- t t• ts• ,_ a - / I 1 zot,... 41-a....,) -TY--; sc. --0. t - (Ct.: tt13.0.-- ,I 1 t• . — '. ,A--.. •.54n.'"‘..I.V641...• t / ..- T,Z.....=.===......?".. ....--T I ----ils ii -1---- _ _ ; / / =.............,.....,...__._ :: ; , e t". rrt - .._____ , ,---\ ___ —_,_,..=......_ .0 , : x. ..r ....._, .,, _ _____,..= ___. . j. . . .........__ - , , 1 - , RESTAURANT\ st‘,t ' .h. Put.r...NU'S=— .---. ,I 1". .'• ...6.666' ........::::::.= .'......... -- _ • 6=..r.==ST... t I . ----.-------,, ....'• ...".....r .•• •• ......::.•7: .• I . ' 1 ' 1 st- —----. . t •-••••::• ... .... I .......7 '...7„.../.... ........, --': . r . , ,. .... ,le •• C .7..: 1.. C.' . a l_o, i I- -1,--Ser-. • r-----.g1.1 : I ' T , •• '-u.:.>-..... 1 • -- -__ r...................i•-••, ".. e . 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(---___.—=L__.--, • lt (7.----„, , ,..._ __...... / .1 • , — — -,....._: —• ek—----.—--—-- . • • .----- _..,__..... . I. '•:•' _ ., \ • ...s........•N../--- : •. \, . i• ......---,-", • '. . . : 1 '----:.: T -:; . , . • \ • .. .. ....,:_ . _ ,..........., . . :),, , .. , . ,, \ f....I.," • .6. • •k.CE 't 1 ...---- ..i t [ -• ._ 1.... Sea 1:!ars . t' t i I F.. ... _. 5 iire FLAN i ., ..... -- . TS! Figure 2 Federal Way Transportation Solutions.Inc Proposed Site Plan Cucina! Cucina! P 4 Next, future conditions without the proposed project are forecasted to establish a baseline against which to measure the project-specific traffic related impacts. Following, project generated traffic is forecasted and superimposed on non-project traffic to evaluate impacts precipitated by this proposal. The City of Federal Way Traffic Impact Analysis Guidelines requires that a level of service analysis be conducted at all intersections significantly impacted by project generated vehicle trips during the peak hour of traffic flow on the adjacent street system. Furthermore, the Guidelines require that all arterial-arterial intersections used by 10 or more project generated traffic trips in the peak hour also be analyzed. Based on the Federal Way Public Works Staffs scope and TSI review of existing traffic volumes on South 316th Street and the surrounding area, the peak traffic flow occurs during the weekdays from 4 to 6 P.M. Thus, the afternoon peak hour was the period considered for evaluating project impact. Upon the request of the Federal Way Public Works Department Staff, seven key intersections were chosen for analysis. In addition, based on TSI's preliminary trip generation and trip distribution analysis for the proposed restaurant project, one additional intersection was included in the traffic impact analysis. The additional intersection was approved for analysis by the Federal Way Public Works Department Staff. The eight key intersections approved for analysis are: South 312th Street/SR-99, South 316th Street/SR-99, South 316th Street/20th Avenue South, South 320th Street/20th Avenue South, South 320th Street/23rd Avenue South, South 320th Street/25th Avenue South, South 320th Street/Southbound I-5 Ramp and South 320th Street/Northbound I-5 Ramp. In addition, the site access onto South 316th Street will also be evaluated under forecasted condition. Finally, a summary of impacts is listed and combined with a series of mitigating measures. These mitigating measures are intended to reduce or eliminate the effects of any adverse impacts that have been identified by this analysis. As mentioned earlier in the Project Description sub-section, there are no plans to develop the south end of the site property (approximately 25,000 square feet area) in the near future. Thus, this traffic impact analysis will only concentrate on the impacts generated by the proposed Cucina! Cucina! Restaurant use. 5 EXISTING CONDITIONS This section of the report describes the existing transportation conditions in the vicinity of the proposed restaurant and includes a description of the street system, traffic volumes and operations and safety conditions. This discussion is intended to serve as a basis for subsequent analysis of forecasted transportation conditions. Street Network The street system in the vicinity of the site generally falls in a grid pattern with the "avenues" running north and south and "streets" oriented east and west. The terrain in the immediate vicinity of the project is relatively flat. Thus, there are no appreciable grades on the surrounding street system that should have an impact on the traffic flow characteristics in the area. Figure 3 illustrates the street network in the vicinity of the project site. The road classification used is based on the City of Federal Way Road Classification System. Specific characteristics of the street network are described below. Interstate 5 (also known as I-5) is a six to eight-lane divided freeway which runs along the entire west coast of the United States. It links the Seattle and Tacoma metropolitan areas with the City of Federal Way from the north and south respectively. I- 5 is approximately one-quarter mile east of the project site. Access to this freeway from the site is via South 316th Street, 23rd Avenue South and South 320th Street. On-street parking is not allowed anywhere along this freeway. The speed limit on this freeway is 55 miles per hour(mph). State Route 99 (also known as Pacific Highway South) is a five to seven-lane principal arterial which is oriented north-south. It runs north from the industrial area of the City of Tacoma through the City of Federal Way to Sea-Tac Airport and eventually to the City of Seattle. This arterial is the predominate arterial that carries traffic throughout the City of Federal Way. This principal arterial is approximately one-quarter mile west of the project site. Access to the site from this arterial is via South 316th Street. On- street parking is not allowed anywhere along this arterial. The speed limit on this arterial near the vicinity of the site is 40 mph. 6 A No r t h 2t 5< S. JI21A Street —� S. SI2th Street 4L 2l _a- 21. �" 2L �/1 4t vi w 4t tl 5t < G b ti < JJ N t S. JI6th Street — - y N 4L p _Q 4L p\ S. J17lA Street SITE A 1S 4 / 5L $ 4L 41 / G 1 /O N S J201h Street 7L 7L 7t 6L 6L 4L vc ,,; 2L tl tl G 4L o St N/ H South 324(h Street J 111( it / LEGEND: St )1 Intersection Si gnat 6t Nunber of Lanes -- Stop Si gn TSIFigure 3 Federal Way Traneponauon Solutions.Inc Street Network and Controls Cucina! Cucina! 7 South 320th Street is a four to seven-lane principal arterial which is oriented east-west. This arterial originates at the intersection of Southwest 320th Street/SR-99. From its point of origin, it runs eastward to cross over I-5, and then intersects with Military Road South. At the intersection with Military Road South, its designation, direction and alignment change. It is a major access to I-5 from SR-99 and the Sea-Tac Shopping Mall near the vicinity of the site.South 320th Street is approximately one-quarter mile south of the project site. Access to the site from this arterial is via either 20th Avenue South to the southwest or 23rd Avenue South to the southeast. The speed limit on this arterial near the vicinity of the site is 35 mph. South 316th Street is a four-lane collector street oriented east-west. It continues from SR-99 eastward past the site, then intersects with 23rd Avenue South where it ends. This street provides access to the site from the surrounding street network. The speed limit on this street is 25 mph. South 312th Street is a two to five-lane minor arterial oriented east-west. It continues where Southwest 312th Street intersects with South 1st Way west of the site. At its origin, it runs eastward and intersects with SR-99. South 312th Street is located approximately one-quarter mile north of the site. It carries traffic to residential neighborhoods west of the site. Access to the project site from this street is via 20th Avenue South. The speed limit on this street is 30 mph. 20th Avenue South is a four-lane collector street oriented north-south. It is approximately 600 feet west of the site. This street runs north from the Sea-Tac Shopping Mall to South 308th Street where it dead ends. It carries traffic from the west to the site. The speed limit on this street is 25 mph. 23rd Avenue South is a four-lane collector street oriented north-south. It is approximately 500 feet east of the site. This street runs north from the Sea-Tac Shopping Mall to South 312th Street where it ends. It carries traffic from the east to the site. The speed limit on 23rd Avenue South is also 25 mph. Project Accesses As mentioned in the project description, there are no existing accesses to the project site. The proposed restaurant will have one access into the site directly from South 316th Street located approximately 500 feet east of the intersection of South 316th Street/20th Avenue South. The approximate location of the access in relation to the site is shown in the Figure 2- Site Plan. To ensure that all project impacts are disclosed, the intersection of the proposed access with South 316th Street has been included in the traffic operations and safety analysis of this report and is described below. 8 Traffic Control Seven of the eight key intersections identified by the City of Federal Way Engineering Department and analyzed in this report are controlled by traffic signals. Those signalized intersections are: South 312th Street/SR-99, South 316th Street/SR-99, South 320th Street/20th Avenue South, South 320th Street/23rd Avenue South, South 320th Street/25th Avenue South, South 320th Street/Southbound I-5 Ramp and South 320th Street/Northbound I-5 Ramp. The intersection of South 316th Street/20th Avenue South is controlled by stop signs on all four approaches. Figure 3 shows the project's vicinity street network and intersection traffic controls in the vicinity of the site. Traffic Volumes and Patterns Current traffic volume information was assembled from the City of Federal Way Public Works files and supplemented by traffic counts made under the direction of TSI in October 1993. This information represents the most comprehensive set of recent traffic counts in the area. Current two-way average weekday traffic, (AWDT), volume on South 316th Street is approximately 3,950 vehicle per day (vpd). While daily traffic volumes provide a good impression of general travel patterns in the area, peak hour traffic volumes are typically used for analysis since they reflect traffic during the time when congestion is most noticeable. A summary of the existing PM peak hour volumes at key intersections is reflected on Figure 4. For the purpose of this analysis, the focus has been directed at the afternoon peak by request from the City of Federal Way Public Works Staff. Furthermore, the existing PM peak hour volumes on South 316th Street and volumes generated by the proposed development are higher than Noon or A.M. peak hour volumes. Traffic Analysis The peak hour traffic volumes are analyzed to determine the level of service (LOS), which is a measure of the ability of a given intersection to serve the traffic on the street system. The level of service methodology used was developed by the Transportation Research Board and is summarized in the Highway Capacity Manual (HCM-1985). For signalized intersections, the level of service is defined by seconds of average vehicle delay at an intersection. The delay is divided into several categories or grade levels ranging from LOS-A, which is excellent, to LOS-F, which reflects a breakdown in traffic flow. Although these letter designations provide a simple basis for comparison, seconds of average vehicle delay should be used as the exact measure of 9 A / �1. \ North 2t8 L 58 214'—' '—220 208 '. •�f 89 \ :I^b / S. 312th Street S. 312th Street / 9 \ J l L Vf `` 2 28 4, C 29—' 4- I29 132'—' ~185 , > 24--i` •�4-160 i t _l I e41- N =o" /\ ,...4.VI N S. 317th Street S. 3t6th Street • SI TE • ,,.; I 7 �N 1 E \ 199 1 —5 2 99 1 L L 22 1415—' ~1690 76 '-141 10—141•r / 1 25 a `G 107�CG �1�i— 22 N \ NON Cs.S. 320th Street c \ ^N! • 03 a .. 0/. ^6b �"'SV1 6 \...fl. \ / W .. \ 1991 L. 125 82—J L 237 €., t 988—' "1575 890—"' ~1159 h L 198 46-1 �� 89 46 4 �4— 265 o N 1389--� ''—'934 l • 765—i41 1 i' \ .... / \ f / N ON1�^ d h -" ' \ / South 324th Street I438—' '1373 599—i 4— 99 NOTE: Drawing not t o scot e. \ / TSIFigure 4 Federal Way Transportation Solutions,lac Existing 1993 PM Peak Hour Volumes Cucina! Cucina! 10 comparison. For the purpose of this analysis, the signal timings input into the HCM calculations were determined through use of the critical volume method. This method optimizes the traffic signal timings by proportioning out green time to each traffic movement based on their respective traffic volumes. This is appropriate as these signals operate independently and are not superseded by a coordinated system. For unsignalized intersection the level of service is defined in terms of vehicles per hour of reserve capacity, and is also divided into LOS categories A through F. While this level of service methodology is one of the most widely accepted approaches to assessing unsignalized intersection operation, a comparison of calculated level of service and field observations indicates that the calculated values are very conservative (i.e., the level of service is calculated to be worse than observed in the field). This situation is particularly true for left turn movements and on roads where traffic flow is not totally random. As a general rule, the actual level of service observed in the field is usually one grade level higher than the level of service calculated by the HCM methodology. This difference is because there are gaps in the traffic stream created by the adjacent traffic signals that are not reflected by the calculation methodology. The existing levels of service at the key intersections were calculated for the PM peak hour. As required by the City of Federal Way, the level of service for all-way stop controlled intersection was calculated based on the methodology described in Transportation Research Circular 373 (Transportation Research Board). This methodology of analyzing all-way stop-controlled is based on determining the capacity and level of service of each approach separately. The calculated level of service A through F is defined on the basis of Average Stopped Delay second/vehicle (sec/veh) for each approach. The results of the intersection level of service calculations are presented in Table 1 and summarized on the next page. 11 Existing Level of Service Table 1. Existing PM Peak Hour LOS Signalized Intersections LOS State Route 99/South 312th Street D(33.9) State Route 99/South 316th Street B(10.6) South 320th Street/20th Avenue South C(15.1) South 320th Street/23rd Avenue South D(29.8) South 320th Street/25th Avenue South B(11.3) South 320th Street/Southbound I-5 Ramp B(12.9) South 320th Street/Northbound I-5 Ramp C(23.0) Unsignalized Intersections: * South 316th Street/20th Avenue South Eastbound C[12.0] Westbound B[ 6.0] Northbound C[12.0] Southbound B[ 9.0] Note: (Seconds of delay) for signalized [SecondsNehicle] for unsignalized *Calculated using Circular 373 Methodology Signalized Intersections The signalized intersection of$R 99/South 312th Street currently operates at LOS- D, with an average vehicle delay of 33.9 seconds. This is an adequate level of service for the PM peak hour period. Drivers are not experiencing substantial delay at this intersection. The intersection of SR 99/South 316th Street currently operates at LOS-B, with an average vehicle delay of 10.6 seconds. This intersection operates at a very good level of service during the PM peak hour. This intersection has the ability to absorb a fairly large increase in traffic volume without a substantial deterioration in operation. 12 The intersection of South 320th Street/20th Avenue South currently operates at LOS-C, with an average vehicle delay of 15.1 seconds. This is a good level of service for the PM peak hour period. The intersection of South 320th Street/23rd Avenue South currently operates at LOS-D, with an average vehicle delay of 29.8 seconds. Again, this is an adequate level of service for the PM peak hour period. Drivers are not experiencing substantial delay at this intersection. The intersection of South 320th Street/25th Avenue South currently operates at LOS-B, with an average vehicle delay of 11.3 seconds. This is a very good level of service for the PM peak hour period. This intersection has the ability to absorb a fairly large increase in traffic volume without a substantial deterioration in operation. The intersection of South 320th Street/Southbound I-5 also operates at LOS-B, with an average vehicle delay of 12.9 seconds. Likewise, this is a very good level of service for the PM peak hour period. Drivers are experiencing very little delay at this intersection. The intersection of South 320th Street/Northbound I-5 currently operates at LOS- C, with an average vehicle delay of 23.0 seconds. This is a good level of service during the PM peak hour. Unsignalized Intersections The intersection of South 316th Street/20th Avenue South is calculated to operate at LOS-C for the eastbound and northbound approach with an average stopped delay of 12.0 sec/veh. The westbound and southbound currently operate at LOS-B with an average stopped delay of 6.0 and 9.0 sec/veh, respectively. Overall, this intersection operates at a good level of service for the PM peak hour. Parking Currently, the proposed project site is vacant with no access into the site; thus, there are no existing parking facilities on site. Transit Services The Federal Way Transit Center (FWTC) and Park& Ride is located approximately one half-mile southeast of the project site. All transit routes in the vicinity of the project site stops at the Federal Way Transit Center. At the FWTC, patrons can transfer to one of 14 buses to go to downtown Seattle, Auburn, Tacoma or other major destinations in between. 13 Currently, there are three transit routes along South 320th Street, three on SR 99 and one on 23rd Avenue South in the vicinity of the project site. The three bus routes on South 320th Street are Route 176, 178 and 901. The three bus routes on SR 99 are Route 173, 174. Route 179 runs along both South 320th Street and SR 99 with limited stops and services. Route 175 runs along 23rd Avenue South and South 312th Street. All of the bus routes mentioned above have drop-off/pick-up points that are within two blocks walking distance from the project site. The services of these routes are described below. Route 176 is a regular route running to and from the Twin Lakes area southwest of Federal Way to the Seattle Central Business District(CBD) via South 320th Street and I- 5. Passengers can transfer to one of 14 other bus routes at the FWTC to go to the City of Auburn or the Tacoma CBD or any major destinations in between. This route runs from 6 A.M. to 7:24 P.M. with an average headway of 30 minutes on weekdays. This route also has services on the weekend with one hour headway from 8:25 A.M. to 9:20 P.M.. Route 178 supplements Route 176 in the peak AM and PM weekday rush hour. This routes runs from 5:30 to 7:30 in the AM peak and from 4:54 to 6:50 in the PM peak with an average headway of 30 minutes. Route 901 is a local route in Federal Way. It carries passengers to and from West Federal Way to the FWTC via South 320th Street. It has one trip in the peak AM hour at 7:35 A.M.. It also runs regularly from 7:58 A.M. to 3:35 P.M. throughout the weekday with an average headway of 60 minutes. This route also has services on Saturday. Route 173 runs to and from the FWTC to Highline Community College north of Federal Way via South 320th Street and SR 99. This route has service only in the AM peak hour. Its service is from 5:30 A.M. to 7 A.M. with an average headway of 30 minutes. Route 174 runs to and from the FWTC to downtown Seattle via South 320th Street and SR 99. However, there are no pickup points along South 320th Street. This route provides service from 4:41 A.M. to Midnight with an average headway of 30 minutes on weekdays. On the weekends, it provides the same services except that it does not start until 5:49 A.M. Route 179 is a peak hour service route. It runs to and from West Campus in Federal Way to downtown Seattle. There are six scheduled runs in the AM and PM peak hour. Services are provided from 5:24 A.M. to 7:19 A.M. in the morning peak hour and from 3:04 P.M. to 5:34 P.M. in the afternoon peak hour. The average headway for both peaks is approximately 30 minutes. This route does not provide weekend services. Route 175 provides weekday peak hour service to and from West Federal Way and downtown Seattle. It starts at the bus transfer point at South 320th Street/SR 99 and runs 14 north on SR 99 to West Federal Way via South 312th Street. From West Federal Way it goes to the FWTC via South 312th Street, 28th Avenue South, 23rd Avenue South and South 320th Street. From the FWTC it runs to downtown Seattle via I-5. There are four scheduled runs in the AM peak hour from Federal Way to Seattle with the first run starting at 5:40 A.M.. There are six scheduled runs in the PM peak hour from Seattle to FWTC with the first run starting at 4:39 P.M. The average headway for this route is 30 minutes. This route does not provide service on weekends. Planned and Programmed Street Improvements Based on information from the Federal Way Public Works, there are plans to widen 23rd Avenue South from South 317th Street to South 324th Street. Furthermore, there are plans to interconnect the signals on South 320th Street from SR 99 to the Northbound I-5 ramp. It is anticipated that this signal interconnect will be completed by mid 1994. Safety Conditions Historical traffic accident information for the period of January 1990 through December 1992 was assembled from the Federal Way Public Works and Washington State Department of Transportation (WSDOT) records. A summary of the traffic accident history over this period at key intersections is reflected in Figure 5. The corresponding accident summary table with the accident rates is shown on Table 2. A review of the historical traffic accident data indicates that there have been few traffic safety problems in the vicinity of the project over the past three years. The intersections that had an increase in accidents (and also the greatest number of traffic accidents) were SR 99/South 312th Street and SR 99/South 320th Street. However, the accident rates for these two intersection is less than two Per million of vehicle entering the intersection annually (MEV). An accident rate of two is considered to be an average rate for this area. The type of accident that occurred most at the two intersections is a rear-end type accident. However, this is not surprising since this type accident is often found to occur most frequently at signalized intersections. Overall, accident occurrences at the majority of the intersections analyzed have been decreasing in the area. Thus, traffic safety does not seem to be an increasing problem in the vicinity of the site. 15 A North 3 15 10 1 21 5 1 9 1 S. 312th Street • S. J12th Street 1 0 8 0I. 1 8 18 0 1 7 3 0 3 0 h • S. 316th Street H sTE S317thStreet 9 X 3 ,% . • 3 11 3 10 a it / S. J20th Street 9 7 0 17 I, 13 19 18 2 13 E. 1 4 16 4 1 15 e 8 South 324th Strut J N 7. LEGEND: Accidents per Year 13 1990 4 1991 8 1992 3 ISI Figure 5 Federal Way Transportation Solutions.lte Historical Accident Data Cucina! Cucina! 16 c ppf� p �A ap t[� c+� M OOO OOO W NO � 822 ONO8A CT0 ; C; W VN .T- `COON) � `23CcO WW7 � Nv g8O NN8 Q O T T G G G G T T T Cy) 0 0 .- G .- C G G G C 0 0 0 O G O O G O O O C 4 8Hou OO §pr f� .— 't t- tt ct �Np pMOGyp .- 4g - - NNN O � : � LjEl a t0 a8O ,_ Q00 1- Q �oU7 (V (V T 1 (41 � g MM i 222 TTT 4P 4 44 22r11 �t M M �� O e .a O ONT Oar, OOICO 0000O PCA7 t: OMf OOT OOOOaOO OOO TTO (6 T N T T T T T T T T T C E. •V AL 2 T CO OD CV 7 t` CDt` COCA CO CO U) CO C9 OO CV 7 t` CO T 7 C.) �, c •V w T T CV T .- T CV T co T co T T CV T T = .a F U as pm T TT T T w o gia a) 9 I. TT T TN T CO CV u) T T H y CD Q Z cm 7 cm cmCO CI CO CO T 7 7 N CO T CV T T CV T CV ` Eyyy(el C .7 T T T T T T T E cc E z ,j a 3 N T . TT T T TT T T T O Ca pi __ = T T — — C p a) w lo U M O T N T T T Q i pa Q QQ 55�� N CDS') S'i 0) 0)) 0)) 0) O°)) O°)) 0) 0)) o) 0irnrn ER 00) 0)) 0) 0)) 0)) 0) O°)) O°)) 0) 00) 0) 0) O) 00) _d 3 a vi v) vi vi 4 > > > ; u i c c c a a. ci c0, m0 Q Q Q Q a N N i LC Q m rocog .c 411 .c CT9 co" ci S S S Sot .c co R. csE (a vl ea vi vi vi vi vi vi vi vi c. O w O Cuo_ J LL u) H O 17 FORECASTED TRAVEL CONDITIONS This section of the report outlines the assumptions and steps taken to arrive at an estimate of future traffic for the proposed Cucina! Cucina! Restaurant. It discusses the potential impacts of additional automobile traffic in the site vicinity and the impacts associated with other transportation issues (i.e., safety, parking and site access) that relate to the day to day operation of the project. For the purpose of this analysis, early 1995 was selected as the design year for forecasting traffic by which time the operation is expected to have stabilized and customer traffic patterns should be established. To help insure that impacts are accurately assessed, the following analysis generally reflects a "worst case" condition. For the purpose of this study, "worst case" is defined as reflecting an above average traffic volume within the reasonably expected range of traffic conditions. The forecasted travel demand on streets in the vicinity of the site is composed of three primary elements: 1) existing traffic; 2) future non-project traffic; 3) forecasted project-generated traffic. Existing traffic volumes were presented on Figure 4 and have been discussed in the existing condition section of this report. Future non-project traffic volumes are the incremental increase in volume that is expected to occur between now and 1995, but are volumes that have no direct relationship to the operation of the proposed Cucina! Cucina! Restaurant. Project-generated traffic volumes, as the name implies, are those volumes that are expected to be generated by users of the project. The sum of these three components results in the total 1995 forecasted traffic volumes, and reflects both project and cumulative volume conditions traffic. Non-project Traffic Volumes Future non-project traffic is that traffic growth created by other developments expected to be occupied between now and 1995, as well as general changes in the traffic volumes that result from population growth and changes in travel patterns due to street improvements. Based on historical traffic volume information obtained from the Federal Way Public Works, the traffic volumes along SR-99 and South 320th Street have increased at a moderate rate over the past few years. This information reflects an annual percentage traffic volume growth rate of approximately 3 percent. This rate was applied to the existing traffic volumes to forecast general background traffic volumes in 1995 without the proposed project. As requested by Federal Way Public Works, the traffic volumes generated by the proposed Campus Glen and 316th Street Plaza projects were then added to the 1995 background traffic growth to reflect the total 1995 traffic volumes without the proposed Cucina! Cucina! Restaurant. 18 The resulting forecasted 1995 P.M. peak hour volumes without the project are shown on Figure 6. If these volumes do not develop to the extent forecasted, then the cumulative impact of the project and non-project volumes in 1995 will be less than that described in this study. 19 ^a A / -1 1 1- \ Nor th 289 t— 60 220 '227 214�1 �4 92 \ ti^ /'. S. 312th Street S. 312th Street / ^o^ \ / \ vi •J • 11. • C 33-� L 137 ivi J0'—' '— 30 140 '-195 e C 25 4 �i-161 v e l / as S. 3161h Street S. 317th Street J SI IT ..e • / qN J!Y •J 1 \ 73-1 L- 265 '� / 1473—* "1762 1 -55 0 106--r — 23 I 11 ' 4 26 b 82 -' —149 I t roi 115�� j— 23c "ti' / \ m�a /N c S. 320th Street !r_w h_,N • ../ \ / \ 4 . • I11. .�1�. / \ 108--r t- 131 84 L 244 a 1032—' ~1641 933 '-1215 H47— 92 17 273 r L?04 1}r l}r 1436—' —969 794Th\ h n / \ bh / / No-a \ fr / South 324th Street J 1 L. \ h " / -' 4-- 128 4 1102 622' NOTE: Draw;ng not to scot e. \ / TSIFigure 6 Federal Way Transportation Solutions.Inc 1995 Future Traffic Volumes Cucina! Cucina! without Project 20 Project Generated Traffic Volumes TSI uses a generally accepted transportation planning approach for forecasting travel demand using the following steps: • Trip generation - how many people will make trips? • Mode split- what modes will people use(automobile, carpool, transit, other)? • Trip distribution - what are their origins/destinations? • Travel assignment- which routes will they take to make their trips? Trip Generation - the trip generation for this project was based on trip rates found in the Institute of Transportation Engineer's Trip Generation Manual (5th Edition). The corresponding trip generation rates from the ITE Trip Generation Manual were applied to the restaurant use to calculate the gross trip generation for the proposed project. Based on TSI's calculation, the proposed project would generate 1384 net new vehicle trips per day. Furthermore, the project will generate approximately 110 net new vehicle trips in the PM peak hour(59 trips entering/51 exiting). As mentioned in the project description, it is very unlikely that the south portion of the project site will be developed. However, in the event that it does develop as office in the future, the office building would generate approximately 146 net new vehicle trips per day; and 20 trips in the PM peak hour(3 trips entering/17 trips exiting). However, since it is very unlikely that the south protion of the project site will be developed, the traffic impacts associated with the potential office use will not be analyze in this report. Mode Split- although transit use is high in this area, for the purpose of this analysis, it was assumed that 100 percent of the trips to this facility would be via single occupancy vehicle. This is because the automobile is the typical mode choice for trips to quality sit-down restaurants. This assumption contributes to a worst case scenario for analysis by maximizing the number of possible vehicle trips. Trip Distribution and Traffic Assignment- the trip distribution for this analysis was based on local population data, in combination with existing and forecasted traffic patterns in the vicinity of the site. General trip distribution trends were developed from this information, and the resulting percentages were then superimposed on the road system to identify the specific routes that cars would travel to and from the site. The vehicle trip distribution was converted to vehicle trips by multiplying the percentage assigned to each roadway by the new peak hour vehicle trip generation. The resulting traffic assignments for the project's traffic in the PM peak hour are presented on 21 Figure 7. These project-generated traffic volumes are then superimposed on the 1995 non-project traffic volumes. This combination of volumes is referred to as the "1995 traffic volumes with project" and is depicted on Figure 8. 22 / Jii. \ A J�� J North \ tr / S. 312th Street S. 312th Street / ..)C vi .j l 1 \ -)r �•-- 3 �i oi L 38 � � 2I a 15 _, .-8 -- 4-lo \ ; / " �t .. h S. 317th Street J S. 316th Street SI TE / \ 3 •I� \ � , �1 I. I 5 �14 8~ 4-9 L' a � I rr 21 4—18 \ / c 12 " \ ^ / S. 320th Street ..':i •. • . / a \ / I u1l--• 40 \ as . L I—t 4L 9 . —I. —• 4— t it__ �� r1tr r --1,--1, t— H • 2--' 4--5 \ 1 / \ I /N/ South 324th Street N1 1 6—' 4—7 2 4 i— NOTE: Drawing not to scol e. 1 ., TSIFigure 7 Federal Way Traneponauoo Solutions.Inc Project Generated Traffic Volumes Cucina! Cucina! 23 / �%2 \ A 92 ' 4L 289 60223 r t -p •-- 214—i1 1 r( 92 \ nib / S. JI2fh Street • S. Ji?th Street N / 4='ii."4! \ t' )1L 140—' 1—I95 33 L 145 38 2f n ,,; 25—11 t ri-171 \ =2 / % t ooe / S. 316th Street ti S. 3171h Street J I SITE \C.-- / co eg \ • y aN �1L i J 1 L \ 73— ♦ L-265 1-5 o _! L 1481—' ''-1771 103""' '—167 11�'i t r�16 a c I7S�� tr � 4 35 Cc -v / S. 320th Street a \ ~Nb / . 0 • / !�: \ / abjw ly try • ♦ 1�I / \ 219— L 131 84--t L. 4 253 " L 1032-- "-'' ' 1641 933—' '—1215 0 1442 ' 4—204 974 47 '4 v1 92 47 T 27J 1r t r / c H 796 4 t r\ �gb / \ es! NJ / \W \ qO� / 411 L. South 324th Street 1498—' '—1435 624—i 4—102 NOTE: Drawing not t o scat e. \ / TSIFigure 8 Federal Way TnmponaUm Solutions,Inc 1995 Future Traffic Volumes Cucina! Cucina! with Project 24 Traffic Analysis A level of service analysis was prepared for conditions during the PM peak hour. A comparison of conditions in 1995 without the project to conditions in 1995 with the project was analyzed and the results are summarized below and reflected in Table 3. Table 3. LOS Summary Intersections PM Peak Existing 1993 1995 w/o Project 1995 w/Project Signalized Intersections: State Route 99/South 312th Street D(33.9) D(37.3) D(38.3) State Route 99/South 316th Street B(10.6) B(11.1) B(12.2) South 320th Street/20th Avenue South C(15.1) C(17.3) C(17.7) South 320th Street/23rd Avenue South D(29.8) D(33.8) D(35.3) South 320th Street/25th Avenue South B(11.3) B(12.3) B(12.3) South 320th Street/Southbound I-5 Ramp B(12.9) B(13.8) B(13.9) South 320th Street/Northbound I-5 Ramp C(23.0) C(24.2) C(27.6) Unsignalized Intersections: South 316th Street/20th Avenue South * Eastbound C[12.0] C[15.0] C[19.0] Westbound B[ 6.0] B[ 7.0] B[ 9.0] Northbound C[12.0] C[15.0] C[16.0] Southbound B[ 9.0] C[11.0] C[15.0] Site Access Northbound Left-turn N/A N/A A{456} Northbound Right-turn N/A N/A A{969} Westbound Left-turn N/A N/A A{890} Note: (Seconds of delay) for signalized Intersections [Seconds/Vehicle] for unsignalized Intersections *Calculated using Circular 373 Methodology {Reserved Capacity, pcph} for unsignalized intersections N/A - does not exist 25 Signalized Intersections In 1995, with or without the proposed project, the signalized intersection of 52 99/South 312th Street will continue to operate at LOS-D, with an average vehicle delay of 38.3 and 37.3 seconds, respectively. This is an adequate level of service for the PM peak hour period. The level of service calculation indicates that this intersection would not be significantly impacted by the project severely. Thus, no mitigation is required or recommended. In 1995 with or without the project, the intersection of SR 99/South 316th Street will continue to operate at LOS-B, with an average vehicle delay of 12.2 and 11.1 seconds, respectively. This intersection operates at a very good level of service during the PM peak hour. Even with the project generated traffic, this intersection still has the ability to absorb a fairly large increase in traffic volumes without a substantial deterioration in operation. Thus, no mitigation is needed or recommended. In 1995 with or without the project, the intersection of South 320th Street/20th Avenue South will continue to operate at LOS-C, with an average vehicle delay of 17.3 seconds for conditions without the project and 17.7 for condition with the project. This is a good level of service for the future PM peak hour period. Thus, no mitigation is needed or recommended. In 1995 without the project, the intersection of South 320th Street/23rd Avenue South continues to operate at LOS-D, with an average vehicle delay of 33.8 seconds in 1995 without the proposed restaurant. With the proposed Cucina! Cucina! Restaurant, this intersection will continue to operate at LOS-D with an average vehicle delay of 35.3 seconds. This is an adequate level of service for the PM peak hour period. Thus, no mitigation is recommended. In 1995 with or without the intersection of South 320th Street/25th Avenue South will continue to operate at LOS-B. The average vehicle delay under either condition will equal 12.3 seconds, which is an increase of appoximately one second over existing conditions. Once again, this is a very good level of service for the PM peak hour period. This intersection will continue to have the ability to absorb more traffic volumes without deteriorating substantially. Thus, mitigation is not needed or recommended. In 1995 with or without the project, the intersection of South 320th Street/25th Avenue South, the intersection of South 320th Street/Southbound I-5 will continue to operate at LOS-B, with an approximate increase in average vehicle delay of one second over existing conditions of 12.9 seconds. Again, mitigation is not needed or recommended for this intersection. 26 The intersection of South 320th Street/Northbound I-5 will continue to operate at LOS-C, with an average vehicle delay of 24.2 seconds for conditions without the project and 27.6 for conditions with the project. This is a good level of service during the PM peak hour. This intersection can absorb a large increase of traffic volumes without substantial deterioration. Thus, no mitigation is needed or recommended. Unsignalized Intersections In 1995 without the proposed project, the intersection of South 316th Street/20th Avenue South will continue to operate at LOS-C. More specifically, the eastbound and northbound approach will operate at LOS-C with an average vehicle stopped delay of 15.0 sec/veh. The westbound approach will continue to operate at LOS-B with an average vehicle stopped delay of 7.0 sec/veh. However, the southbound approach will deteriorate one level-of-service to LOS-C with an average vehicle stopped delay of 11. sec/veh. Overall, this intersection will continue to operate at a good level of service for the PM peak hour. With the additional project traffic from the proposed restaurant, this intersection will continue to operate as it did without the proposed project. However, the second/vehicle delay will increase to 19, 9, 16 and 15 sec/veh for the eastbound, westbound, northbound and southbound approach respectively. Overall, this intersection will continue to operate at LOS-C in the future with or without the proposed restaurant. Thus, no mitigation is needed or recommended. In 1995 with the proposed project, the intersection of South 316th Street/Site Access will operate at LOS-A with a reserve capacity of 456, 969 and 890 passenger car per hour(pcph) for the northbound left-turn and right-turn and westbound left-turn movements respectively. This is an excellent level-of-service. Drivers are experiencing minimal delay. Site Access Safety On the basis of field observations and measurements, the proposed access should operate safely under future conditions. The entering and stopping sight distance meet AASHTO standards. No restrictions on specific turning movements appear to be warranted at the driveways. Because of the low volume on South 316th Street, it is anticipated that the calculated queue length of the two closest intersections will not block left turns out of the access. 27 Parking A preliminary parking design for the project is illustrated on Figure 2. The project proposes to provide three handicapped, 72 compact and 55 full-size parking stalls; a total of 130 parking spaces. This is more than the minimum number of parking stalls required by the City of Federal Way. The design of the parking lot as well as the dimensions for the parking stalls, should be in accordance with City of Federal Way Zoning Code Parking Standards. Transit Services The existing transit routes (173, 174, 175, 176, 178, 179 and 901) will continue to provide transit service in 1995. Although there are no plans to improve transit in the vicinity of the site, the existing transit routes provide frequent service in the vicinity of the site. Thus, transit services to the site are adequate to serve any increase in patronage and no transit improvement is recommended. Planned Intersections and Roadway Improvements As mentioned earlier, the Federal Way Public Works is planning to widen 23rd Avenue South from South 317th Street to South 324th Street. Also, the Federal Way Public Works plans to interconnect the signals on South 320th Street from SR 99 to the Northbound I-5 Ramp. It is anticipated that the signal interconnect will be completed by mid 1994. By the end of 1994, the traffic flow should have stabilized and the intersection level-of-service on South 320th Street and adjacent streets should improve. Safety Conditions In regard to future accident occurrence, although there is no existing methodology that accurately predicts future traffic accidents, it is a general rule that traffic accidents increase as traffic volumes increase. Based on this assumption, there is forecasted to be a minor increase in traffic accidents due to the additional traffic generated by the proposed project. However, this increase is not expected to be significant enough to warrant project-specific improvements to enhance safety conditions. 28 CONCLUSIONS/MITIGATION The proposed Cucina! Cucina! Restaurant project on South 316th Street is anticipated to have a relatively minor impact on the traffic operations of the adjacent street system. The majority of the future deterioration in level of service in the vicinity of the project will occur due to non-project traffic. All of the analyzed intersections are expected to operate at an acceptable level of service under the worst case scenario. A discussion of the conclusions for each key intersection in this analysis is presented below. Signalized Intersections In 1995, with or without the proposed project, the signalized intersection of S 99/South 312th Street will continue to operate at LOS-D. This is an adequate level of service for the PM peak hour period. Thus, no mitigation is required or recommended. In 1995, with or without the project, the intersection of SR 99/South 316th Street will operate at LOS-B. This intersection operates at a very good level of service during the PM peak hour and has the ability to absorb a fairly large increase in traffic volumes without a substantial deterioration in operation. Thus, no mitigation is needed or recommended. The intersection of South 320th Street/20th Avenue South will operate at LOS-C in 1995 with or without the project. This is a good level of service for the future PM peak hour period. Thus, no mitigation is needed or recommended. The intersection of South 320th Street/23rd Avenue South will operate at LOS-D in 1995 with or without the proposed Cucina! Cucina! Restaurant. Again, this is an adequate level of service for the PM peak hour period. Thus, no mitigation is recommended. In 1995, the intersection of South 320th Street/25th Avenue South will continue to operate at LOS-B, with and without the proposed project. Once again, this is a very good level of service for the PM peak hour period. This intersection will continue to have the ability to absorb more traffic volumes without deteriorating substantially. Thus, mitigation is not needed or recommended. Similar to the intersection of South 320th Street/25th Avenue South, the intersection of South 320th Street/Southbound I-5 will operate at LOS-B in 1995, with or without the project. Thus, mitigation is not recommended for this intersection. In 1995 the intersection of South 320th Street/Northbound I-5 will operate at LOS- C, with or without the project. This is a good level of service during the PM peak hour. This intersection can absorb a large increase of traffic volumes without substantial deterioration. Thus, no mitigation is needed or recommended. 29 Unsignalized Intersections In 1995, with or without the proposed project, the intersection of South 316th Street/20th Avenue South will continue to operate at LOS-C. Overall, this intersection will continue to operate at a good level of service for the PM peak hour. Thus, no mitigation is needed or recommended. In 1995 with the proposed project, the intersection of South 316th Street/Site Access will operate at LOS-A for all movements. This is an excellent level-of-service; and thus, no improvements are warranted to enhance the operation of the site access. Site Access Safety On the basis of field observations and measurements, the site access should operate safely under future conditions. The entering and stopping sight distance meet AASHTO standards. No restrictions on specific turning movements appear to be warranted at the driveways. Because of the low volume on South 316th Street, it is anticipated that the calculated queue length of the two closest intersections will not block left turns out of the access. Safety Conditions A review of the historical traffic accident data indicates that there have been few safety problems in the vicinity of the project over the past three years. The calculated accident rates at all intersections analyzed were below the recognized average of 2 MEV. Overall, the number of accident occurrences has decreased with an increase of traffic in the vicinity of the site. In regard to future accident occurrence, although there is no existing methodology that accurately predicts future traffic accidents, it is a general rule that traffic accidents increase as traffic volumes increase. Based on this assumption, there is forecasted to be a minor increase in traffic accidents due to the additional traffic generated by the proposed project. However, the increase will not be sinificant enough to warrant mitigation. Parking The project proposes to provide 55 full-size, 72 compact and three handicapped parking stalls; a total of 130 parking spaces. This is more than the minimum parking stalls required by the City of Federal Way and thus, should be adequate. The design of the parking lot as well as the dimensions for the parking stalls will be in accordance with City of Federal Way Zoning Code Parking Standards. 30 Transit Services The existing transit routes will continue to provide transit service in 1995. Although there are no plans to improve transit in the vicinity of the site, these routes are providing frequent services in the vicinity of the site. Thus, no transit improvement is recommended. Mitigation As mentioned earlier in this section, the proposed restaurant project on South 316th Street is anticipated to have a relatively minor impact on the traffic operations of the adjacent street system. The majority of the future deterioration in level of service in the vicinity of the project will occur due to non-project traffic. All of the analyzed intersections are expected to operate at an acceptable level of service in 1995 with the project. Although the traffic generated by the proposed project does not have a significant impact on the street system, an increase in traffic volumes on the local street system will occur due to the construction of the proposed project. Based on TSI's analysis and calculations, the project will add approximately 415 vpd to 23rd Avenue South near the site. The City of Federal Way suggested in their Traffic Impact Analysis Scoping Sheet that a pro-rata contributions toward the widening of 23rd Avenue South may be used to mitigate project impacts on 23rd Avenue South. Based on discussions with the City of Federal Way, this improvement project is not yet funded, and the costs and the construction schedule for this improvement have not yet been established. Therefore, it is difficult to accurately determine the project's fair and equitable share for this project. However, in order to help establish an approximate pro-rata share, TSI forecasted traffic volumes for 23rd Avenue South in the year 2000, and used these to calculate the percentage of project traffic using this route. Volumes were forecasted to year 2000 because it is likely that this street improvement will be complete by this time. Furthermore, based on discussions with the City of Federal Way, the proposed project would have primary impact on 23rd from South 317th Street to South 320th Street. Thus, the volumes used in the pro-rata share calculation apply only to this section of 23rd Avenue South. Therefore, the project's pro-rata share percentage is calculated by the formula: 31 Project traffic volume on 23rd Avenue South (vph) X 100 Total traffic volume on 23rd Avenue South (vph) in 2000 Thus, the calculated pro-rata share percentage is approximately 2.8%. Improvement costs for 23rd Avenue South are unusually high in this section due to right- of-way costs and potential impact to existing parking supply. This improvement will reduce traffic congestion on several other north-south streeets in this commercial section of Federal Way (i.e., increase available capacity on other segments of the street system). Thus, this proportional share may need to be adjested to reflect a more equitable share of contribution to the improvement of 23rd Avenue South. 32 rtiASt I tNvIKUNMViLNTAL SI I E ASSESSMENT w SOUTH 316th STREET PROPERTY Federal Way, Washington Prepared for f � RMM Corporation t 11 -09162-00 I October, 1993 � ' l RZA AGRA, Inc. Ln A G R A 1 Engineering&Environmental Services Earth&Environmental Group [. RZA AGRA, Inc. Suit 51NE 00 122nd Way Engineering & Environmental Services Kirkland,WA 98034-6918 (206)820-4669 FAX (206)821-3914 - 6 October 1993 11-09162-00 RMM Corporation 19437 Edgecliff Drive SW Seattle, Washington 98166 f. . Attention: Mr. Richard McKay { Subject: Phase I Environmental Site Assessment 1 . South 316th Street Property Federal Way,Washington Dear Mr. McKay: In accordance with your request, are eq ,we a e pleased to present the results of our Phase I Environmental Site Assessment of the above referenced property. This assessment has been based on our understanding of l local geology and hydrogeology;interviews with various governmental agency personnel;our previous work performed on the subject site and in the subject area; and a visit to the site. The collection and analysis of soil and groundwater samples were beyond the scope of work for this current project We appreciate this opportunity to be of service to you and would be pleased to discuss the contents of this report or other aspects of the project with you at your convenience. Sincerely, RZA AGRA, INC. t9- • Anders F. Olin Senior Environmental Assessor le AGRA Earth&Environmental Group [. Phase I Environmental Site Assessment r SOUTH 316th STREET PROPERTY f Federal Way,Washington • Prepared for RMM Corporation 19437 Edgedfff Drive SW Seattle,Washington 98166 ti. Prepared by RZA AGRA, Inc. 11335 N.E. 122nd Way, Suite 100 Kirkland,Washington 900346918 `. October 1993 11-09162-00 { i � 1 1 I. TABLE OF CONTENTS 11.09162-00 1 1. SUMMARY 0 1 r,• 2.0 INTRODUCTION 2 3.0 SITE DESCRIPTION 3 4.0 PHYSICAL ENVIRONMENT 3 4.1 Geology and Soils 3 4.2 Hydrogeology, Water Wells and Public Water Supply 4 t 5.0 RESULTS OF RESEARCH 4 5.1 Site Reconnaissance 4 5.2 Surrounding Area Reconnaissance 5 5.3 Site History 5 5.4 Regulatory Agency Data Review 6 CERCUS 6 AMC 7 RCRA 7 UST 7 LUST 7 i_:- King County Landfills 8 6.0 PRIOR SITE WORK 8 I 7.0 CONCLUSIONS AND RECOMMENDATIONS 9 Figure 1 -Site Vicinity Map Figure 2 -Site Plan 1 '. ti I 1.. PHASE I ENVIRONMENTAL SITE ASSESSMENT 11-09162-00 SOUTH 316th STREET PROPERTY Federal Way, Washington ( 1.0 SUMMARY RZA AGRA, Inc. performed a Phase I Environmental Site Assessment on the subject property located southeast of intersection of South 316th Street and 20th Avenue South, in Federal Way, King County, Washington. The purpose of the Phase I assessment was to review the potential for environmental issues related to the possible environmental impact of past or present activities on the parcel. The following ( summary presents the key findings and conclusions of this report: • The subject property is an approximately 2.5-acre vacant and undeveloped parcel; 4ff l., • Historical aerial photographs reviewed for the subject parcel for the years 1960,1969, 1974, ( 1980, and 1985 indicate that the parcel was formerly used as pastureland; • During the course of our recent site visit,we encountered no visual indications which would suggest the presence of significant soil and/or groundwater contamination on the subject parcel; nor did we encounter any such indications on the immediately surrounding properties; • Based upon our review of governmental environmental and health agency records and database lists, there does not appear to be any reported hazardous material problems associated with the subject property or hydrologically upgradient areas; • Drinking water supplies for the subject area are provided by the Federal Way Water District which, in turn, obtains Its water supplies from several deep- depth wells within the District; • In view of: • 1) Our recent visual evaluation of the subject property; 2) The lack of known reported hazardous material problems associated with the subject property and hydrologically upgradient area; and 3) The apparent past and present land use history of the subject site; It is our professional opinion that the potential for significant environmental contamination of the subject site's soil and/or groundwater as a result of past or present on- or off-site land use activities may be considered low. Accordingly,further environmental investigation of the subject parcel appears unwarranted at this time. f RMM Corporation 11-09162-00 6 October 1993 Page 2 F This summary is intended for introductory purposes only and should be used in conjunction with the full text of this report. The project description, site conditions,and results of our assessment are presented in the text of this report. 2.0 INTRODUCTION The purpose of this study was to evaluate the subject site and vicinity for Indications of environmental contamination due to previous or ongoing activities. The scope of work for this study consisted predominantly of gathering readily accessible information. Based on these findings,this report presents our F. opinion concerning environmental conditions at the site which may have resulted from both past or current on-site and off-she activities. Our assessment of the parcel included: • A site reconnaissance for the purpose of assessing existing conditions and evaluating, if possible, any reported environmental problems at the site; • A reconnaissance of the immediate site vicinity for the purpose of evaluating land use and making relevant observations regarding the potential for environmental problems to exist In this vicinity; • A review of regulatory agency files and database lists for the purpose of evaluating reported environmental problems in the vicinity of the project site; • A surveyofgeologic and topographic maps, as well as reported water well logs for the subject area; • • A review of historical business directories and aerial photographs for the purpose of evaluating past and present land use at the subject site and in the vicinity of the project site and for the purpose of identifying, If possible, businesses which potentially generate, use, or store hazardous material; • Personal interviews with the site owner,site personnel,or other knowledgeable individuals for the purpose of obtaining relevant anecdotal information regarding the project site and adjacent properties; and • Preparation of this Phase I Environmental Assessment Report documenting the findings of the study. I RMM Corporation 11-09162-00 6 October 1993 Page 3 Environmental impairment of property as a result of activities,such as illicit or unreported dumping or spilling Eof hazardous or deleterious materials,may not be readily apparent The opinions and conclusions presented in this report are based on Information readily available at the time of the assessment The collection of quantitative information,such as data generated by the analysis of soil or water samples,was beyond the scope of this assessment. :'.; This report has been prepared in accordance with generally accepted environmental assessment practices, for the exclusive use of RMM Corporation and Its agents for specific application to the project site. No other warranty, express or Implied, is made. In the event that any changes occur at the site or on adjacent properties, this report should be reviewed by RZA AGRA, Inc. and amended as necessary. 3.0 SITE DESCRIPTION The subject property is located south of South 316th Street and approximately 400 feet east of 20th Avenue South, in Federal Way,Washington.The approximate site location is shown on Figure 1.Site Location Map. The parcel is rectangular-shaped in configuration,and encompasses a total area of approximately 2.5 acres. The parcel is situated approximately 5 feet below South 316th Street and is situated approximately 8 feet above parcels to the south. The property, which is presently vacant and undeveloped, Is bounded on the north by South 316th Street;on the west by the AMC 6 movie theater,on the east by SNo Appliance Center; and on the south by Best Appliances. Topographically,the subject parcel slopes gently downward toward the south,with a maximum topographic relief of approximately 10 feet • _ 4.0 PHYSICAL ENVIRONMENT 4.1 Geology and Soils The geology of the Greater Puget Sound region is characterized by glacially-derived sediments,which were deposited during several episodes,concluding with the Vashon Stade of the Fraser Glaciation,which ended approximately 13,500 years ago. The advance of the Vashon glacier deepened and widened north-south trending valleys. Thick bodies of sand,gravel,and till were deposited over the area With the retreat of the glacier,ice-contact stratified drift was deposited over much of the area,followed by a period of alluvial valley • filling, peat deposition, minor erosion, and soil development Surficial geological maps show glacial till (Vashon Till) mantling the subject area. The Vashon till is further described as a non-sorted,non-stratified, 4 • . compact sandy till consisting of subrounded boulders and cobbles in a matrix of medium and fine sand,and RMM Corporation 11-09162-00 6 October 1993 Page 4 4.2 Hydrogeology, Water Wells and Public Water Supply Based upon our knowledge and experience with glacial till materials, there is a potential for a seasonal 'perched'groundwater condition beneath the subject area. A perched groundwater condition occurs where a relatively impermeable stratum prevents downward percolation of water and causes groundwater to accumulate, or become perched, in a limited area above the stratum. This type of situation is fairly typical of sites underlain by glacially-overridden sediments, such as this parcel. Shallow,seasonal aquifers of this type are also somewhat susceptible to near-surface contaminant impact from surficial sources. A deeper, regional groundwater source would be much less susceptible to near-surface contamination because of its f depth and the overlying relatively Impermeable strata of glacial till deposits. Groundwater gradient is the direction in which dissolved contaminants might migrate if present in groundwater supplies. Typically,in this region,the near-surface groundwater follows the topography. Based upon this premise, it is assumed that near-surface groundwater gradient in the immediate subject area is generally toward the south. However, variations in this assumed gradient direction may exist that would remain uncharacterized without performing work beyond the scope of this type of study. The subject environs obtains its public drinking water supplies from the Federal Way Water District which, in turn, obtains its water from several water wells located in the Federal Way area. We spoke with Mr.Stan French,a Water Quality Engineer with the District. Mr.French stated that the subject vicinity is supplied with water which is mixed from all of Federal Way's water wells, and that the individual wells measure in depth between 100 and 200 feet below ground surface. He added that no municipal wells are located in the immediate vicinity of the subject parcel; however, six are located approximately one mile from the parcel. He further added that he is not aware of any problems associated with municipal or private water wells in Federal Way.These water wells are unlikely to be negatively impacted by contaminants, if present, on the subject parcel due to their depth and distance relative to the subject parcel. 5.0 RESULTS OF RESEARCH 5.1 Site Reconnaissance On 4 October 1993, we performed a field reconnaissance of the project site. The purpose of the site reconnaissance was to evaluate current conditions at the parcel and look for indications of potential environmental impacts. During the course of our site visit,we did not observe any visual indications on the subject parcel(or host property)to suggest that the property's subsurface soils and/orgroundwater Pent / have been negatively impacted by contaminants.We did note the presence of a moderate amount of residential/urban-type litter,consisting • RMM Corporation 11-09162-00 6 October 1993 Page 5 primarily of paper and plastic debris, randomly strewn about the property perimeters.This type of situation Is fairly typical of vacant parcels located in the midst of urbanized development,such as the subject parcel. No environmentally deleterious materials or hazardous product containers were observed included within the litter and debris. Vegetation,where existent.appeared relatively healthy and vigorous. A visual survey of the parcel revealed no indications of above-ground or underground petroleum product storage tanks, PCB-containing electrical transformers, chemical storage drums, or any other apparent hazardous, dangerous, or toxic wastes. Visible and readilyidentifiable activities that are presently occurring on the subject property appear to pose L minimal threat of negative environmental impact to the subject property, or to properties adjoining or hydrologically downgradient. • 5.2 Surrounding Area Reconnaissance On 4 October 1993,we conducted a reconnaissance of the area immediately surrounding the project site. The purpose of this reconnaissance was to observe land use in the site vicinity and to evaluate the potential for nearby businesses to generate, use, or store hazardous materials that may affect the subject site. The subject area is characterized by commercial/retail development. Various automotive repair facilities and service stations are located along the South 320th Street and Pacific Highway South corridors, located approximately three blocks to the south and six blocks to the west, respectively. During the course of our site visit, we noted no activities occurring in assumed hydrologically upgradient locations that might pose an environmental threat to the subject parcel. 5.3 Site History The land use history of the subject property was reviewed, utilizing tax assessment records, business directories, along with various anecdotal Information sources. We also reviewed historical aerial photographs for the subject site and vicinity for the years 1960, 1969, 1974, 1980,and 1985 In the Tukwila, ( Washington offices of Walker & Associates, Inc. Based upon information derived from these various ( sources, the subject site history may be generally summarized as follows: The subject parcel has been vacant and undeveloped since at least the time of the earliest aerial photograph. Historical aerial photographs of the subject vicinity,dating back to 1960, reveal no indications of the former presence of any structures on the subject property; nor do they indicate the presence of dumped debris or other items of potential environmental concern. L t-:• RMM Corporation 11-09162-00 6 October 1993 Page 6 Polk's City Directories for South King County,dating back to 1980,and Cole's Directories for Greater Seattle & Vicinity, dating back to 1969, reveal no indications of past residential, commercial or industrial development on the subject parcel. In summary, our review of the available historical data has developed no information which would suggest that the site had ever been used for the manufacture, storage, or disposal of any toxic, dangerous, or otherwise hazardous substances. 5.4 Regulatory Agency Data Review Readily available regulatory agency reports generated from databases were reviewed with respect to the subject property and surrounding properties. The reports, obtained from Federal, State, and Local government agencies,were reviewed in an effort to document any reported environmental problems which may have occurred at the project site or in the surrounding area. Sites or facilities appearing on the reviewed reports,within a specified distance or radius of the subject site,are discussed below. The search radii RZA AGRA utilizes for its standard Phase I assessment meets or exceeds those specified in American Society for Testing and Materials(ASTM) Standard E 1527-93. The following agency reports were reviewed L in accordance to RZA AGRA's standard search radius for each report (listed in parentheses): • U.S. Environmental Protection Agency (EPA) Comprehensive Environmental Response, Compensation,and Liability Information System (CERCUS) report (one mile); • Washington State Department of Ecology's (Ecology) Affected Media & Contaminants (AMC) report (one mile); • EPA Resource Conservation and Recovery Act (RCRA) report (adjacent properties); 4 • Ecology's Underground Storage Tank (UST) registration list (adjacent properties); • Ecology's Leaking UST list (one-half mile); and • King County Landfills (one-half mile). ( CERCUS • The CERCUS database is used by EPA to track activity conducted under the Superfund Program. Three types of sites are listed on this inventory,including sites which may be hazardous and require a preliminary investigation; sites for which no further remedial action is planned (NFA); and sites which represent a long-term threat and are classified on the National Priorities List (NPL). The current CERCUS list(dated 28 January 1993) lists no sites within a one-mile radius of the subject site. t RMM Corporation 11-09162-00 6 October 1993 Page 7 AMC Ecology's AMC report lists suspected or confirmed hazardous substances sites in the State of Washington. The current AMC report (dated 7 April 1993) lists no sites withhin a one-mile radius of the subject property. RCRA The RCRA report is a list of regulated generators, handlers, transporters, and disposers of hazardous materials. Listing on the RCRA report does not indicate that a facility has been adversely affected by a hazardous material,but merely that the facility either generates,stores,transports,or disposes of hazardous materials in its ordinary course of operation,and that the facility is required to monitor and document their hazardous waste activities to EPA or Ecology. No properties located immediately adjacent to the subject ( property are listed within the current RCRA report (dated 11 January 1993). UST Leakage from USTs is a potential source of environmental contamination. In general,UST facilities represent a potential threat because, if their tanks should leak, contaminants could potentially impact surrounding properties,especially those located downgradient relative to the leaking UST. Ecology's report of registered _ underground storage tanks (USTs) lists all registered USTs in the State of Washington. Therefore.this list is limited to registered USTs and does not necessarily include all existing USTs. A review of this report (dated 2 February 1993) indicates that no USTs are presently registered for properties located immediately adjacent to the subject property. LUST Ecology's leaking UST(LUST)list is limited to reported leaking USTs and may not include all leaking USTs. Five facilities within one-half mile of the subject property appear on Ecology's current list (dated 30 July 1993). These sites, along with their distances relative to the subject parcel. are: Arco #524i approximately 2 blocks south 2202 South 320th Street Belmore Mobile Home Park approximately 1/4 mile south 2101 South 324th Street I • l • RMM Corporation 11-09162-00 6 October 1993 Page 8 Arco #4477 approximately 1/8 mile west 31855 Pacific Highway South Shell Station approximately 1/8 mile west 31660 Pacific Highway South BP Station *11050 approximately 1/4 to 1/2 mile southeast 2535 South 320th Street/I-5 We visited the Northwest Regional Office of Ecol ogy ogy to review agency files regarding these locations. In general, our record review indicated that groundwater in the subject vicinity is migrating to the south. Because all of these facilities are located either to the south or the west, It is our opinion that these LUST sites would be unlikely to negatively impact the subject parcel due to their assumed hydrologically ii downgradient or non tributary location. ff King County Landfills t:. We reviewed the Washington State Department of Ecology's Municipal Solid Waste(MSW) Facilities list in order to locate known abandoned and/or presently operating landfills within our scope of review. According to this list, no abandoned (or presently operating) landfills are located within a one-half-mile radius of the subject property. 6.0 PRIOR SITE WORK RZA AGRA. Inc. previously performed a Phase I Environmental Site Assessment of the subject parcel in October 1991. Our written report prepared pursuant to that assessment concluded that there was an unknown amount of undocumented fill material overlying the southern portion of the property. There was concern that the fill could possibly contain environmental contaminants in concentrations exceeding currentl Washington State Department of Ecology Method A cleanup standards.In December 1991,RZA AGRA,Inc. conducted a limited analytical screen of this fill material. Our subsurface sampling program consisted of obtaining three soil samples from the area of suspected fill,and submitting them to an analytical laboratory to be tested for total petroleum hydrocarbons (TPH), metals (arsenic, barium, cadmium, chromium, lead, mercury, selenium,and silver),and halogenated volatile organic compounds. Analytical results indicated that the concentration levels for TPH and metals were below Ecology's Method A deanup levels. Analytical results indicated concentration levels for all halogenated volatile organics tested for were below method • detection limits for the analyses. Is 1 RMM Corporation 11-09162-00 6 October 1993 Page 9 1 7.0 CONCLUSIONS AND RECOMMENDATIONS Based on the Information and data we have obtained for this environmental assessment, and taking Into account the past and present land use history of the subject property and immediately surrounding area, It is our professional opinion that the likelihood of significant environmental contamination existing on the subject property, from both on- and off-site sources, may be considered low. Accordingly, further environmental investigation of the subject property appears to be unwarranted at this time. We appreciate this opportunity to be of service to RMM Corporation on this project. We are avalable for further studies should you so desire. If you have any questions regarding the findings and conclusions contained within this report, please feel free to contact us at your earliest convenience. Respectfully submitted, RZA AGRA, Inc. t_ .. 2 Anders F. Olin Senior Environmental Assessor Daryl S. etrarca, Associate Registered Environmental Assessor AFO/DSP/Iad • 1 , I a! ' IYVX i rr s,•w o. .,. \' it I • 11 3w_ • VA. f, .T+ST , • I f pu.. 4 . t.A ► 7.a. •. i ti t/.� P.1> y. ,� '�.=:`1- t a1- • }'Sv I• I . ;« !a 1H t!bs ij"' eT=t' ' I I «aALY•«4 a . a - a F... i •~ 41 '1 NS L MNt, It S'" re%• '7NT 1 t`1 alw VII I !'a_'el tsi. al • E t 74 Wei* St i S • t SOOT411 ". wF• _ t� ) `f ilw f 1101w Ifl �j7`7�;� t� i i tt{,w s F f31tlw • —,...2 fI( pflit wst 2I 370131 • ,t l tit ~ ey� t tt I ` • I� „ Z $ 301.[ St $al" - U f 7tI1N ft a t • I «�1�a > •r a a �t)wiT , f>tofero ST= 4-' s f a i, I «0 • 2NI",-,-• firth it tL.. r� _......> t ' • tt 1 • F • i O1 Lyt - .. - - -_ r . • Pt o atm ell < t N t III i • ii . i p.n.s. a S •eTN ST •.t■ !R 1� tit S, 3O91w I • T. .. T • 1 - aPTN tf N ST M L ST 0 \ I ma's ' = a K DiA. Rlt ' L S L0ts ST •fit ' pI S 3101w ST ,� I w I •> r s .'•'- II INN !m`' i lSTM G 2. S. 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"" oks : s > t ' '� :Geneva NC tT . I , a . .,Afd., _ • T • *tarry •1 tTrr.. 0 I alrr►• s: e Neu► R r _ ,,,st - fl.,« I �,,,T_� > S 7tI.. iT �I .: w, fyttw .,I i�i.i . fNtwS a)« •Y1 «; >! i. 1 I I:: 3•I i • S f.T.. •t ►f1011w STl L. RZA AGRA S. 316th STREET PROPERTY v�o. 1109162 FEDERAL WAY. WASHINGTON ENGINEERING&ENVIRONS/1MM.SERVICES DESIGN �_ 1 11335 N.E. 122nd Way DRAWN pMW Suite 100 VICINITY MAP Kirkland. Washington DATE DM 1993 88034-691B SCALE 14 T.S. FIGURE 1 ' L • ( • R D 1....:. _ [ _ S. 316th STREET 209.68' II ,1 11 1 /'/ , �I I l I i I r.. I i MOVE THEATER iiII 6 niu h Is II I II II lid . f' Ii Sc 41 id CI I d Lj II f WOsI II II o 1 16 lit • II II PROPERTY BOUNDARY-I � II I I J4 -- --- '' __ i — 210 04' 1 l'.:. • SITE PLAN BASED ON MAP PRESENTED ON SHORT PLAT No. 8403140752. RZA AGRA wa 1109162 S. 316th STREET PROPERTY ENGINEERING i ENVIRO MAENTAL SERVICES FEDERAL WAY, WASHINGTON DESIGN.1LFQ_ 11335 N.E. 122nd Way DRAWN DMW Suite 100 DATE OCT 1993i ' SITE PLAN Kirland Washington 98034-6918 SCALE ''T•S= FIGURE 2 , CUCINA! CUCINA! ITALIAN CAFE Located within the S.W.1/4 of Sec. 9, T. 20 N., R. 4 E., W.M. LEVEL 1 DRAINAGE ANALYSIS 1990 SURFACE WATER DESIGN MANUAL CORE REQUIREMENT No. 2 Prepared for: RMM Corporation 19437 Edgectiff Drive S.W. Seattle, Washington 98188 Prepared by: d DOWL NOIN 111 ■ AM A OSWolen of COWL. Inoerporoted 8320 154th Avenue NE,Redmond,WA 98052 October1993 RECEIVE " S11465-01 OCT 25 .1993 LANCE MUELLER &k OC. • CUCINA! CUCINA! ITALIAN CAFE Located within the S.W.'/a of Sec. 9, T. 20 N., R. 4 E., W.M. LEVEL 1 DRAINAGE ANALYSIS 1990 SURFACE WATER DESIGN MANUAL CORE REQUIREMENT No. 2 October 1993 Prepared by: DOWL ENGINEERS Darren A. Simpson, P.E. This report has been prepared by the staff of DOWL Engineers under the direction of the undersigned professional engineer whose stamp and signature appears hereon. A. S til' , A-..,,,,„(i:-z.;:f wAsiii,:e64, k, 27856 . 4'` a SLAIPS,494.0.--'c £CIS:E�4 �: 4NZLM_ ,SIO'�AL SI'C' 14 Zt'93 Darren A. Simpson, P.E. x.s,�:ES /p_/y_9y Project Engineer TABLE OF CONTENTS Page 1.0 INTRODUCTION 1 1.1 Project Description 1 1.1.1 Purpose 1 1.1.2 Existing Conditions- Terrain 1 1.1.3 Existing Conditions- Vegetation 1 1.1.4 Existing Conditions - Soil Type 2 2.0 REVIEW OF RESOURCES 4 2.1 Adopted Basin Plan 4 2.2 Basin Reconnaissance Summary Reports& 1" =400' Scale Problem Summary Maps 4 2.3 Critical Drainage Area Maps 4 2.4 Flood Plain/Floodway(FEMA Maps) 4 2.5 Other Off-Site Analysis Reports(in same Subbasin) 4 2.6 Sensitive Areas Folio 4 2.7 SWM Division Drainage Investigation Section Problem Maps 4 2.8 USDA King County Soils Survey 5 2.9 Wetlands Inventory Maps 5 2.10 Other Resources(Metro, DOW, DOF, DOE, USACOE) 5 3.0 FIELD INSPECTION 6 3.1 On-Site Drainage Systems 6 3.2 Downstream Investigation 6 4.0 DRAINAGE REQUIREMENTS 8 4.1 General Requirements of Site Drainage System 8 4.2 Special Requirements of Site Drainage System 8 4.3 Evidence of Existing or Predicted Problems 9 4.3.1 Lack of Capacity or Constructions in Existing Drainage System 9 4.3.2 Overtopping, Scouring, Bank Sloughing or Sedimentation 9 4.3.3 Flooding 10 4.3.4 Significant Destruction of Aquatic Habitat or Organisms 10 5.0 FACILITY DESIGN 11 5.1 Description of Drainage System Design 11 5.2 Adequacy of Existing or Predicted Downstream Impacts 11 5.3 Recommendation for Level 2 or Level 3 Analysis 12 APPENDIX: PHOTOGRAPHS, MAPPING& CALCULATIONS 1.0 INTRODUCTION 1.1 PROJECT DESCRIPTION This project is a 2.25-acre parcel located between SeaTac Six North cinemas located at 20th Avenue and 316th Street and Silo retail store located at 23rd Avenue and 316th Street. The legal description is Lot 2 of King County Short Plat No. 182027, 8403140752, within the S.W. '/4 of Sec. 9, T. 21 N., R. 4 E., W.M. The site is rectangular in shape. It is approximately 566 feet deep with approximately 210 feet of frontage along 316th Street. 316th Street is 44 feet wide asphalt pavement with sidewalks along both sides. To the north is a Target retail store and Hillside Plaza (retail shopping center) and to the south is a retail strip mall which includes Best retail store. The proponent proposes to construct a 7,000-square-foot restaurant with parking to accommodate 133 vehicles. Approximately two acres will be impacted with the associated building, paving and storm drainage facilities. The restaurant area will seat approximately 190 people with an additional 54 seats available in the bar. 1.1.1 Purpose The purpose of this Level 1 drainage analysis is to satisfy requirements of the King County Surface Water Design Manual (KCSWDM) as adopted by and subject to modifications by the City of Federal Way. This report will be submitted along with an environmental checklist to the City of Federal Way for the purpose of obtaining conditions of approval for a site development permit. 1.1.2 Existing Conditions- Terrain The existing site has been graded and slopes to the south. The average slope is approximately 3 percent. There is a 6-foot-high rock wall two feet south of this parcel. There is an existing dirt road at the southwest corner which might be negotiated by 4-wheel drive vehicles. Along 316th there is an existing curb cut approximately 5 feet east of the northwest property corner. 1.1.3 Existing Conditions- Vegetation Aerial photographs of this site have been obtained from RZA Agra documenting the land use and are presented in the appendix of this report. The 1974 photograph indicates that the land was cleared prior to 1974. The 1980 photograph indicates that this land was used as a staging area for construction of the Silo building and an office building east of 23rd Avenue. The 1980 photograph clearly shows that construction of both buildings was substantially complete. Therefore, we have assumed for purposes of this report, that this lot was entirely devoid of vegetation prior to May 1979. Currently, the lot is vegetation by sparse grasses and a few deciduous trees are within the southern 50 feet of this parcel. - 1 - 1.1.4 Existing Conditions - Soil Type The Soils Survey of King County Area, Washington (Snyder et al., 1973) indicates the soil type is Ardent, Alderwood material. The runoff is categorized as medium and the erosion hazard is categorized as moderate to severe. The existing material appears to be densely compacted. - 2 - STEEL LAKE S 308th ST N N (n (N C Q > > > Q Q Q Q tomCD 8.5 I I I S 312th ST I . N N . N U if) (n L_ Q Q Na0 I_ = a O r7 > Q S 316th `.' t PROJECT I N SITE - • Q S 320th ST r SEA TAC MALL S 324th ST SCALE: 3"=1 MtLE± D Ow L FIGURE 1 ENGINEERS LOCATION MAP - 3 - 2.0 REVIEW OF RESOURCES 2.1 ADOPTED BASIN PLAN Executive Proposed Basin Plan, Hylebos Creek and Lower Puget Sound is the adopted basin plan. This project is located within the west branch of the Hylebos Creek subbasin. The basin-wide recommendation for on-site detention (BW-2) reduces post-development, 2- and 10-year flows to pre-development levels. 2.2 BASIN RECONNAISSANCE SUMMARY REPORTS & 1" =400' SCALE PROBLEM SUMMARY MAPS No problems were identified on the problem summary map. 2.3 CRITICAL DRAINAGE AREA MAPS This project is not within a critical drainage basin. 2.4 FLOOD PLAIN/FLOODWAY (FEMA MAPS) This project is not within or adjacent to a delineated floodway. 2.5 OTHER OFF-SITE ANALYSIS REPORTS(IN SAME SUBBASIN) The technical information report for a previously submitted project for Comfort Suites hotel (SPR 90-0009) was obtained from the City of Federal Way. 2.6 SENSITIVE AREAS FOLIO No inventoried wetlands are within 1 mile downstream of this project. There is an unclassified stream approximately 1/3 mile east of this site along Pacific Highway and this project does not drain directly to it. This project is not within an erosion hazard area. This project is not within a landslide hazard area. This project is not within a seismic hazard area. This project is not within a coal mine hazard area. 2.7 SWM DIVISION DRAINAGE INVESTIGATION SECTION PROBLEM MAPS King County Surface Water Management (SWM) at (206) 296-8328 was contacted to obtain drainage complaint reports. Abe Santos indicated that no reports were filed within the area from 1989 to 1993. The two complaints filed for the year 1988 were for drainage areas located approximately one-third mile west of the site along Pacific Highway and not within this site's down stream drainage course. Two complaints filed in 1987 were not within this project's down stream drainage course. There were no other complaints on record. -4 - 2.8 USDA KING COUNTY SOILS SURVEY Soil type is Ardents, Alderwood material. 2.9 WETLANDS INVENTORY MAPS The Executive Proposed Basin Plan, Hylebos Creek and Lower Puget Sound indicates there is a small wetlands approximately 1.5 miles down stream of this project. 2.10 OTHER RESOURCES (METRO, DOW, DOF, DOE, USACOE) No other reports were obtained. - 5 - 3.0 FIELD INSPECTION 3.1 ON-SITE DRAINAGE SYSTEMS This site is surrounded by developed land on all four sides. Along the north side and uphill is 316th Street. The drainage on 316th Street is curb flow to the east along the curb and gutter. There is a catch basin at the mid-point of this parcel's frontage. The storm drain piping is routed north to the north side of 316th Street and then east, to discharge into a storm drain main line in 23rd Avenue. There is no off-site contribution of water to this parcel. The land to the east and west is developed with 5-foot landscaping buffers along the property lines. Both of these parcels have storm drainage systems which convey the water elsewhere. There is no contribution of water from these sources either. 316th Street is approximately 4 feet higher than this parcel. The northerly 20 feet of this parcel is a 5:1 slope. The existing drainage sheet flows to the south approximately 390 feet. This site has been cleared and graded so the sheet flow is more or less uniform. There is no indication of incisions or stream channels flowing southward. Approximately 410 feet south of the road embankment there is a shallow ditch. This ditch has been graded to direct the sheet flow to the east where it leaves the this parcel. The majority of the runoff generated by the site leaves the parcel approximately 50 feet north of the southeast parcel corner. The runoff from the southerly 40 feet of the parcel sheet flows onto the property to the south. 3.2 DOWNSTREAM INVESTIGATION The project site was inspected on September 4, 1993 and again on September 20, 1993. The weather at the time of both inspections was dry and warm. As-builts of the down stream drainage system were obtained from the City of Federal Way. This was necessary because most of the down stream system is either storm drainage piping or detention ponds. Approximately 90 percent of the drainage from this site is collected within a ditch 50 feet north of the south property. This ditch flows to the east approximately 70 feet to a 12- inch, corrugated, metal pipe. This pipe is approximately 30 feet long and discharges into the regional detention facility located within Tract 'A', of King County Short Plat No. 8004280455. This detention facility (King County project number 55754) has approximately 127,405 cubic feet of storage within 7 feet of active depth. From the as-built information available it was determined that this pond was designed for detention of 43.78 acres of runoff with an assumed future runoff factor of C=0.85 for a 25-year design storm event, plus an additional 27,000 cubic feet of storage. The pond dimensions are approximately 345 feet by 45 feet. Our site contributes about 5% of the total drainage received by this pond based upon a ratio of areas involved. This site's runoff will travel approximately 300 feet through the pond to the outlet control where it enters a 12-inch storm drain system. The storm drain runs easterly, then southerly along the east side of the strip mall and then southwesterly to a detention facility - 6 - located in the southwest corner of the SeaTac Plaza parcel. The pond is located approximately 300 feet north of So. 320th Street. The pond is approximately 50 feet by 80 feet with approximately 9 feet of active storage. The total length of storm drain run is approximately 1,005 feet. To our knowledge the system is operating adequately. This completes the 1/4 mile downstream investigation for 90% of this site. The remaining 10% of drainage from the southerly 40 feet of our site sheet flows onto the existing pavement behind the strip mall. It is collected in a storm drain system which is routed around the west side of the strip mall to the same 50-foot by 80-foot detention pond. This storm drain run is approximately 565 feet. The drainage from the pond is released through a control structure on the west side. The drainage is conveyed through a 750-foot storm drainage pipe to the south side of 320th Avenue where it enters onto SeaTac Mall property and is more than 1/4 mile down stream of our site. The Executive Proposed Basin Plan, Hylebos Creek and Lower Puget Sound identifies So. 320th Street as having potential flooding problems. Project No. 2450 recommends an engineering survey of the existing drainage system and design of a conveyance upgrade. The status of this recommendation is not known at this time. It should be noted that the as-builts for the SeaTac Plaza directly south of our parcel indicates that there is a 12-inch storm drain line stubbed out to the mid-point of our parcel's south property line. We do not propose to locate and connect to this stub since the majority of the drainage from this site current goes to the regional detention pond to the east. - 7 - 4.0 DRAINAGE REQUIREMENTS 4.1 GENERAL REQUIREMENTS OF SITE DRAINAGE SYSTEM King County Core Requirements, Section 1.2. 1. Discharge at the Natural Location This project will discharge to overland flow and exit the site at the same point. 2. Off-site Analysis The off-site analysis is presented above. 3. Runoff Control The detention facility will be designed to control peak rate for the 2- and 10-year, 7-day storm events, and routing for the 100-year, 24-hour storm event. Per the City of Federal Way this analysis will include "inter-flow" time of concentration equations for the pre-developed runoff calculations. 4. Conveyance System All piping and facilities will be designed to convey runoff for the 25-year storm event. 5. Erosion/Sedimentation Control Plan An erosion control plan will be provided in compliance with KCSWDM requirements. 6. Maintenance and Operation The owner will comply with this requirement. 7. Bonds and Liability The owner will comply with this requirement. 4.2 SPECIAL REQUIREMENTS OF SITE DRAINAGE SYSTEM This project will be designed to comply with King County Special Requirements, Section 1.3. 1. Critical Drainage Areas This project is not within a critical drainage basin. 2. Compliance with an Existing Master Drainage Plan This project is not within a previously adopted Master Drainage Plan. 3. Conditions requiring a Master Drainage Plan This project does not warrant a Master Drainage Plan - 8 - 4. Adopted Basin or Community Plans This project will be designed in compliance with Executive Proposed Basin Plan, Hylebos Creek and Lower Puget Sound basin-wide recommendations BW-2. 5. Special Water Quality Controls This project does not require special water quality control because discharge will be to the existing drainage swale and does not directly discharge to the regional detention facility. 6. Coalescing Plate Oil/Water Separators This project does not require a coalescing plate oil/water separator because this project will not construct more than 5 acres of impervious surface subject to high vehicular use. 7. Closed Depressions This project does not discharge to a closed depression. 8. Use of Lakes, Wetlands or Closed Depressions for Runoff Control This project does not discharge to a lake, wetland, or closed depression. 9. Delineation of the 100 Year Floodplain This project does not contain or abut a class 1 or 2 stream. 10. Flood Protection Facilities for Type 1 and Type 2 Streams This project does not contain or abut a class l or 2 stream, lake, wetland or closed depression. 11. Geotechnical Analysis and Report This project does not meet the criteria warranting a geotechnical analysis. 12. Soils Analysis and Report Existing soils mapping are sufficient for design purposes. 4.3 EVIDENCE OF EXISTING OR PREDICTED PROBLEMS 4.3.1 Lack of Capacity or Constructions in Existing Drainage System The Executive Proposed Basin Plan, Hylebos Creek and Lower Puget Sound identifies a potential flooding problem at So. 320th Street. Our point of discharge for the project site is more than 'A mile up-stream from this identified area. We do not propose to significantly change existing drainage patterns for the drainage exiting our site, via sheet flow to the south. 4.3.2 Over-topping, Scouring, Bank Sloughing or Sedimentation There is a rock wall on the parcel to the south. This project does not propose to impact the structural integrity of the rock wall. - 9 - 4.3.3 Flooding (Especially of Commercial or Residential Structures, Road Access or Septic Drain Fields) No potential for flooding is evident. 4.3.4 Significant Destruction of Aquatic Habitat or Organisms (e.g., Severe Siltation or Incision in a Stream) This design will not impact aquatic habitat or organisms. - 10 - 5.0 FACILITY DESIGN 5.1 DESCRIPTION OF DRAINAGE SYSTEM DESIGN This parcel was cleared and used as a staging area for construction of the development to the west as shown on the aerial photo dated April 1980. The buildings in this photo are substantially complete. Given the time necessary to construct the building, we contend that the clearing and grading activities were the first activities necessary and were completed prior to May 1979. Additionally, drainage from this parcel is shown entering the regional detention facility on the regional detention facility plans for Cratsenberg Properties which was approved by King County on June 24, 1980. The silt trap west of the detention facility and 12-inch, corrugated, metal pipe are still evident in-place. This implies that the ditch line was in- place prior to upgrade of this detention pond to a regional detention facility in 1980. Therefore, we are of the opinion that this ditch was constructed with approved King County plans and was in-place prior to May 1979. Although the site is included within the area tributary to the regional detention facility, the 1980 design approval of this facility would indicate design criteria not up to current standards. We, therefore, are proposing an on-site detention facility designed to meet the BW-2 standard. A detention pond for peak rate runoff control will be provided for the 2- and 10-year, 7-day storm events. The time of concentration will be calculated using the "inter-flow" equations for the first 300-feet of travel as directed by the City of Federal Way. The preliminary basin sizing indicates 20-foot by 40-foot pond with 2:1 side slopes and 6 feet of active storage will be adequate to meet the above stated design requirements. The results of the detention facility are presented in Table 1. Table 1 PEAK DISCHARGE AND REQUIRED STORAGE Pre- Post- Developed Developed Release Storage (cfs) (cfs) (cfs) (cf) 2-year/7-day .02 .32 .02 7,195 10-year/7-day .07 .45 .07 9,717 5.2 ADEQUACY OF EXISTING OR PREDICTED DOWNSTREAM IMPACTS The regional detention facility east of the site was designed to include detention for this parcel as part of a larger 43.78-acre basin. Their analysis assumed a rational runoff coefficient C=0.85. Additionally, this project will provide detention on-site and control of the peak release rate as required. Because of the method of analysis required for design of this facility, the proposed release rates will be substantially less that what is currently - 11 - leaving the site. We conclude that the down stream system is adequate, and it will not be adversely impacted by this project. 5.3 RECOMMENDATION FOR LEVEL 2 OR LEVEL 3 ANALYSIS This project will be designed in compliance with the KCSWDM. It is our opinion that a Level 2 or 3 analysis is not warranted. - 12 - SE 1/4 OF SEC. E, T. 21 N., R. 4 E., W.M. - 11104 ., a 23rd A,e. South. 3oc�o, w o J iliw r " ver Nu./ 41 r ...,4 �, 1 .. \I \ 1� wTa w. ►� r i A 1 \ kw ` w two`_.1`\N. , di` `-iA.s"ia r wt \` i-•\ 1 1 \ ,�� 1\ `` I ! 1 rt 1 / r a \1 \! �t \�,` S•9„qT PANIC-N. ; ''•/ \-1 .. 1\I i 010\� \ \ , r rI /, Q II I 11 Rwi•1 MLA 1 7 j ./q mamma I t u1ool mea)') ``N. '`�i d.1 rL1l d `\ llolr am tT,. t ' ` 1� \ y� \ \, \ �' t !1! �„ f/ /® • e it " { f �! I , \ \ t ; F J _ ' 7 IT laramiamm2NA-wATfisiirrvi / / I ► \ \ } :III!' 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MO IOC awK+Lo sr son LRarmeL w MOM.+r� s.:I.A 1'•20' 10s0111A11C MOR1i/31 CO MO OF POol.VAULT POMO ILIAC) GRAPHIC SCALE ras AT 1111 10u111EAST 11111001 CF 2011 AlAMON S.A110 2.3111111 o ,o =o no, 412 111416 STRUT CIE•10 20t1MU(N KAMTOT. C EW1110NNi122 Rl 4 100-M 1ElIC11AR4 iD1C1y1ML 11000RMS1sfST F•Oralr CORMS OF'le PANC7!1 sQT MIA!AND C... Otmacel-.N.a 1 °r 1 A DOWL ENGINEERS Ara ALASKA TESTLAB COMPUTATIONS w.o.# I ',-- Project Name Client Name ..J 1;r:` Sheet ' of Pr.eppaared by: Date Checked by: Date N004tN CA-AT u C XI S T/it)&. ( �ii2T i-/ D D "Dt.v%r-oPe.p ( 19941 > P2t Ev w 47 L l=a2c-S 1 Rict1►J FALL C_vL n?i S 2-- Y12 7 GQy' ••0 Li' y (ttc7Tc '. 2 YrZ 2y rim /o -ram `7dG� s,Ss ion- rtz zqt e_ > '-1,10 SA-S I N L'tt A► Acre: %-rii c vc -707/1- C. Z, 0 Z Z.UZ/76 0/98 //`/J I+w trovit. K f ST//Q, 2,-/71FL Z.o Z /87 D /98 l / ►v 77 E. V i e-?'A c 7.0 Z 0, 6 S0/8$ /,3`'/9 0 7 KA-.ruv7c5 A DOWL ENGINEERS COMPUTATIONS w.o.# ALASKA TESTLAB 61<46b� Project Name Client Name Sheet of Prepared by: Date Checked by: Date :P. S tw.. S0t SC S01I—S �: / •J i w• i :r. • AI ' `-':"1..- ABA♦ r*.. No'� i� II.1411 •AmC r ti FV v j • �' 1 h �� 7 r ':; = .. ' it' ' "' '''.42.461;II r• •\•::-..- 'Y t -1 4.• . • , •&- itliti.t.n....., ' ,i .4 I . 4.7 •__411111111 ,.±. __? .1P II Am6I Ft 71•:Allarr .;• \ • Ial/• S� % — 0151010 • ASB 4Io T , r J 4. .-. ; „,,,• , • 4. i I ' s8. 1.13, • cSO . 'W ,n r . /:..:'• Ic ? ,.e .,,E _ r vl0. 14• ,1 •' ti < • al • Q S . ....-..• ,- • M - s r �tH•• � :Si .1 • 1..y y, - .,. • ,'.':. -: : ''..• •-rz;v:•leo:e:::- r irArriPc I .1-,•;-!, ,,---:''i!. 4-41111441 7:-.(\:,-,..Ag—c.. .-t,3:.....-'g.".-1.: �(�%. •.Z h •.S•'.A...-.:;;-. Mom- -e• ' \I • • :2 -• _ • • s _ 7 Age,-� , =-•I -.•-o ' .� L^ baler fir;.;'. rf IF 1 •• • • ..i.. �.,i:;;:' r �F' irk �� r ,£34' r' a, -\' TTuu 4�H -.—: ,VI I AmB 1 1K 'ir 1,: r' •% ••• 5. • A •Lt'_E er✓Q n 36, . v i .,�, • r I r •' k�•1, -. •4.?' 1/✓✓✓• Y_ II Ems. 6.':”: \• ��:Jy AIf�O �(▪ �OO `'� •• b t• I 7HyL 1 •+;•(,y'•• •t•t^. r• �r',7.�•. ,•�I 1 11•- • ' /. • •• - . I %^ �'�J▪� • • cArnB tf i ' - P;, N - • 4. c %ar >=c +...•. • 1 • < . r et is .:.y_r '_ . `a •. '� i�...: /� �' . k•• -Tin,k• . . , J...A *,;.4-, •. Arents, Alderwood material, 6 to 15 percent LLLLLL slopes (AmC) .--This soil has convex slopes. Areas are rectangular in shape and range from 10 acres to about 450 acres in size. Some areas are up to 30 percent included soils that are similar to this soil material, but either shallower or deeper over the compact substratum; and some areas are 5 to 10 percent very gravelly Everett soils and sandy Indianola soils. Runoff is medium, and the erosion hazard is moderate to severe. This soil is used for urban development. Ca- pability unit IVe-2; woodland group 3d2. KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL (2) CN values can be area weighted when they apply to pervious areas of similar CN's (within 20 CN points). However, high CN areas should not be combined with low CN areas (unless the low CN areas are less than 15% of the subbasin). In this case, separate hydrographs should be generated and summed to form one hydrograph. FIGURE 3.S.2A HYDROLOGIC SOIL GROUP OF THE SOILS IN KING COUNTY HYDROLOGIC HYDROLOGIC SOIL GROUP GROUP* SOIL GROUP GROUP* Alderwood C Orcas Peat D Arents.Alderwood Material C Oridia D Arents. Everett Material B O„aII C Beausite C Plchuck C Bellingham D Puget D Briscot 0 Puyallup B Buckley D Ragnar B Coastal Beaches Variable Renton D Earlmont Silt Loam D Riverwash Variable Edgewick C Salal C Everett A/B Sammamish D Indianola A Seattle D Kitsap C Shacar 0 Klaus C Si Silt C Mixed Alluvial Land Variable Snohomish a Neilton A Sultan C Newberg B Tukwila a Nooksack C Urban Variable Normal Sandy Loam D Woodinville 0 HYDROLOGIC SOIL GROUP CLASSIFICATIONS A. (Low runoff potential). Soils having high infiltration rates, even when thoroughly wetted, and consisting chiefly of deep.well-to-excessively drained sands or gravels. These soils have a high rate of water transmission. B. (Moderately low runoff potential). Soils having moderate infiltration rates when thoroughly wetted,and consisting chiefly of moderately fine to moderately coarse textures. These soils have a moderate rate of water transmission. C. (Moderately high runoff potential). Soils having slow infiltration rates when thoroughly wetted,and consisting chiefly of soils with a layer that impedes downward movement of water. or soils with moderately fine to fine textures. These soils have a slow rate of water transmission. 0. (High runoff potential). Soils having very slow infiltration rates when thoroughly wetted and consisting chiefly of clay soils with a high swelling potential, soils with a permanent high water table, soils with a hardpan or clay layer at or near the surface.and shallow soils over nearly impervious material These soils have a very slow rate of water transmission. • From SCS.TR-55. Second Edition.June 1986, Exhibit A-1. Revisions made from SCS. Soil Interpretation Record. Form 05. September 1988. 41! 3.5.2-2 11/92 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TABLE 3.5.213 SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS (Published by SCS in 1982) Runoff curve numbers for selected agricultural. suburban and urban land use for Type 1A rainfall distribution.24-hour storm duration. CURVE NUMBERS BY HYDROLOGIC SOIL GROUP LAND USE DESCRIPTION AB C 0 Cultivated land.(1): winter condition 86 91 94 95 • Mountain open areas: low growing brush and grasslands 74 82 89 92 Meadow or pasture: 65 78 85 89 Wood or forest land: undisturbed or older second growth 42 64 76 81 Wood or forest land: young second growth or brush 55 72 81 86 Orchard: with cover crop 81 88 92 94 Open spaces, lawns, parks, golf courses, cemeteries, te- LANDSCAPrNL� landscaping. XrSTi good condition: grass cover on 75% or more of the area 68 80 90 fair condition: grass cover on 50% to 75% of the area 77 85 90 92 Gravel roads and parking lots 76 85 8- 91 Dirt roads and parking lots 72 82 (-* 69 Impervious surfaces, pavement, roofs, etc. 98 98 98 98 Open water bodies: lakes, wetlands, ponds. etc. 100 100 100 100 Single Family Residential (2) Dwelling Unit/Gross Acre % Impervious (3) 1.0 DU/GA 15 Separate curve number 1.5 DU/GA 20 shall be selected 2.0 DU/GA 25 for pervious and 2.5 DU/GA 30 impervious portion 3.0 DU/GA 34 of the site or basin 3.5 DU/GA 38 4.0 DU/GA 42 4.5 DU/GA 46 5.0 DU/GA 48 5.5 DU/GA 50 6.0 DU/GA 52 6.5 DU/GA 54 7.0 DU/GA 56 Planned unit developments, % impervious condominiums, apartments, must be computed commercial business and industrial areas. (1) For a more detailed description of agricultural land use curve numbers refer to National Engineering Handbook, Section 4, Hydrology, Chapter 9. August 1972. (2) Assumes roof and driveway runoff is directed into street/storm system. (3) The remaining pervious areas(lawn) are considered to be in good condition for these curve numbers. 3.5.2-3 11/92 4.0 4.1 ,4'4.6 .a SO sl SI s6 sa 6.0 7.0 -. .,, :... ........ .: '. •. ...... .i.. : • • • /1 �. tY r t. , , t 3.6 -.'.. : 1 -r7---1.._.,.sz.. .....• ..i.- . ......_ .. . ..:: \ .... .4444 .4.•\.............. itatt\ "1 i j......=.„.„....! : . I. 42 r J•-7 ,` t 2 je. li .... . . : . . ... c 1 E_I\ rz) ._. A(... 5.0 - \...',\\i ••. I— 7 '•-- ... , • .. „as. 'i • --- k - •• \\ i 1.•,.. ...(1.1: ...f . _ _ . ... . ,.. _._,........ .t .. f - • -.7 /. . • .,: ....... . . ft, .. 1( w. / • �'� f i 1. 2-YEAR 7-DAY ISOPLliVIALS West King.County I •- 3.2• • ' S., S.6 _ 5.8 7 6.87.0 6.0 6.2 6.4 6.6 0 1 2 3 4 $ 6 7 e ►woes -- C 1:300.000 42 S.0 S2 t - S.4 *.6-• S j 6.0 7.0 8.0 • l9.0 • ( i •, . • ... .. .....f. .....,--„, . s.o , ... .,...... .'..-:,....--..1 - - . ' . • ..... - l 1 6 K-• ; - - ;L• L .4.:141. . . ).' ••• ) • .*t••• f '1 .- .. .- ,, 1; 1 jI - �.,.� \ \ Searle. -7r-1. - �•- • — _• • % Itt , '.. ,N,)\1, * 4 - -. ' 00• f \ 1 i. :.-.... ..•\.\\c\41 ... • ilb 1,.(1. 7.0 \ T. ./ i t...::..-Illi .. 1 \./j ?. . _- 1.-- -, ...„. • \ --t .••• 1-..'121' ..- —. It.. • ..:" ,.. ,li\)1' "7"-;.••el! t'.-= 0 W '' \.•-.,.1:8..2 4:- :• • 4 ........_ , L..... ' 7.0j)..; .• • • At : i ' . • ; ; ; :rl '�t- -. _. i S I I i-1 7-; - 1-:-.-.-. 8_ , • i . / • , ,, ,..., _ : . .„..• _ , - .. r • ..\\ ' : . ... X , . ,.(: 10-YEAR 7-DAY ISOPLUVIALS 4-; 2 . , . .. . West King County —•. - -, ' • _ . . , .• ....\ 1.2 Total Precipitation in Inches E.6 6.8 7.0 - I / 1- ' 9.0 8.0 E 2/ E.1 0 1 2 s a s s 7 aMlles 1:300.000 KING COUNTY. WASHINGTON. SURFACE WATER DESIGN MANUAL FIGURE 3.5.1H 100-YEAR 24-HOUR ISOPLUVIALS 349 ._ - ---- - ` -- _----- 37' --_01UI 9 i, :e:1 i-� rr - E: ,; ilii%,*10 -N 11 i 1411*, lit t aei -.14i IOTA il yl / ---IL% -"VIII . 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Zi_ I 11 111 Pr ( -'*-0 •--Ailho_i'..911‘11MIIIM It i k \Ili" ••....9- _.-iviralt --0 ..---_VII_4'4„Z- ' !t1/41% i Alit --et 4j..--:;, 1- 11%3 Ni \ ' sp . rogIllik, t i *. .,`,*.•11EIL : 0:4411111fr.„....1111= 'illi0V1,54i i % ‘ 1 ; 1.--- ..1416‘ 44 li • Cizt-- "sI4414 ' -4 • -iiiiiit_ = §itAifirmirkinik, , - 'Ii„ A / -- / , '4 ''.. 1,417(111sul; ow A _OM io 1 , 1014- —\- " 1%1914/1" IFOICASIOVAIII iih„.-4 iir „ .‘ ' : r 4 L I*" '1 761, - Az:mg in.rAilvf-)P- i , .. i ailwok r 1114ropp - .: 1,,,,p 7- 0161111dWilir ii-- ., .... ; ( ii/ .... r41,4 II& 441/porpo' ). IP _ \ i VA Ike iir _a _owl --4 4 ‘ . 01111,101614111 I - A pc. ,;, ef,J,,.. Ad_ twal jir Luc i ik 4 4" -,-,.-,.. tk, I' \• -7,..,„.._.--- --T..' # scalifir.10N11 ic _.11toweir41-.,...0.. * A tniti N4 CP- \ MA ITO? 'al!!"kIlltar346 14i;mpe ,-wi ' - - wp,„.44,-,11.,oil ..411,1„, - , 414,,,r .,..,,,,,,,\--- ,111 , . wit, W. 1 )4 7.- In 21 a o. . .-.. 'war. ------‘AVV4it rA ( , Or 100-YEAR 24-HOUR PRECIPITATION 4 NWAlfirdlil 6s_ 3.4 ISOPLUVIALS OF 100-YEAR 24-HOUR Li` 0NN raw1'�,rliem _ 5.5 TOTAL PRECIPITATION IN INCHES 0" eipDv.) 0 1 2 3 4 S 6 7 6 Wes 4. —' / 3.5.1-13 0i- 0 r -".F _ l:300.000 1/90 dOOVVL ENGINEERS ALASKA TESTLAB COMPUTATIONS W.O.n Project Name Client Name Sheet of Prepared by: Date Checked by: Date Sf 7X35b zy.SJ 1 ��' 35x / S�Zs � yt,7a `o0 5F I 3 4, ii z' 0x7 1q7D 7 X 3 Sa Zci 50 /8 x /s Z70 r� !sa 15 2-2 OT F zy xi5- 36D X!o JDo7D PAP)/ S Zes-� Zo z 5o� �9 6 Z ( S r- ©t 'n 2_75-ecS i375' I /5 x 3s 750 Ls81,199 SF ?y S 60a e3)C2_5- 70D P(Lt;LIwA trOftR 1 ex/6 Z54- �s za!$f File Basin Hydrograph Storage Discharge Level pool n2 ST 3 oo L f' 3--Eciede&seeeffeeee ....._ . _..eeeeeeeeeeeeeeeei _ 1/ Z 6 rvi i fV ti S • INPUT, MODIFY OR BROWSE DATA • IC. • 56eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeseeeeeeeeeeeeeeeeeeeeeei ' •DES' SHALLOW CONCENTRATED FLOW CALCULATOR R SS U IVLL` S 1�C/�- Fu °ARE° ° • °RA1°flow Length (ft)...: 120.00 ° ° 'TIM°Land Slope (ft/ft).: 0.0550 ° °TIM°Kc, Velocity Factor: 3.0 c,• 1 ° °RAI' COMPUTED TRAVEL TIME (min) ' • 'ABS' TYPICAL VELOCITY FACTOR VALUES - R=0.1 • • •BAS• • • °STO•Forest with heavy ground litter and meadows (n=0.10).: 3 • • • °Brushy ground with some trees (n=0.060) • 5 • • I/ Z °PER°Fallow or minimum tillage cultivation (n=0.04) • 8 ° • °ARE°High grass (n=0.035) • 9 • • I I °CN °Short grass, pasture and lawns (n=0.030) • 11 ° 0 -- o °Nearly bare ground (n=0.025) • 13 C� 1,4tfJ(.'7 S • °Paved and gravel areas (n=0.012) • 27 • • ti _ °PEA• . . f ew V e f_O Pc 17 •PEA°F10Key: QUIT F5Key: CLEAR • ° °TOTEeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeef • o HOME END F1:Find F2:New F3:Get F4:Tc-Calc F5:Delete • • Pgup Pgdn F6:Compute F7: F8:Method F9:Template F10:Exit • eeeee------------ _u""'- " f_ eseeeeeeeeeeee_eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeef File Basin Hydrograph Storage Discharge Level pool 3eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeei • INPUT, MODIFY OR BROWSE DATA • o 5eeeeeeeeeeeeeeaeieeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeei ° °DES' SHALLOW CONCENTRATED FLOW CALCULATOR • ° °ARE• • • °RA1°flow Length (ft)...: 155.00 • • °TIM•Land Slope (ft/ft).: 0.0060 • • °TIM°Kc, Velocity Factor: 3.0 °RAI' COMPUTED TRAVEL TIME (min): 11.12 ° • 'ABS• TYPICAL VELOCITY FACTOR VALUES - R=0.1 0 ° °BAS• ° • °STO•Forest with heavy ground litter and meadows (n=0.10).: 3 ° • • °Brushy ground with some trees (n=0.060) • 5 • • °PER•Fallow or minimum tillage cultivation (n=0.04) • 8 • • 'ARE•High grass (n=0.035) • 9 • • 'CN °Short grass, pasture and lawns (n20.030) • 11 • • • 'Nearly bare ground (n20.025) • 13 • • • °Paved and gravel areas (n=0.012) • 27 • • •PEA' • ° °PEA°F10Key: QUIT F5Key: CLEAR • • •TOT3eee____==__"" :__eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeef ° o HOME END F1:Find F2:New F3:Get F4:Tc-Calc F5:Delete • o Pgup Pgdn F6:Compute F7: F8:Method F9:Template F10:Exit ° 3eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeef File Basin Hydrograph Storage Discharge Level pool 3eee5' 'eeeeeeeee= eeeeeieeeeeeeeeei • • SHEET FLOW CALCULATOR - INITIAL 300 FEET • • • • • • °DES•Mannings Sheet Flow • 0.0170 °4.00 ° •ARE•Flow Length (ft) • 300.00 °HOICES ° •RAI°2 yr 24 hr rainfall (in): 2.10 • • °TIM•land Slope (ft/ft) • 0.0317 • • °TIM' COMPUTED TRAVEL TIME (min): 4.24 r C = S .. , °RAI' TYPICAL MANNINGS VALUES FOR INITIAL 300 FT °A ,`v e.S °ABS° • • °BAS•Smooth Surfaces • 0.011 ° • L.i'2- °STO°fallow Fields of Loose Soil Surface • 0.05 °Y ° C. • *Cultivated Soil with residue cover (s<=0.2 ft/ft): 0.06 • °PER°Cultivated Soil with residue cover (s>0.2 ft/ft).: 0.17 ° +— (. 9 (, •ARE°Short prairie grass and lawns • 0.15 • °CH °Dense grasses 0.24 • • • °Bermuda grass • 0.41 • • I'r lM r rlV* 5 • °Range (natural) • 0.13 ° ° / °PEA°Woods or forest with light underbrush • 0.40 • • `l c l( ram'....kit 4-S °PEA°Woods or forest with dense underbrush • 0.80 ° °TOT• • •••F10Key: QUIT F5Key: CLEAR °eta ° E-y &I ' T I N .. • Pgieeeeee_eeeeeeeeeeeeeeeeeeeeeeereeeeeeeeeeeeeeeeeeeeeeeeeeee66fit • 3eeeeeeeeee eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeef 1 ` 9 3 File Basin Hydrograph Storage Discharge Level pool 3eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeei • INPUT, MODIFY OR BROWSE DATA • • Seeeeeeeeeeeeeeeecccccceeseeec cccceeceeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeei • °DES• SHALLOW CONCENTRATED`FLOW CALCULATOR • • °ARE• • • •RAI•Flow Length (ft)...: 120.00 • • °TIM°Land Slope (ft/ft).: 0.0550 • • °TIM°Kc, Velocity Factor: 13.0 • • °RAI° COMPUTED TRAVEL TIME (min): (0_3) • • •ABS• TYPICAL VELOCITY FACTOR VALUES - R=0.1 • • •BAS• • • •STO°forest with heavy ground litter and meadows (n=0.10).: 3 • • • °Brushy ground with some trees (n=0.060) • 5 • • •PER°Fallow or minimum tillage cultivation (n=0.04) • 8 • • °ARE•High grass (n=0.035) . 9 • • •CN °Short grass, pasture and lawns (n=0.030) • 11 • ° • °Nearly bare ground (n=0.025) • 13 ° • • °Paved and gravel areas (n=0.012) • 27 ° • °PEA° • • °PEA•F10Key: QUIT F5Key: CLEAR ° • °TOT3eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeveeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeef ° • HOME END F1:Find F2:New F3:Get F4:Tc-Calc F5:Delete • • Pgup Pgdn F6:Compute F7: FS:Method F9:Template F10:Exit • g8ee€eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeef File Basin Hydrograph Storage Discharge Level pool 3eee5eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeceeeeeeeeeeeeeeeeeeeeeeieei • • CHANNEL FLOW CALCULATOR ° • • • • • •DES°flow Length (ft)...: 155.00 • • •ARE•Land Slope (ft/ft).: 0.0060 • • •RAI°Kc, Velocity Factor: 17.0 • • °TIM' COMPUTED TRAVEL TIME (min): 1.96 ° ' 'TIM' TYPICAL VELOCITY FACTOR VALUES • • 'RAI' • • °ABS• Intermittent Flow - R=0.2 • • •BAS'Forested swale w/ heavy ground litter (n=0.10) 5 • • °STO'Forested drainage course/ravine w/ defined charnel bed (n=0.50): 10 ° ° • °Rock-lined (n=0.035)...: 15 Grassed (n=0.030)...: 17 ° ° °PER°Earth-lined (n=0.025)..: 20 CMP pipe (n=0.024)..: 21 ° ° •ARE'Concrete pipe (n=0.012): 42 other • 0.508/n ° ° °CM • Continous Flow - R=0.4 • • • °Meandering stream w/ some pools (n=0.040) • 20 • • • °Rock•lined stream (n=0.035) • 23 ° • °PEA°Grassed-lined stream (n=0.030) • 27 • • °PEA'Other streams, man-made channels and pipe • 0.807/n ' ° °TOT° • • •°F10Key: QUIT F5Key: CLEAR • • • Pgioeeffeeeefeeee—efieeefeeeeeeetieeeetieeeeeeeeeefeeeeeetieeeiteedeetieeeeeeeef .... . ... ...... ..........eeee......... s�-eseeeeeeeeeeeeeeeeeeeeeeebeeeeeEEeeeeeeeeeeeeeeeebeeeeeeeeeeeeeeeeebeeeeeef File Basin Hydrograph Storage Discharge Level pool 3 .. __ ........ eeee.... eeeSeee eee eee �eeeeeeeeeeee8eeeeeeeeeeeeeweeeeeee.eeeeeeeeebeeeeeieeeeeeeeeei • • SHEET FLOW CALCULATOR - INITIAL 300 FEET • . • . . . °DES°Mamings Sheet flow • 0.0110 °4.00 • •ARE'Flow Length (ft) • 30.00 °HOICES ° • •RAI.2 yr 24 hr rainfall (in): 2.10 ;1.43 ° . •TIM°Land Slope (ft/ft) 0.0400 C, • ° °TIM• COMPUTED TRAVEL TIME (min): ° ° °RAI• TYPICAL MANNINGS VALUES FOR INITIAL 300 FT °A ° °ABS° ° ° °BAS•Smooth Surfaces • 0.011 ° °STO°fallow Fields of Loose Soil Surface • 0.05 °Y ° : S5 inJv $ ,�. Q,L.� 3 • °Cultivated Soil with residue cover (s<=0.2 ft/ft): 0.06 • ° ( �! °PER•Cuttivated Soil with residue cover (s>0.2 ft/ft).: 0.17 • ° 0 iY Gr .f /,Q °ARE•Short prairie grass and lawns • 0.15 • ° °CI •Dense grasses • 0.24 ° ° • °Bermuda grass • 0.41 • ° o °Range (natural) • 0.13 • ° 516t Y G °PEA°Woods or forest with tight underbrush • 0.40 _ °PEA°Woods or forest with dense underbrush • 0.80 • — 7 +'A.�C.0 L e- S °TOT' • C °°F10Key: QUIT F5Key: CLEAR °etc ° e; J Lp PC O .. __...._......_.... • Pg eeee_______________eeeeeeeeeteeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeefit °aeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeef CO P..) / / if..)5, File Basin Hydrograph Storage Discharge Level pool 3eeeeeeee_____________________oefeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeei o INPUT, MODIFY OR BROWSE DATA ° • 58eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeei • *DES* SHALLOW CONCENTRATED FLOW CALCULATOR ° ° •ARE• • • °RAI'Flow Length (ft)...: 100.00 • • •TIM•Land Slope (ft/ft).: 0.0200 ®. . °TIM°Kc, Velocity Factor: 27.0 • • °RAI' COMPUTED TRAVEL TIME (min): 0.44 ° ° °ABS• TYPICAL VELOCITY FACTOR VALUES - R=0.1 ° ° °BAS• • • °STO°forest with heavy ground litter and meadows (n=0.10).: 3 ° • • •Brushy ground with some trees (n=0.060) • 5 • • °PER°fallow or minimum tillage cultivation (n=0.04) • 8 • ° °ARE°High grass (n=0.035) • 9 0 • °CR 'Short grass, pasture and lawns (n=0.030) • 11 ° • • °Nearly bare ground (n=0.025) • 13 • ° • ° °Paved and gravel areas (n=0.012) • 27 • • °PEA° . . °PEA•F10Key: QUIT F5Key: CLEAR • ° °TOT eeeeeee8eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeef ° o HOME END F1:Find F2:New F3:Get F4:Tc-Calc FS:Delete • • Pgup Pgdn F6:Compute F7: F8:Method F9:Template F10:Exit ° aeeeeee888eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeef iC - = 33o (a= 5p2o") ASSLM / 1&, TC File Basin Hydrograph Storage Discharge Level pool DOWL Engineers 2eeeeeeeeeeeeeeeeel 3eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeei o ROUTING COMPARISON TABLE • ' MATCH INFLOW STO DIS PEAK PEAK OUT • o DESCRIPTION PEAK PEAK No. No. STG OUT HYD °=smarm=sagas=assaasaa==aa===a=a maw==s as axmss s=aas=sasasaa===s=rasa ° °2-yr 0.04 0.32 2 2 434.79 0.04 5 °10-yr 0.07 0.45 2 2 435.78 0.07 6 • • • • • • • • • • • • • ===============u=>Done<=s=======s=== Press any key to exit ° eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeef Available Memory remaining: 114400 bytes Current Data Set Name: c:\ww\s11465\511465 File Basin Hydrograph Storage Discharge Level pool 3eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeel ' MULTIPLE ORIFICE ° • DISCHARGE STRUCTURE ID:2 • • • °Name: higher NC °Peak Dsgn Release Rate: 0.00 cfs Orif /flow/elev °Orifice Coefficient...: 0.62 Die (in)/cfs/ ft °Lowest Orifice Dia (in)..: 0.86 •h1: Outlet to 2nd Orifice: 4.90 434.90 ft • ▪Second Orifice Dia (in)..: 1.02 • •h2: 2nd to 3rd Orifice...: 0.00 °Third Orifice Dia (in)..: 0.00 • •h3: 3rd to 4th Orifice...: 0.00 • Fourth Orifice Dia (in)..: 0.00 • •h4: 4th to 5th Orifice...: 0.00 • °Top Orifice Dia (in)..: 0.00 • °Elevation of Lowest Orifice • 428.00 • °outlet Elevation • 430.00 • °Max Elev Above Outlet • 10.00 °Stage-Disch Increment • 0.10 • ° Av•PGUP PGDN F3: Get F6: Delete F10: Exit Cu$eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeee8f File Basin Hydrograph Storage Discharge Level pool 2eeeeeeeeeeeeeeeeeeeeeei Single°Rectangular vault ° °Trapezoidal basin ° °Underground pipe3 ...........................................................................ieeee ........... eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeebeeeei • TRAPEZOIDAL BASIN • • STORAGE STRUCTURE ID: 2 - °Name: assumes higher runoff CN • °Length • 20.00 Width • 40.00 • • Length Sslope 1: 2.00 Width Sslope 3: 2.00 • • Length Sslope 2: 2.00 Width Sslope 4: 2.00 ° °Infiltration Rate..: 0.00 (min/in) °Starting Elevation.: 430.00 °Max Elev of Basin..: 440.00 °Stage-Sto Increment: 0.10 °Stnxture Vol (cf).: 25333.33 • Ac-ft.: 0.58 . . °PGUP PGDN F3: Get F6: Delete F10: Exit • Av F66666W61661164b8eee81i:88e6eee6888eeeeeeeeeeeeeeeeeeeeef Current Data Set Name: c:\ww\s11465\S11465 10/15/93 DOWL Engineers page 1 BASIN SUMMARY BASIN ID: 10d NAME: developed 10-yr SBUH METHODOLOGY TOTAL AREA • 2.02 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE • KC7 PERVIOUS AREA PRECIPITATION • 5.85 inches AREA. . : 0.68 Acres TIME INTERVAL • 60.00 min CN • 85.00 TIME OF CONC • 7.00 min IMPERVIOUS AREA ' ABSTRACTION COEFF: 0.20 AREA. . : 1. 34 Acres CN • 98. 00 PEAK RATE: 0.45 cfs VOL: 0.78 Ac ft TIME: 3300 min BASIN ID: 10p NAME: pre-developed 10-yr SBUH METHODOLOGY TOTAL AREA • 2.02 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE • KC7 PERVIOUS AREA PRECIPITATION • 5.85 inches AREA. . : 2. 02 Acres TIME INTERVAL • 0.00 min CN • 87.00 TIME OF CONC 0.00 in$ IMPERVIOUS AREA ABSTRACTION COEFF: .20 AREA. . : 0.00 Acres CN • 98.00 PEAK RATE: 0.07 cfs VOL: 0.58 Ac-ft TIME: 3720 min BASIN ID: 2d NAME: developed 2-yr SBUH METHODOLOGY TOTAL AREA • 2.02 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE • KC7 PERVIOUS AREA PRECIPITATION • 4.40 inches AREA. . : 0.68 Acres TIME INTERVAL • 60.00 min CN • 85.00 TIME OF CONC • 7 . 00 min IMPERVIOUS AREA ABSTRACTION COEFF: 0.20 AREA. . : 1. 34 Acres CN • 98. 00 PEAK RATE: 0.32 cfs VOL: 0. 55 Ac-ft TIME: 3300 min 10/15/93 DOWL Engineers page 2 BASIN SUMMARY BASIN ID: 2p NAME: pre-developed 2-yr SBUH METHODOLOGY TOTAL AREA • 2 . 02 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE • KC7 PERVIOUS AREA PRECIPITATION • 4.40 inches AREA. . : 2 . 02 Acres TIME INTERVAL • 0 00 min CN • 87. 00 TIME OF CONC • 140. 00 min IMPERVIOUS AREA ABSTRACTION COEFF: 0.20 AREA. . : 0.00 Acres CN • 98.00 PEAK RATE: 0.04 cfs VOL: 0. 37 Ac-ft TIME: 3720 min 10/15/93 DOWL Engineers page 1 STAGE STORAGE TABLE TRAPEZOIDAL BASIN ID No. 2 Description: assumes higher runoff CN Length: 20.00 ft. Width: 40. 00 ft. Side Slope 1: 2 Side Slope 3 : 2 Side Slope 2: 2 Side Slope 4: 2 Infiltration Rate: 0. 00 min/inch • STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- = = 430.00 0.0000 0.0000 432.60 2985 0.0685 435.20 8155 0.1872 437.80 16072 0.3690 430.10 81.205 0.0019 432.70 3140 0.0721 435.30 8405 0.1929 437.90 16439 0.3774 430.20 164.84 0.0038 432.80 3298 0.0757 435.40 8659 0.1988 438.00 16811 0.3859 430.30 250.94 0.0058 432.90 3459 0.0794 435.50 8917 0.2047 438.10 17188 0.3946 430.40 339.54 0.0078 433.00 3624 0.0832 435.60 9180 0.2107 438.20 17569 0.4033 430.50 430.67 0.0099 433.10 3792 0.0871 435.70 9446 0.2169 438.30 17956 0.4122 430.60 524.35 0.0120 433.20 3964 0.0910 435.80 9717 0.2231 438.40 18348 0.4212 430.70 620.63 0.0142 433.30 4138 0.0950 430.80 719.53 0.0165 433.40 4317 0.0991 4!6�0 f'1U27 38.60 19147 0.4396 430.90 821.09 0.0188 433.50 4499 0.1033 436.10 10556 0.2423 438.70 19555 0.4489 431.00 925.33 0.0212 433.60 4684 0.1075 436.20 10844 0.2489 438.80 19967 0.4584 431.10 1032 0.0237 433.70 4873 0.1119 436.30 11136 0.2557 438.90 20385 0.4680 431.20 1142 0.0262 433.80 5065 0.1163 436.40 11433 0.2625 439.00 20808 0.4777 431.30 1255 0.0288 433.90 5262 0.1208 436.50 11735 0.2694 439.10 21236 0.4875 431.40 1370 0.0314 434.00 5461 0.1254 436.60 12041 0.2764 439.20 21670 0.4975 431.50 1488 0.0342 434.10 5665 0.1300 436.70 12351 0.2835 439.30 22109 0.5075 431.60 1609 0.0369 434.20 5872 0.1348 436.80 12666 0.2908 439.40 22553 0.5177 431.70 1733 0.0398 434.30 6083 0.1396 436.90 12985 0.2981 439.50 23003 0.5281 431.80 1860 0.0427 434.40 6298 0.1446 437.00 13309 0.3055 439.60 23458 0.5385 431.90 1990 0.0457 434.50 6516 0.1496 437.10 13638 0.3131 439.70 23918 0.5491 432.00 2123 0.0487 434.60 6738 0.1547 437.20 13971 0.3207 439.80 24384 0.5598 432.10 2259 0.0519 434.70 6965 0.1599 437.30 14310 0.3285 439.90 24856 0.5706 432.20 2398 0.0550 434.80 7195 0.1652 437.40 14652 0.3364 440.00 25333 0.5816 432.30 2540 0.0583 0 D74 0. 70 437.50 15000 0.3444 432.40 2685 0.0616 47f.��/�76 147 437.60 15352 0.3524 432.50 2833 0.0650 435.10 7909 0.1816 437.70 15710 0.3606 7 -dq 4 2- Y LEGEND Hyd No. 1_ pRei- Hyd No. 3 Hyd Ho. 5--- ST RtInt D -t N12.ou4.ty POND I U C M • 1 Q f +}i 24 48 72 96 120 144 168 192 216 240 Tine in Hours Hyd No.: 1 Rate: 0.04 cfs Time: 62.00 hr Vol : 0.37 Ac-ft Int: 60.00 min Hyd No.: 3 Rate: 0.32 cfs Time: 55.00 hr Vol : 0.55 Ac-ft Int: 60.00 min Hyd No.: 5 Rate: 0.04 cfs Time: 90.00 hr Vol : 0.55 Ac-ft Int: 60.00 min 7-dam. I 0-11 )t 0. AMEND Hyd No. 2_ Mg' Hyd No. 4 Po ST Hyd No. 6--- ftoi 'r D T4IRoo4 M Pow p • • C M 1 1 • M 24 48 72 96 120 144 168 192 216 240 Tine in Hours Hyd No.: 2 Rate: 0.07 cfs Time: 62.00 hr Vol : 0.58 Ac-ft Int: 60.00 min Hyd No.: 4 Rate: 0.45 cfs Time: 55.00 hr Vol : 0.78 Ac-ft Int: 60.00 min Hyd No.: 6 Rate: 0.07 cfs Time: 76.00 hr Vol : 0.78 Ac-ft Int: 60.00 min 24' Hr . i oo-yg. 0 LEGEND Hyd Ho. 7— !NFioc) Hyd No. 8 C T FLo( ) 0 0 4g 8 C I Q CI 0 0 (OuF Gvu R0vr`vC-�.� M20U6,H Co R-0 572, 6 12 18 24 30 36 42 48 54 Tine in Hours Hyd No.: 7 Rate: 1.78 cfs Time: 8.00 hr Vol : 0.58 Ac-ft Int: 10.00 min Hyd No.: 8 Rate: 0.62 cfs Time: 9.00 hr Vol : 0.46 Ac-ft Int: 10.00 min File Basin Hydrograph Storage Discharge Level pool DOWL Engineers 2eeeeeeeeeeeeeeeeei 3eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeei • ROUTING COMPARISON TABLE ° o MATCH INFLOW STO DIS PEAK PEAK OUT ° o DESCRIPTION PEAK PEAK No. No. STG OUT HYD ° • ° °2-yr 0.04 0.32 2 2 434.79 0.04 5 °10-yr 0.07 0.45 2 2 435.78 0.07 6 ° 900-yr 24 hr 1.78 1.78 2 4 435.84 0.62 8 ° • it is ° o ° o ° Triangular Channel Analysis 8 Design Open Channel - Uniform flow Worksheet Name: s11465 Comment: down stream channel Solve For Depth Given Input Data: Left Side Slope 4.00:1 (H:V) Right Side Slope 4.00:1 (H:V) Manning's n 0.035 Channel Slope 0.0060 ft/ft Discharge 0.62 cfs Computed Results: Depth 0.38 ft Velocity 1.07 fps Flow Area 0.58 sf Flow Top Width 3.05 ft Wetted Perimeter 3.14 ft Critical Depth 0.27 ft Critical Slope 0.0362 ft/ft Froude Number 0.43 (flow is Subcritical) Open Channel Flow Module, Version 3.41 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 q 1,.1-.L\1NL1Q.,a- c5 1 40 cal4 1 i Ilu IN 1C.0 15 c0� ce8 1N tv 19 CZ 13 C. eillGiS cgs 0 ail / waft- WI a a X - its: CS I I cS4 0 di Ce 1O G O twaG.T [1 t 3-21-85 k I A • 5.1•c• g; sloffed dro.in c62 F�.o�: �o� }o ac ie. i -•-•��. cc c" CAA C8 i +�� D9(o213 c -E c139 - CB ' 30 /T:r'T ( 1 i ce ` 1 iir cs vi / ce Zc w i1 ~� / 12.51) _ii Thy : Lii551E2 RIEr1rA ® ,' OAtNK I CAfL I L . _ cBZ4 OWNED c6 IS i Bli orgEits :e.t7 REt12'�R coal �C622 cows c8 25 O424o49*So GE DMA MD g/ / R TENT%ON sYSfEN SouTH 320TH STREET i cl 9\ O r ti 1 SGz4;,oa-3y4 m d1 , a-�� v c/�+w m T r- m d _ `\-\ a-V m c) d i� o tiz Id `1 CO V- I aw s iJ 537 — 1 ! ! Z i t. e.) :: \ t \ 'a CV h w (. m L. �� I c • \ o (::‘ N it o cc:;\ z 2 a c4 W O II • W 6 cc� v111 m l I - I ti _ $t .Y...._. , '-''. I.:-.;-',11:41-- 1:774::::-.i.l'-..' "� _ ,5 ` -i'•- - rote. - - ems--—" t- It ',a F - , . ,. I f_I t1 I.ulia•.,-..: ' 9 .1�.1 - , p^ \ . efy t _ 3! • f ,,. - , , y may`. { .�/ j r '\` • ��_- -' 1 T E«x"'f y1 '� sty- T, i R rsc> i A .,`,,, n.. '•" _ -"-" y,. ..arm ti � ` n',rz ex, x a y�K'"y✓°,-� �nsG- +s tom- 1 - - yy®' p a^ ? 4i .� -" ..... b • '04.4. ,, t R ■ :I :Ii'VP'''::;?:::1:747:7';'::11 0:-.4,.:!- ,- —. ri 11'- �� m � Ti �� .' ::::r.:; , K3 a nu ;: �° <� .a a ',c �f'- �y„�,K y�,' ii: .sw,;; �sr^w ,, � new ,,r,,,, -, -*-,Ir.44.tf. . 4.,.•.r. ,-, ,. , . .. i'a. • fi 3�. 4A ,,,,o,,( w �� 0. , f l'�G� y��a4»./k- t' ', F� H C�' �8 .�N g r �t� • •, ems r 6 1 f >n'� /,y s «�aT vF?F` T�' • a s C s �" a"}a y .. .�s4 N d k8 �� /.r,Y Y.u � ::. •f5 s-.'. ''YY"" " t Yr ,,• GY.%r dd r r, ...,,.. . , , .. isa. ,...:,..3,.....0.....,..„,..., ....,....,,,....„, roa a� .4«w �A.`" • i i ff a fie(a ;; a i. Ji ZZ k • Ai —',''.' -:-�. ,�s.y9 '" f - �.`y! �.:' -.�s• s r,._ g' !PI • » t .a yam ?n• " - .. -'^' , at ,d, !``✓�.r"„✓+�E ,t*. -s, v «s, ,f z , . .si EXECUTIVE SUMMARY Watershed Dynamics, Inc. was retained to provide an evaluation of site characteristics of the 316th Street property located in the City of Federal Way, Washington. The primary objective was an evaluation and delineation of onsite and adjacent areas meeting the three established wetland criteria outlined in the Federal Manual for Identifying and Delineating Jurisdictional Wetlands (1989 manual). Upon the completion of onsite analysis following accepted procedures, Watershed Dynamics did not identify any areas onsite meeting the established wetland criteria. The project site consisted of compacted fill material. As a part of this fill placement, onsite final slope directs stormwater southward into a constructed swale. This swale further directs stormwater eastward into a large constructed detention pond located offsite. The onsite plant community was dominated by an erosion control grass mixture and invasive weeds, shrubs, and sapling trees. ACKNOWLEDGMENT • The site evaluation and report was completed by employees of Watershed Dynamics, Inc. Prior to extensive site planning, this document should be reviewed and approved by permitting agencies. Watershed Dynamics has provided professional services that are in accordance with the degree of care and skill generally accepted in the nature of the work accomplished. No other warranties are expressed or implied. Watershed Dynamics is not responsible for design costs incurred before this document is approved by the permitting agencies. J ' Thomas D. Deming Principal Biologist Watershed Dynamics, Inc. INTRODUCTION • This report details the culmination of activities and onsite evaluations undertaken by WATERSHED DYNAMICS to complete a wetland evaluation and delineation on KCSP 182027 B403140752 Lot 2, a property along South 316th Street in the City of Federal Way, Washington (SE 1/4 Section 9, Township 21 North, Range 4 East, W.M.) (Figure 1). - The evaluation and delineation of onsite and adjacent wetland areas is a vital element in the planning and selection of a preferred action development alternative. The goal of this approach is to assure that planned site development does not adversely impact environmentally sensitive areas. In addition, regulations and land use ordinances adopted by federal, state, and local authorities to protect environmentally sensitive areas can influence the planning, use, and development of land. Wetlands are generally defined as "Those areas that are inundated or saturated by surface or groundwater at a frequency and duration sufficient to support. and under normal circumstances do support, a prevalence of vegetation typically adapted for life in saturated soil conditions." (City of Federal Way Zoning Code, Section 3.10.725) STUDY PURPOSE The PURPOSE of this study was to complete a scientific inventory and evaluation of potential wetland areas within the project site. This study was designed to accommodate project site planning and potential regulatory actions. This report is suitable for submittal to federal, state, and local authorities for wetland presence verification and permitting actions. • Pif • • i M'® ST 'TA . 11204, � •fy ®�:tT �`T�vJ 11131„_ w SMSTIt J •n -Ah 4 w - - 1/ �tiill I 1111 ST dZ st .. f1 wow _ to 1,.. 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S T fA I Li ._.--1- _.l s"14%f. ra w� i�� 1P• • am► n b yl iS I{, s_ s t' : ,Q 11� r t 317M STall Z 11- 11F ST 0 I Rue' iac A AI b... ,t s e.4 ": .. 320T11 STET - A .•t t t M I IOSP . law , 320TH ST s x .w. i S o i • ..n s tN sorr. 1 ants A a s i DM OF a SCA TK IOU F.'... < vi s I a 1.R s , ± .S `w S • : •/.Ud R s RM.3i 4\- tiNtM.....` S A u vow ... ` 371M ...r RICE = I Is Te J s�Il <K II .. N U 1 • 1 • S w o • Kt •.Mt pitW f 3NA�_ -a •�a. N .~N•,. v I ..•t o ey p r � "-It S -Si .l -so ,�f�� i S M a 1. � �� .•� t ti 1'�g01M o / S 327M ST t 3 n •1. q ,. milS 329TH S .. s 4 . 330M 1 .__J N 'p _ • d --ff yv .- '•hsof_- - (SI►El :JAW 334TH S1 '!; a -tv ` [®1�" a ► jN 1 ais L y�s / At a 336TH ST I ��. / �I KITTS � MA nsM33 sx ^ Nc ST , � a3',.�N .a.YlrKR ' link7• 00', S 33TH y QRNER /13 Q. 0 ... �� f • a� s , • al 16.11... 0LIR � S „ r 2 . - �s, S7 S ... SNTF Ql s w W s< ISM P •w < �a • 'II•r ,,�� t 1G1 •' At 31 S 314f41 . s' ! 'a.l'• s` � FIGURE I. SITE VICINITY MAP, PROPERTY SITE DESCRIPTION The project site was a vacant lot which was located along the south side of South 316th Street in the City of Federal Way, Washington. The project site is located within the Sea-Tac Mall area which is extensively developed into numerous large independent retail stores, restaurants, and large and small retail malls. The site has been leveled by the placement of imported fill which was compacted and prepared for site development several years ago. Site preparation activities have leveled and sloped the project area generally southward. A shallow swale has been constructed along the southern property boundary to direct stormwater towards a large regional detention pond located to the east of the project site. The majority of the project area has been seeded with a typical erosion control grass seed mix. This plant community was sparse as a result of compaction of the fill materials. Several invasive species, while also very sparse, were becoming established. The plant community within the constructed swale was also dominated by invasive species. Many of these invasive species were typically adapted for saturated soil conditions. Soil characteristics within this swale exhibited a thin layer of capture fines (2 to 4 inches thick) overlaying compacted fill which did not meet the wetland soils criteria. • BACKGROUND INFORMATION Review of Prior Resource Mapping The National Wetlands Inventory Maps (NWI) (Figure 2) completed by the US. Fish and Wildlife Service, and the King County Wetland Inventory were reviewed prior to onsite evaluations. These mapping inventories did not identify wetland areas within the project site. 2 ./:/..e../ \'iii IF 1 - . ,--••::z...._ .,_•NI •• •F: ii \ \ N.. ''•• 7A II. . , . \ ( • r. ,,Ii. - T . ,* ' N 1 ' hi § • lit oil 0,,),(...- N : . El - • -:*•.•.1. • i!• 11 It - Iiie5t0 . 4.111"' \‘....4•• I 1 • ,• • aith, i: . 4 I \, ‘4‘\ - ;kV I., 1 I"( (-. 17,.%, •• • ' ' A I . , • 0 • I \k‘ i..ok 1 t., i . • _ +1.1 .j **:1 ' . .. • , , ft, ,,• : . . . . et•••.. r, . 4 , . 0 _... , , . ... ol I' ' '' . . -1, • .. •ii •,.., ..ler_ ......1:1 , . . 1 . c . „ ....,-.., o, , • 1 ,, ii :•lir\ _4 4 1---- - i • . 1 • like' • e et ,,, 1\ Steel Lake I ,i— i / ,'' , ." \.••,S ' - ..* ...,,• . .(—. .t. ;.: •6;..*M7)4 c,,•,-;-- ,-... I.•V,1;1,'!"...7,..,4. r1•1.1-1-.1•.L 1-A.7.t.••:•'':..:1P:.-m.-ve__p"_:-•z.-s- _ - / 1 0 .. • a :'••"'f'i;l eFAgA•sI.I.p.0iiI'' :•1 ! :0 *,1 • i A •, if .." 77 .,, I 11 •• ,,, II e ' •'••, • i'l • 3 :ikTin/ts• 7., r „..,. i to R• la• ilil Y „,j:. ' 401' i— f ) 1 q ( . tri , y.. ,, ._ . 4 I • Ms•To•L. ' • - 1 1,i, • • ' \ i / ..ht.A7 t: i 'If . . i 4iikult, I i,,,‘, ,/ I•.- '• i 11' • - / A Sdi 1;'.: : I e.!...... i. ,1 v;... . 1*...i .1.., . - .. • ., ( % ,416 -- c7 - tr. 7 . -• ) )r .• 1 ()%0•".111 ... . , r- .- 1r ' " . I i ' 4.;• ..:-.' • ( I . . i .. • -... ,- i . •:.'Illi;;; - •• i ? A•41 .... •r ..1. .1...;?) _ 0:•• ' szor i \ I'''. . ... i .• i\ .* " ) , I i I el . I I • 1 j i'' C,7 ' ,1. IV, .••;:" 4, _Lk ( , _ ‘7.,•••7'-":., . e'*. , ..: , ,: „ , . - ( k A .."...14, v .4.,.•\\ , . A rx.... ,A. •.\ \ .,,ci i VY . ._ .- I ... tp .. .••• • .., .. . -. ..4. • •.1 i 1 • • 1 1 • VI: .7.porer. . •••• . • • ' • it .. I. , ",•-•-% f ..-. .) )1.' , .. .1. . ,„ •.114 • .if , • 1.!.4 , • i f\ \' i i / - /11-.{ .. ... --k..-/k. , .. ,.p.,,,.111 .. ..• 1,k i % i,‘.........,A. :, ......! .!.,.. -2. /.. i.j: \ •-'7'1, ''''''...".-111; •:-. • ' -- A .1 - I -4Ssc . Et ) . .f „ i ' 1 , 4- it • ...-.1 L'... _\/ _t_. .;_, i._,...... __.t.._t.., iii-4 ...tAii-*.:._../.26.--pi -a!-.•:+--\---iwT;.• 411: Pt"r) t"' • • ,i ii 4 . tHI) • ‘ 1 _ A ci loimi,\`--- 'it j.L.L5s..,i,"\ 1 it .,.',"\,,4.7.‘ i ' .1 .. ' .t••1 WATERSHED DYNAMICS '( 1-1t:11 FIGURE 2. NATIONAL WETLANDS INVENTORY U.S. FISH AND WILDLIFE SERVICE Project Site Soils Project site soils as listed in the "Soil Survey of King County Area, Washington" (US. Department of Agriculture, Soils Conservation Service, November 1973) (Figure 3) are: • Arents, Alderwood material, 6 to 15 percent slope (AmC): This soil series is composed of Alderwood soils that have been so disturbed through urbanization that they no longer can be classified with the Alderwood series, although they have many similar features. Runoff is medium, and the erosion hazard is moderate to severe. This soil is commonly used for urban development. Arents, Alderwood material is not listed as hydric in the hydric soils list for King County. , ONSITE ANALYSIS Survey Methods A wetland team from Watershed Dynamics complete a specific onsite evaluation of the project site on August 24, 1993. The objective of this evaluation was to define and delineate wetland areas which may be present within the project area. Boundaries between wetland and non-wetland areas were established by examining the transitional gradient between wetland and upland criteria as defined by observed vegetation, soils, and hydrology. Onsite activities were completed in accordance with the established procedures for wetland evaluation and delineation as outlined in the Federal Manual for Identifying and Delineating Jurisdictional Wetlands (1989 Manual). Onsite delineation was performed utilizing the Plant Community Assessment Methodology as defined in the Intermediate Vegetation Unit Sampling Procedures section of the 1989 Manual. Sample plots were defined by the observed vegetation communities. At each established sample plot observations were made as to the primary plant species within the plant community, soil characteristics, and indications of hydrology. Field data forms are provided in Appendix A to this report. Following onsite activities a licensed survey team plotted and mapped each sample plot (Figure 4). 3 • •Ao1.1 •4's A - •Ii • .. 8� • i• 41 , • ., � • 1ABC •i I .e. Amt.r1 , . 11 3 sa_::AP �i r j • ti �LAzB:� /� �i 1 mc 6n ,11 QUARRY • gfv8 �7: e�* •Amfl I• Ame I �; • •AmC -. • : . INo • -- ri :mc . :" --- •-••.+ li ttaMI • i Am8; , .« ili'digilliair �� 3 p: . 1 7 :. .1_ '}nib -`i _nisi: Steel, Lake I ;• 1� •• �4 3 11•i r i a sail iT 1; • . , .. Aga• : iir La , 1 ‘ .. r::•.tatif.•••••Ttl•. • . I.11 I: "--- - • Water ,1.:: ' �. wT • S. 8: ••312TN ''4 �. 'ST•,' t•�.• ••I'N i _ ll' . . •t. :» N. a • ! , p-!' • it ' ��, • °.F r.: WAY i a.p _ i•� F:•yy' Is, u �•• 4G•r •M1• L.alf l a I s 1 Lake . .A•''g''.Y•• •ice y 8 I1: rt Am8` `$ •.'`... iI ti a i/ 1 „• i � S ?O S . 4.-i• _,11 sm • i , ! ,a1: i ACB ` r / ;• j yy�j t `• t„• •••...I.•1!-'-.-..'.,M.•ra.•'-.,'-r;-:._.',./I.'..;,',.11'.:r:••.::7,„.;‘..'•1..•-1'.•.J1;•t,).7.,•-.-.•I1, -'i f,2.• n. . •"./.'C,'*,:-...'. AmC iil:r, / :• r. ti.' Evwb`; « Ag •`' i ,•, ,• • ;,�•sts •.. `. 1. Park /,;+ ' , `;r JF '• 4 • • ��, s '. -..)•.- yym� �. II •y ' /AmB .3 %., 3i t.r• ". J`,•,, . st r• J 1• 1 •�, J . '.3644, •. . .r t 3 r ' • ' Evergreen ,�•• i i?+ r�. , I• r "�.••: ; .. . I� ac-•. r. �yy�• I. A.rpot ,, {•o0 - _, -l.;t+ S i • Tn,_ -NRq .),.T , . I • •ye4g4,••' r • ••i,�� ,•Lt •l.•i"' 1• ' AB A� •,S. • I J � - -. , +�y-•.J9? •t \ '� _ „• • / - .' a• il t., •Am8 ., ' �:. P' ••\� • • • • . • Ag • — �mA]-- :i G :: AgB — •im — �+ •0 •• •m e� •il•• ash . • oa r ? I i t7121 •.o oko 1 } «-. • �.• • y /c La s i�. I • • a •P .. r' •a a ,\._ ur 1 WATERSHED DYNAMICS • • ==•:=x may' � '$�i•� •..�� . '�� I� •. i �; (511.\-%---\. , FIGURE 3. STUDY SITE SOIL TYPES (FROM SCS MAP) k-CONSTRUCTED REGIONAL SILO STORE CULVERT DETENTION /—. L 20 r' `CONSTRUCTED SEDIMENT CATCHMENT •V SP-3 ASPHALT PAVING i ROCKERY TARGET - 466.4T - \ , STORE SP-2 SPARSE GRASSES AND INVASIVE WEEDS ' z 2,� SP-I a O w �g2 'l�2 a 2 2 N `C'�03\D0 ct o N a = 000 .� 2 CONSTRUCTED a a w M1 \.. EROSION I CONTROL r i SWALE D co ROCKERY SP-5 II 1 oc0 SPARSE GRASSES AND INVASIVE WEEDS 0000e" _ --466.3T- TOYS-R-US - • ASPHALT PAVING ASPHALT PAVING THEATER FIGURE 4. SOUTH 3I6TH STREET ` PROJECT SITE Field Observations The project site was generally sloped from the north to the south towards the constructed swale near the eastern property boundary. As identified by onsite analysis there were no areas within the project site that met the established wetland criteria. VEGETATION Two specific plant communities were identified onsite. The first plant community • was observed over a majority of the project site and was composed of a mixture of seeded grasses and invasive species. The density of vegetation within this community was very sparse and appeared impacted by soil compaction and soil character (imported gravels and sands). Species identified within this first plant community included red clover (Trifolium pratense), white clover (Trifolium repens), colonial bentgrass (Agrostis tenuis), common orchardgrass (Dactylis glomerata), tall fescue (Festuca arundinacea), common dandelion (Taraxacum officinale), vetch (Vicia spp.), Canadian thistle (Cirsium arvensis), and Scot's broom (Cytisus scoparius). . The second plant community was observed within the onsite constructed swale along the southern project boundary. As with the first plant community, the second plant community was also dominated by seeded grasses and invasive f` species. Species identified included colonial bentgrass, redtop bentgrass (Agrostis alba), meadow foxtail (Alopecurus pratensis), softrush (Juncus effusus), toad rush (Juncus bufonius), reed canarygrass (Phalaris arundinacea), sapling black cottonwood (Populus trichocarpa), Douglas spiraea (Spiraea douglasii), and willows (Salix spp.) • The plant community within the constructed swale was observed to meet the established criteria for dominance by plant species adapted for saturated soil conditions and would be considered hydrophytic. A small constructed sediment catchment facility was located directly eastward of the onsite swale. This catchment facility appeared to serve as a pre-treatment sediment trap for surface waters within the swale prior to entrance into the offsite regional detention facility. This small catchment was dominated by common cattails (Typha latifolia), soft rush, and small willow saplings. Site conditions suggested that this catchment facility is regularly maintained by the removal of vegetation and trapped sediments. 4 SOILS Hydric soils are typically defined as soils that are saturated, flooded, or ponded long enough during the growing season to develop anaerobic conditions with the upper horizons. Observed soils within the entire project site were identified as imported non- hydric fill which had been leveled and compacted. The centerline of the swale contained 2 to 4 inches of fines deposited on the fill layer. This thin layer of fines appeared to capture surface water and result in short term ponding or saturation especially during storm event periods. • Sample plots located around the perimeter of the offsite catchment area exhibited soil matrix color of brown (10YR 5/3) and no evidence of mottling or gleying. • HYDROLOGY Site hydrology appeared influenced solely by stormwater runoff and the ability of the onsite swale to capture and direct surface water eastward into the constructed regional detention basin. As a result of past site preparation activities, site hydrology did not appear influenced by ground water or identifiable stream flow. There was evidence of some short term ponding of surface water within the constructed swale. Indicators included water-stained leaves, sediment deposition, and drainage patterns. WETLAND DETERMINATION Based on the onsite analysis of wetland delineation criteria established within the 1989 Manual, no onsite areas were observed to meet the wetland definition used by the City of Federal Way. The project area was dominated by non-hydric imported fill. The onsite constructed swale appeared to be functioning as designed to slow the movement of surface water runoff, which in turn acted to capture waterborne sediments. 5 REFERENCE LIST Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of Wetlands and Deepwater Habitats of the United States. Office of Biological Services, U.S. Fish and Wildlife Service, U.S. Department of the Interior, FWS/OBS-79/31. Federal Interagency Committee for Wetland Delineation. 1989. Federal Manual for Identifying and Delineating Jurisdictional Wetlands. U.S. Army Corps of Engineers, U.S. Environmental Protection Agency, U.S. Fish and Wildlife Service, and U.S.D.A. Soil Conservation Service, Washington, D.C. Cooperative technical publication. 76 pp. plus appendices. U.S. Department of Agriculture, Soils Conservation Service. Soil Survey of King County. Washington. June 1973. • DATA FORM • IN cRM=DiATZ-!=�ra O+'STTE DETE.RMIRATION METHOD OR COMPRaiENSwVE ON SITE DETERMINATION M_TrlOD (Solis and Hydrology) Field I: vestica;or;se ��iie�s yr, H, cS Date: " . 24 1 `B Ptoia-_'.'S e: 3((0 'Feder tr.) Stais: County: 1,ppi:oant/Ow per Intermediate-level Crs're Detern-.r... on Me:nad?C Comprehensive O^site Deterniraon Method Transept Z Plots 5 P-Z. Vegetation Unit siNarne: Sarre s Within Veg. UnPt k _ SOILS SerSes'p`ase• p' ` � 2v�Ts Suobroup:2 Is the son on the hydri_soils list? Yes No, )( Undetermined Is the soil a Histosol?. Yes No, )1 epipedonpresent? Yes No _( Is the sou: Mottled? Yes No 1- Gieye:? Yes No )( Matrix Color: 1 o Ni;R STj" M ria CoL�rs: Other hydric sail indi,:a:ors: ►Aikrfeked -v HYDROLOCIY • Is the ground surface in;.rdated? Yes No A( $ur:a:,e water depth: Is he sail u;wrated? Yes No Depth to free-standing water in p t to prod* hole: Marie other field indicatory of surfa-pe inundation arson saturation belov►+: _ Oxiezed root Zones X Water-stained leaves Water Traits _ Surface scoured areas Drift lines Wetland drainage patterns Water-borne sediment depcsis _ Lisorphological plant acap:atiors Aidi+.iar�t hydrologic indicators: Gn? A'ec (k^ G e oAS 4ccT4 * C•0,(e • Comments: e-6,)\ c &net Pa ment of dominant species tf'.at are OBi, FACW a.r4Fot FAC > 10% Is the hydrophylic veneerlion =Pierion met? Yes iC No Is the hydr soil criterion met? Yes No )( - Is the wett2M hydrolo;y criterion mat? Yes No is the vegetaon unit or plot wetland? Yes No ` Rats rule for j:.rrc,?c:iona)decision:__CO,nS w-4ed SuJc \€,, DATA FORM IN E MEDiA T_-LEVEL ONS.T_DETcRMiRATION 1 }IOD YEGETATION U T SAM?L?1G PROCEDURE /' Field lnvestJator )• 1 ��5Le.�. ev\kCs '•,� ile: ZT 93 P-toie- She: lA wu Sate: - County: K..tr J Appiican:/OK•ner _ Vesetaicn L}ns !frame• Psraent 1.CdPoirt:t Inc=or Arsa1 Covers of Cover Harb Species • Slatts Covert_ Gass class rank[ ��ur c.KS �4uiu5 PAcW 20' _ 20.5 210 2 3 .nck 1.v..qo.n,s.4.s -ftc,jt Sze% 4 39.0 Ihk • c; f °SI & o & FA-C- J S�h� 4 3 S.0 l ai. E. 7. ��n�A cv.\v.s reiM 'FPtC�J IOC -'- 13. 3 E. 9. 10. 11. 12 Shnt Skies . 1 S. c 54/r l„p,n s i s FAC,113 1 0% Z 10.T _I 16. 17. 16. 19. 20. 21. 2 Saban; Sees • 2E. P02 v,Vu s AT.a in o cn c Pc. cA-C- 10% Z 1.0 ,5* 26. 27. ---- Tree Species 30. 31. z ...„,..„................„................../.." _ 32 34. 25. 36. Sum of I.Gdpcirrs Dorni--ance Threshold Number aIs SC z Sum Of 3.Gdcocls I Cover crisis (mi#Joirra):T<1%(nacre); 1 - 1-5% (3.0);2- 6-15%(10.5);3. 16-25%(20.5);4.26-50% (38.0);5• 51-75% (63.0); 6 -76-95%(E5.5);7.96-10C'K(98.0). 2 To determine the dominants. frg rank the special by thee.midpoints Then crtrtulztivsly sum the mid.Doirts of t e ranked species until 5DD%d tie total for al sees micpoira is irnmedate►y ezn.eoed Ai species tornriou:in;to that cumulative total pie dornkwcs threshold number)pis any addtibnal sr's.o•s ravirq 20X of the total midpoint valve should be consldered dominants and marled veil an asterisk- . DATA FORM lh ERMEDiAT--i_'YEL Oh'S(TE DET=RW.INAT1ON METHOD OR COMPRE}i=NSIYE OKS.ITE DFhRMINATION METHOD - 1 fr- (Salts and Hydrology) Flab r i-vesti:a:or{s)•. �►Gie451,e ,,�. 1)(7rrrekvtc . Date: 2 At--093 Project'She: Ito 'FE 4 Welk( Sta : WA v�Q AApn,..a. Or.ner Co�;n?" � Intermediate-level O^she Deter-.r. on}, thyj �( Comprehensive Orsite Determirata n Method Transact s Piot s S P— 3 Vegetation Unit sf.ane: Samples Within Veg. Unit: n SOILS Seies'ph2,se: 1441211460 d 7t( Q� Su'?2rotr:2 is tut soil on the hycic soils list? Yes Ho X Ur etennined Is the soil a Histosoi? Yes No 2t Hsi:epipedon present? Yes No ,< Is the soil: Martial? Yes No t< Gley.d? Yes No X • Matrix Color. \O yr- c h W ie Coixz: — Other hydric sail indicators: Aoevt Comments: HYDROLOGY is the grown:surface in;.r ated? Yes No X $urta.a valet depth: Is tthe sail sap-mated? Yes No A Depth to tyre-s:andLn;ti~.tar in pitsai probe hole: 0 . Mark other field indicators of surfa.ae inundation orsoi situation below: _ OzietZed root tones . Water-stained leaves Water marks _ Surface scoured areas ... . Drift fines Wetland drainage patterns t!� Water-borne sediment deposit Morphological ological plant adaptations ,t 1 Addrior.al irydralogit indicators: leyr mews eve. ,,iv, (4 iv) a • ) 15 ct-(1 Comments: 4rvek • SS r 4 I ["ns'k'V C 4 f rr�a Percent of dominant species that a.rs 03I FACW an for FAO 7 Je�Q Qr/J is the hydropir,'tic ve?e=lion= tenon met? Yes X No is the hydric soil criterion met? Yes No X is the wetlaM hydrology criterion met? Yes No X. Is the ve,a.a on unit or plot wetland? Yes No X Rationale for ju r..dic:ional decision: C4,ns414cfer ;(I DATA FORM 1`1?`=PMEDiA E-LE EL ONS.TE DETERMINATION t 'riOD VEGETATION UhTT SAMPL?1G PROCEDURE Fold Inver: :tar(s). (A/APT5h2i GS Lye: 2-4 J`t3 rroio---Sh e:e: n ,� Cur kt Sate: 7: `•� Appiican✓Owner: Voceta:icn Unk SINarne• • i✓erasnt 1•Cd oir tt Incur Anal Gavial of Cover Herb SSpeciieedsue Sla:is Cover Gass Cass P.zr 2 1, u..ftGLS <et'['vS tot S >r 2Oa1/ 3 2oi2. 3. Ty tau 1act 0$L 4+0Ye '1 39,0 21E • c, V2f oa..ca Sc vkQ\la'tet owl_ 6079 � (o3.0 1 E. 7. 8. 4. 10. 11. 12 Shr.'.a Sc-..aes •5 17. 18. 19. 2'0. 21. Saban„ S pedal 25. 25. 27. Tree Species 30. 31. 32 34. 35 • Sum of I.Gdpoirrs Dominance Threshold Number apais 5 w x Sum of 1.Gdoorrs 1 Cover sasses (mi ooirrs):T<1%(none); 1 • 1-5%(3.0);2 6-15%(10.5);3. 16-25X(20.5);4.26-50% (38.0); 5. 51-75% (E-3.0); 6 •76-95%(E5.5);7•Db-100%(98.0). 2 To determine ;he dominants. fr rank the species by the-r midpoints.Then crmut=tively sum the midpoirts of the ranked s.p.oes until SD%of:he is:al for al spode&micpoirrs is immedat.1y exceeded Al species* * ,.cor..rbutirq to that c.imulacivs 1 - i(the domhs.rce threshold number)pia any addtional species having 20% cif the total midpoint value should be considered dominants and marked with an asterisk.. • DATA FORM IN T ERM=DIATE-LEY'L O'�"� D=;ERMIN.ATION METHOD OR COMPR-D:SNSIYS OhS.T DETERMINATION METHOD I (SoIts and Hydrology) r-1 Field invesli.ator sL �ec5 , 1)44wawaCS Date: Zt} g3 Pr,►ec.'Sae: 311n -4c\ Wad " State: tfrtA Coc:ntr. / .Fucantra r e:: Intermediate-level Crsre Deter inz.bon Method X Cornorehe:sive Orr.site uetenmina7on Method T ransect x Piot s se-S Vegetation Unit x/N'arne: Sarre s Within Veg. Un • d 1LS S.eries'p':ass: Atli d Are ATS Suogroup:2 is the soil on the hydric sots list? Yes No X Undetermined Is the soi a Histocoi?. Yes No, ( Histi:e.oipedon present? Yes NoX Is the sou: 1,1znie'l? Yes No >< Gleyed? Yes No • Matrix Colo:: 10 y R 573 — Mote Colars: Other hydrk soil indicators: crane Comments. \& - «< -.k HYDROLOGY Is the Found surface inundated? Yes No X. Surface water depth: Is the sail saturated? Yes No X Depth to free-standing-haler in phis-hi probe hole: 'C- Mark other field indicators of£urfa * inundation or soi&arum-ion below: • _ Oxid:me+d root zones _ K'ater-stained leaves Water Trades _ Sirfaae soured areas Drit i;nes _ Wetland drainage pa terns _ Water-borne sediment depcsi= _ I.borp'tologi,:aJ plant adaptztiorts • Ard'rior.aJ hydrologic 'ndi:ators: Comments: ck fc i*ed 12k 2.,'Er 4 SvSct,�� Per-„ent of dominant species t`.at are 09, FACW v Jor FAO ^'"ioo4 Is the hydrophilic vege-tion =he:ion met? Yes k No Is the hydri: soil criterion met? Yes No 'E. Is the wetland hydrology citerion met? Yes No X Is the vegetation unit or plot wet,'are? Yes No )( Rationale for jur..-di_t onaJ decision: CMS Jr( d 54-ock v.. DATA FORM IJTEL=MEDiATEE-LEVEL ONS.T_ DETi=RIZt-.TIOJ I 'rIOD VEGE hA T)ON Uh"T SAMPL.NG PROCEDURE}+ Field I� �eld lnvestr,,ator(s1 Tff SLL +-�SY1ot.'.1�GS Late: 2A l'rusi l3 ^t eoier iS_ ae: 31b tr v Sate: W County: kt + Qi'r_ar.:JOwne. Ve�petaticn Link ,1.�'p • • Fer snt 1.6dpoinit Inch. of /lrsal Covert of Cover Herb Species Stat= Cover Gass Cass P.anic2 c�7as-(1S al lb& FAGtx) 20% 3 to.5- 2 2. 3• A5-(03 -f'antku - ICYO 2 1o.c 3 4- 6. D° -41lts g low. roar, tr t.___ `1- - - 7. Fes-'Eu.�a orvnd-‘I\ ace& 'Ptak.- T E. 6. •i'<-t'-C of tu" re coltAS FA•Gu- 7.0 n 3 Loy 2. he• 11. l iv%vo,s,cwU+s Se-pQns 'F tun)) O a 4 • 38•0 1 * • 12 RU MP t 'C-r k .PW t= a I O e j z moo'S ` Short Sc*cias t0.5 15. 16. 17. 18. 14. 20. 21. Smarr, SperiQs • 2c. koQu� ores✓Pc. cte'R- 5 103.0 1 ix 26. 27. _, Tree Species 30. 31. 32. 33. 34. 35. 36. Sum of 3hdpoirs Dorri.^.ance Threshold Number ram• rals SC%z Sum of 1.GoFoilts I Cover.^assess (midpoirrts):T<1%(none); 1 - 1-5%(3.0);2. 6-15%(10.5);3. 16-2%(20.5);<.26-SC% (38.0); 5. 51-75% (63.0); 6 -76-45%(P5.5);7.1 S-100% (D8.0). 2 To determine the dominants. fro~rank D . sp.cis by thei mi000i:s Then ernuati ely sum the midpoirss of the ranked 2Tp.ces until 5C of::`a total for al sees mi#oira it immwfately*speeded Ai species Joorn.ribcring t that camulaaive total(the domi:harca threshold number)pin arty ad bona)speoes htvirq 20% of the total midpoint value should be considered dominants and marked with an asterisk. 1 • DATA FORM lh T ERMEDIAT'-LEVZL c* r r DETERMINATION TION METHOD OR COMPRO iENS1VE ONSJTE DETERMINATION METHOD I� 1 ff 11 (Solis and Hydrology) Field investica:or(s): �1Gi�el56A 1)4r i Date: 24 ?roiec.'S:,e: '1,1 lad S ¢e`C Feta. "'wet� State: W fl . Counr)- kA.n1 Applicantraomer 1r arrr*ciate-level Cm-she Deterrnir.�on M thod )( Comprehensive Onsite Determination Method Transact s Piot s 5P—t Vegetation Unit:Name: Sarre s Whin Veg. Unit: aerL000ci /I SOILS Serieslphase: e 4�t`�'�S SubgroL7:2 Is 1e son on the hydric sons list? Yes No X Undetermined Is the soil a His:osoi? Yes No X Hisic e?ipedon present? Yes No k Is the sou: Monied? Yes No Y. Gerd? Yes No X • Ms.::r Color l0 y k S/3 Mdmie Colas: '— • Other hydra soil indi.:a:ors: 2" la.te� e - ro-nNeekOc.4 f.(' Comments* HYDROLOGY Is the mound surface intm led? Yes No $urfa:.e valet depth: Is the soil saturated? Yes No A. Depth to tree-s:i.-,din Mager in p'r..soi pra7e hole: lwfaic other field indicators of surfame hi-me:a:ion o;soi saturation below: _ Ozidaed root zones _2(,_ Water-stained leaves Water marks _ Si.rfaae scoured areas Dr;" Ines Welland drainage pa erns �- Water-borne sediment dep s: _ Morp ological plant adaptations A.ddi for a.J hydrologi: hd'r_-ators: C Q 41te rk;\e 4 r6.n5.4'r,tt4 i S.u 4-k. Comments: c\2. os t' eA el Percent of dominant species that ass O$:., FA:Wa elor FAO >1070 Is the hydrophytic vegeWio*n sitericrt net? Yes X No Is the hyd.•ic soil criterion met? Yes No K. Is the wetand hydrology criterion treat? Yes No Is the vopetaion urf or plot wet a.rd? Yes No k4ctir Rationale for juronaJ decision: COMP-I _�'u-4e.-4 e DATA FORM 1NTE.RMSDUA;Z•L_ EL ONS.'7E E FA1LLTION 1,ETriOD YEGETAi1ON UNIT SA.MPLNG PROCEDURE Fold Invest'sator(sli Waif!'5hel Y1et \GS Date: 2-4 " ''4 -i t 3 r='roie=She: 44(l�o �e ak Sale: `' fl County: k.�•�� Applo.ant/Owrer. Veceta;ion Unit SRNarne• Psrasnt 1.Gdpoirr:l Incr=or Arsa1 Covert of Cover Herb Species • Slats Cover Gass Cass Psnic2 e 1vs ks F cwt ' -5 a S (o'3.o f �k 2• .1unC4r,S er.9s egv,1 inie tA.1 SD°I(a 2 to.S _ - 3. 104.3-tos45 Glt4, LW f 2- to.� A. .115Ie 1011C 3 tt loos. 'L /O.5 . _ 0 E. fah kh t<<+► S f ee datS G R{W 3 2A. 2 7. a. K..00.14 ut4QuS 10. 11• . 12. 16-40 Shr-b SPacias 15. 5 Q icae& dove(psi i FlkGw Oci. 38.0 \ 16. 17. 1E. 19. 20. 21. Sp ur.;, Spe.^'es 25. f'ep�\ems `1'r k c.1‘oc. S4/., �I 3 S, O 1 /lE 26. 27. Trap Species 30. 31. 32. 34. ?5. 36. Sum of I.Gcgoirra Dor:tir.ance Thresholds Number buals 50 x Sum of Ii.dooi:ts I Cover^asps (mic,�oirrs):el%(none); 1 - 1-5%(3.0);2. 6-15%(10.5);3. 16-25% (20.S):A•26-5C% (38.0): 5• 51-75% (63.0); 6 -76 5 (85.5);7. 9fr100% 2 To determine th.1 dominants.firs;rank V. :pads by thek midpoints..Then armuratirely sum the midpoirra of L'a ranked sr-ec»: until "'i.of:,s total for al spool*:midpoirrs 's immeo:aielj ez=.ece .A9 species sar..rbctir►to that crmulacire ideal(the dominance rtrsshold number)piss arty addtionsl species hsvirg 20% of he total midpoint value should be considered dominants artd marked wits an asterisk- 4 I _ 3.0 OFF-SITE ANALYSIS ' 3.1 ON-SITE DRAINAGE SYSTEMS This site is surrounded by developed land on all four sides. Along the north side and uphill is 316th Street. The drainage on 316th Street is curb flow to the east along the curb and gutter. There is a catch basin at the mid-point of this parcel's frontage. The storm drain piping is routed north to the north side of 316th Street and then east, to discharge into a storm drain main line in 23rd Avenue. There is no off-site contribution of water to this parcel. The land to the east and west is developed with 5-foot landscaping buffers along the property lines. Both of these parcels have storm drainage systems which convey the water elsewhere. There is no contribution of water from these sources either. 316th Street is approximately 4 feet higher than this parcel. The northerly 20 feet of this parcel is a 5:1 slope. The existing drainage sheet flows to the south approximately 390 feet. This site has been cleared and graded so the sheet flow is more or less uniform. There is no indication of incisions or stream channels flowing southward. Approximately 410 feet south of the road embankment there is a shallow ditch. This ditch has been graded to direct the sheet flow to the east where it leaves the this parcel. The majority of the runoff generated by the site leaves the parcel approximately 50 feet north of the southeast parcel corner. The runoff from the southerly 40 feet of the parcel sheet flows onto the property to the south. 3.2 DOWNSTREAM INVESTIGATION The project site was inspected on September 4, 1993 and again on September 20, 1993. The weather at the time of both inspections was dry and warm. As-builts of the down stream drainage system were obtained from the City of Federal Way. This was necessary because most of the down stream system is either storm drainage piping or detention ponds. Approximately 90 percent of the drainage from this site is collected within a ditch 50 feet north of the south property. This ditch flows to the east approximately 70 feet to a 12- inch, corrugated, metal pipe. This pipe is approximately 30 feet long and discharges into the regional detention facility located within Tract 'A', of King County Short Plat No. 8004280455. This detention facility (King County project number 55754) has approximately 127,405 cubic feet of storage within 7 feet of active depth. From the as-built information available it was determined that this pond was designed for detention of 43.78 acres of runoff with an assumed future runoff factor of C=0.85 for a 25-year design storm event, plus an additional 27,000 cubic feet of storage. The pond dimensions are approximately 345 feet by 45 feet. Our site contributes about 5% of the total drainage received by this pond based upon a ratio of areas involved. This site's runoff will travel approximately 300 feet through the pond to the outlet control where it enters a 12-inch storm drain system. The storm drain runs easterly, then southerly along the east side of the strip mall and then southwesterly to a detention facility - 12 - t • located in the southwest corner of the SeaTac Plaza parcel. The pond is located approximately 300 feet north of So. 320th Street. The pond is approximately 50 feet by 80 feet with approximately 9 feet of active storage. The total length of storm drain run is approximately 1,005 feet. To our knowledge the system is operating adequately. This completes the 1/4 mile downstream investigation for 90% of this site. The remaining 10% of drainage from the southerly 40 feet of our site sheet flows onto the existing pavement behind the strip mall. It is collected in a storm drain system which is routed around the west side of the strip mall to the same 50-foot by 80-foot detention pond. This storm drain run is approximately 565 feet. The drainage from the pond is released through a control structure on the west side. The drainage is conveyed through a 750-foot storm drainage pipe to the south side of 320th Avenue where it enters onto SeaTac Mall property and is more than 1/4 mile down stream of our site. The Executive Proposed Basin Plan, Hylebos Creek and Lower Puget Sound identifies So. 320th Street as having potential flooding problems. Project No. 2450 recommends an engineering survey of the existing drainage system and design of a conveyance upgrade. The status of this recommendation is not known at this time. It should be noted that the as-builts for the SeaTac Plaza directly south of our parcel indicates that there is a 12-inch storm drain line stubbed out to the mid-point of our parcel's south property line. We obtained a copy of the storm drainage basin plan from KCSWM. Originally this line was to be sized to serve a 10.1-acre parcel. Through the course of development of the parcel to the west and construction of 316th Street, approximately 7 acres of drainage was diverted out of this basin. Additionally, the grading activities on Lot 2 directed the remainder of this drainage to the detention pond to the east. Our development will re- establish a hydraulic connection to this system returning approximately 3.1 acres of contributing area. - 13 - . File dAta Hydrograph Storage Discharge Level pool DOWL Engineers 2eeeeeeeeeeeeeeeee; 3eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeei • LEVEL POOL ROUTING INSTRUCTIONS ' • • PRE INFLO STG STG OUTFL ' • • DESCRIPTION HYD # HYD # STOR DIS HYD # ' • • ID ID ' • ' [2-yr 7-day ] [1 ] [2 ] [1 ] [1 ] [ 6] ' • ' [10-yr 7-day ] [3 ] [4 ] [1 ] [1 ] [ 7] ' [100-yr 24-hour ] [ ] [5 ] [1 ] [3 ] [ 8] 'el' ' [ ] [ ] [ ] [ ] [ ] [ ] ' [ ] [ ] [ ] [ ] [ ] [ ] • ' [ ] [ ] [ ] [ ] [ ] [ ] ' [ ] [ ] [ ] [ ] [ ] [ ] ' ' [ ] [ ] [ ] [ ] [ ] [ ] ' ' [ ] [ ] [ ] [ ] [ ] [ ] ' : [ ] [ ] [ ] [ ] [ ] [ ] ' • • F6: CLEAR F10 : EXIT • 6.eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeef Available Memory remaining: 159840 bytes Current Data Set Name: C: \WW\511465\511465 File dAta Hydrograph Storage Discharge Level pool DOWL Engineers 2eeeeeeeeeeeeeeeee; 3eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeee; • ROUTING COMPARISON TABLE - Storage Ind • • MATCH INFLOW STO DIS PEAK PEAK OUT • • DESCRIPTION PEAK PEAK No. No. STG OUT HYD • '2-yr 7-day 0 .07 0.45 1 1 430 .77 0 . 07 6 ' '10-yr 7-day 0.11 0. 65 1 1 431. 51 0 . 11 7 • '100-yr 24-hour 0 . 00 2 .63 1 3 431.73 0 . 61 8 • • Aeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeef Available Memory remaining: 159840 bytes Current Data Set Name: C: \WW\S11465\S11465 4/20/94 DOWL Engineers page 1 CUCINA-CUCINA FINAL BASIN DESIGN LOT 2 & 3 . APRIL 20, 1994 BY DARREN A. SIMPSON BASIN RESULT SUMMARY BASIN VOLUME- -RATE- ----TIME Hydrograph Area ID ---cf-- Ac-ft --cfs- -min- hours Methodology Acres 100d 37007 0.85 2.63 480 8.00 SBUH Method 3.07 10d 49884 1.15 0.65 3300 55.00 SBUH Method 3.07 10p 38169 0.88 0.11 3720 62.00 SBUH Method 3.07 2d 35032 0.80 0.45 3300 55.00 SBUH Method 3.07 _ xv 2p 24445 0.56 0.07 3720 62.00 SBUH Method 3.07 .i iE 2-' 12 Hyd Ho. 1_ Foa-e r Hyd No, 2 'p c.V Hyd Ho. 6--- O vT O it Po AD D 1 M 24 48 72 96 120 144 168 192 216 240 Tine in Hours Hyd No. : 1 Rate: 0 .07 cfs Time: 62 . 00 hr Vol : 0 .56 Ac-ft Int: 60.00 min Hyd No. : 2 Rate: 0.45 cfs Time: 55.00 hr Vol : 0. 80 Ac-ft Int: 60.00 min Hyd No. : 6 Rate: 0.07 cfs Time: 90. 00 hr Vol : 0. 80 Ac-ft Int: 60.00 min It—` & 7—PAY LEGEND Hyd No. 3_ Fo 2t t T Hyd No, 4 Hyd No, 7--- OUT OP Po ry D u c MO 1C ,4 Q 24 48 72 96 120 144 168 192 216 240 Tine in Hours Hyd No. : 3 Rate: 0 . 11 cfs Time: 62 . 00 hr Vol : 0 . 88 Ac-ft Int: 60 . 00 min Hyd No. : 4 Rate: 0 . 65 cfs Time: 55. 00 hr Vol : 1. 15 Ac-ft Int: 60. 00 min Hyd No. : 7 Rate: 0 . 11 cfs Time: 76.00 hr Vol : 1. 15 Ac-ft Int: 60. 00 min 0, LE ON 1oc) w Hyd Mo. 5_ TceV. Hyd Mo. 8 4 a r= Po is p 0 0, 1 u "0 0, I 0 Cl T1-1-t.„7„, 6 12 18 24 30 36 42 48 54 Tine in Hours Hyd No. : 5 Rate: 2 . 63 cfs Time: 8.00 hr Vol : 0. 85 Ac-ft Int: 10. 00 min Hyd No. : 8 Rate: 0 . 61 cfs Time: 10. 83 hr Vol : 0 . 69 Ac-ft Int: 10.00 min dDOWL ENGINEERS W.O.ALASKA TESTLAB COMPUTATIONS 1 1 (4 Project Name Client Name Sheet of Prepared by: Date , Checked by: Date N t,J Urttr C X I S 7//t)62_ ( D/,z7 1=/t-GD D Vt:v_:caPe_: ( q q L/ > it i2t-iIu.41— ( F' Si RA 1/J FA-u._ Z- YvZ 7 :cky. (►.tit . z wz z y r2 i0 -r,t 7dG,7 s,g ioo- rrz zgH,Z > LI,10 13A-S1N CAI A)2AcTc-2.i5Tt �IZ� t U C_L Imo) - T14 c. Z, 0 Z 02-/76 0/98 //(io x/sTix.)L, v ft- /8 7 4 /9 8 Ili . tv .S �-�� e- -0--en c, 60/8$ 1,3y/90 7 ,w�7�s - I ; I r; .. i :_i I • a r .--" ,- ..y' ,_ ,., ram . ``•.a3 4,4,„;.:.,,,,,:..,..,,,..;. .....-:4k.S;:' T,�- = rzHi!! . irt.! iti{Hiii ..- . *--, ..„. , . .________.. .. , `�. 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P r7 a.17' r«ft.„s ix ° IR•'' ,,. ,xsd" ,-- ' x '"'^. � ' ,�,.< i4 E E s' c a ;_ - �, "ifti �'# - .. �'41." v ^'`e,4% ,. �"'. • , , .fin ,ice, :--- ,�6 , i M ....-, -,r T 's}�,o .. ,.--- ,... r * „, ....,--,,t,.--....,,,,,,::: 4.,-r. , , , - .i , -„ � • �sr.44,.. . :ate s'x ,r, . . �Y a:- ..6 - $f�M' « 4 ;w - ' ,; � a1 -- if m'ass / -� (�w �' k k ' _ 1 ",. irJ " ,a K '� � v ��z4 r ,s .s —. - . r L,g,y rt� 7g a : „w ... yY .1,' n : / ' . z i t Ag _' - ;74 40.1 11f 4 emu,. 4,, ty y R t A DOWL ENGINEERS w.o.# ALASKA TESTLAB COMPUTATIONS I I`6s Project Name Client Name Sheet of Prepared by: Date Checked by: Date SCS S01 LS .H .� Agtz r I II : og: : .. : ,. u-i ,..,, .Qi),,,,b r, , _.., -, ,,„-,:-,,, ... ,iiii fi `: : ' I..: .:".";14,_3(.....i.f....._ : 47.., l ; • .�• � ` � AgB .� '•Q `��i- 3.: •.• ±M'• :P. •r I. :0- F i• i` t • •.F ; .' Agc 8 i ...'312T7a 5011• Eih • r all etr. r. •s /• ..4-4: •Ilt`�!/.`4.ti+.�.+•••:/� ' � ..:-{ � g�� -..e .....fit • • • ,��Y /li • �� III •1 ��' / .v � � r eFRl` ,�•• •`. i ��, e • yt•II I�I •..• I , ifin.. `,„ , j , i .. S •ot- w7T •/ _ - s '�r4 I ilf ; y� n ••S at.. e ` , / , Bh. it / - .; .• ��C ;; , r// k !;�• • II'qII y•I( 1._ ___ II iJ. •a" ( Q .;S^'.� 4x% ... ,._ 2bri4-- ' •:•$r • ! f,-, . AMC ---:--• ' • 1 •:4 7., • \., --,-7." -..7A...: --K- 4 ' . II: ivNi4:,---*10Kr..- r. ..,.. , ,,:_. ....„..._ ::. . .....„.:., Er,4; .;..1.:1.° I 7,,....,i.A.777.•!-.:s"...••• •,-",.-:'.i t= ..".-1- ,-4-: ‘7•7.1... - -2 . .. 1-0_,,t;::-:&/••••- ..-: '.�•-,`' .. "" Ae, _ AgB+..,._�� \ ',-- ' '; s 4tea - , r _t. `::. .•\� . ✓ r r ', _ {iE '1P�rk I_i-J'� r r= Y' r �a ii. / . Tu r i x yam;\ •��gH/ 1y� t-_'.'' /,AmB 's.c( s' ` - • `i.# �, ;• '0.'':- • . `- � Yi . 4 is ' 4'• II • ''• ' • ' •-t ,Airport 4f.{{ �• 1 I Il r r q ▪ r r ^ •° ti I • 11,, r pit -i b �'1 #< • } • .3:.1iti 392:. -.-It'� .AkF . A.q. t 9 �_ fir.: • • i • •Q• \ •-mot - • n•• 'f�" . �'llC~ �AmB j 1 • �•:. I +*' G•'ei I •••-• - \` Ut • • • 3 _sue`• `. e • 1 ,,.".,,. = i •� •/ ..-... 1.4,.:t '....1. i' .-..•7 . , .4.. ' mil .� .7 Cam' •r▪'' 4-.I I:. '• Y.T �I / _ 1 . . _,.;.:-, _.:;, `_4' . '..?.. - .r's ,5 $ 1!'336tM: . srl, , ..Y,, I .•I, • • -_tr __,'^� `- AgB' \ • � Arents, Alderwood material, 6 to 15 percent slopes (AmC) .--This soil has convex slopes. Areas are rectangular in shape and range from 10 acres to about 450 acres in size. Some areas are up to 30 percent included soils that are similar to this soil material, but either • shallower or deeper over the compact substratum; and some areas are S to 10 percent very gravelly Everett soils and sandy Indianola soils. Runoff is medium, and the erosion hazard is moderate to severe. This soil is used for urban development. Ca- pability unit IVe-2; woodland group 3d2. r • .r=r z , .4, ICI^_Gi5 C-t3-1 Ct38 C p fL-i Cr-- 13 �r a - C a5 G3 Co �� I /1,41-a-• C4 I 6 7I ►0CS10 c3 c84 C C L£T LI r1 '3-21-85 1,- I-v 1 a. S.LC. I 5 s l ot-f ad d rd.;e, --r I C i3 2 F�,1; nod �0 9rn� 0`„ nq C5 1 � / D9(a213 1 CS'E" Ca, ` r) 7 , 1 7-- cis' ‘ r " ..4\, 14 / "0" 1 14 7 Ci IrD" 7-. Q gal) , 1 5 .eaei t CB 2-4 F?5, A 1 LD5stE� ��fA �a�K GA 2 L- ___ z� OWNED CS IS CAS CO V OT E.RS _B t7 (� J s�9 R c-5ai C6 21 Ce i3 C8 25 ca / p� G8 2� 04Zro4902. r ® �W L _- C6Z0 — - . Cc as RETENT10N S YSfEM vein rep 512-g 0 SOUTH 320 STREET m \ � � � �, p I 0� � S o )' f [ § cY | �c r / 2 ~® P?�^L_ ~, 7 ,\ } ƒ \ � ®c2 ® R f , } .ƒ r- \ . IA ~ ,~- . © g 4 3 _/ | 1 / u II \ Z j c ^ \ Q 6 : I | q v __ ^ | - ! < ! \} . Q E j \/ \ i ;\ \ 3� \ : \ i | `— - -- - --- l ! - - - - - - - i I ; 0` \ 0 II I 0 72 - a - 1 : . 1 \ � � I } 6 \ / \ | £ 1 3 C m 1 ^ \ $ « I � \ & \ 6 1 ; , @ , \ 6 2 I 1 __J 12 / r - - - - ! \ % I a) co\ C.)&c� / f ` _ � 0 f . 8 |) z ] Z w o I ' 2 S / ' / t . � it ci . g CO til ■ « \_ � v � CD - %� ■ @i I . = 1 I 4/20/94 DOWL Engineers page 46 CUCINA-CUCINA FINAL BASIN DESIGN LOT 2 & 3 . APRIL 20, 1994 BY DARREN A. SIMPSON LEVEL POOL ROUTING TABLE LEVEL POOL ROUTING TABLE I1 I2 2S1 SUM 01 02+2S2 STAGE TIME < cfs min > (ft) (min) 0 . 4054 0 . 3849 47 . 489 48 . 280 0 . 4052 47 . 874 431 . 62 890. 00 0 . 3849 0 . 3609 47 . 478 48 . 224 0 . 3966 47 . 827 431. 62 900. 00 0 . 3609 0 . 3571 47 . 451 48 . 169 0 . 3764 47 . 792 431 . 62 910 . 00 0 . 3571 0 . 3567 47 . 431 48 . 144 0 . 3616 47 . 783 431 . 62 920 . 00 0 . 3567 0 . 3568 47 . 425 48 . 139 0 . 3576 47 . 781 431 . 62 930 . 00 0 . 3568 0 . 3569 47 . 424 48 . 138 0 . 3568 47 . 781 431 . 62 940 . 00 0 . 3569 0 . 3571 47 . 424 48 . 138 0 . 3568 47 . 782 431. 62 950 . 00 0 . 3571 0 .3574 47 . 425 48 . 139 0 . 3570 47 . 782 431. 62 960 . 00 0. 3574 0 . 3576 47 . 425 48 . 140 0 . 3572 47 . 783 431. 62 970 . 00 0 . 3576 0 . 3578 47 . 425 48 . 140 0 . 3574 47 . 783 431. 62 980 . 00 0 . 3578 0 . 3579 47 . 425 48 . 141 0 . 3576 47 . 783 431 . 62 990 . 00 0 . 3579 0 . 3581 47 . 426 48 . 142 0 . 3578 47 . 784 431 . 62 1000 . 00 0 . 3581 0 . 3285 47 . 426 48 . 113 0 . 3580 47 . 755 431. 62 1010 . 00 0 . 3285 0 . 2938 47 . 409 48 . 031 0 . 3455 47 . 686 431. 62 1020. 00 0 . 2938 0 . 2881 47 . 370 47 . 951 0 . 3162 47 . 635 431. 62 1030 . 00 0 . 2881 0 . 2872 47 . 341 47 . 916 0 . 2946 47 . 621 431 . 61 1040 . 00 0 . 2872 0 . 2872 47 . 333 47 . 907 0 . 2887 47 . 618 431 . 61 1050 . 00 0 . 2872 0 . 2873 47 . 331 47 . 905 0 . 2874 47 . 618 431. 61 1060 . 00 0 . 2873 0 . 2874 47 . 331 47 . 905 0 . 2873 47 . 618 431. 61 1070 . 00 0 . 2874 0 . 2875 47 . 331 47 . 906 0 . 2873 47 . 618 431 . 61 1080 . 00 0 . 2875 0 .2876 47 . 331 47 . 906 0 . 2874 47 . 619 431. 61 1090 . 00 0 . 2876 0 .2877 47 . 331 47 . 906 0 .2875 47 . 619 431. 61 1100 . 00 0 . 2877 0 .2878 47 . 331 47 . 907 0 . 2876 47 . 619 431 . 61 1110 . 00 0 . 2878 0 .2879 47 . 331 47 . 907 0 . 2878 47 . 619 431 . 61 1120 . 00 0 . 2879 0. 2880 47 . 332 47 . 908 0 . 2879 47 . 620 431 . 61 1130 . 00 0 . 2880 0 . 2882 47 . 332 47 . 908 0 . 2880 47 . 620 431 . 61 1140 . 00 0 . 2882 0 . 2883 47 . 332 47 . 908 0 . 2881 47 . 620 431. 61 1150 . 00 0 .2883 0 .2884 47 . 332 47 . 909 0 .2882 47 . 620 431. 61 1160 . 00 0 . 2884 0 .2885 47 . 332 47 . 909 0 .2883 47 . 621 431 . 61 1170 . 00 0 . 2885 0 .2886 47 . 332 47 . 909 0 . 2884 47 . 621 431. 61 1180 . 00 0 . 2886 0 . 2887 47 . 332 47 . 910 0 . 2885 47 . 621 431. 61 1190 . 00 0 . 2887 0 . 2888 47 . 333 47 . 910 0 . 2886 47 . 621 431. 61 1200 . 00 0 . 2888 0 . 2889 47 . 333 47 . 910 0 . 2887 47 . 622 431 . 61 1210 . 00 0 . 2889 0 . 2890 47 . 333 47 . 911 0 . 2888 47 . 622 431 . 61 1220 . 00 0 .2890 0 .2891 47 . 333 47 . 911 0 . 2889 47 . 622 431 . 61 1230 . 00 0 . 2891 0 .2892 47 . 333 47 . 911 0 . 2890 47 . 622 431 . 61 1240 . 00 0 . 2892 0 . 2893 47 . 333 47 . 912 0 . 2891 47 . 623 431. 61 1250 . 00 0 .2893 0 . 2894 47 . 333 47 . 912 0 . 2892 47 . 623 431 . 61 1260 . 00 0 .2894 0 . 2895 47 . 334 47 . 912 0 . 2893 47 . 623 431 . 61 1270 . 00 0 .2895 0 . 2895 47 . 334 47 . 913 0 . 2894 47 . 623 431. 61 1280 . 00 0 . 2895 0 . 2896 47 . 334 47 . 913 0 . 2895 47 . 623 431 . 61 1290 . 00 0 . 2896 0 .2897 47 . 334 47 . 913 0 . 2896 47 . 624 431 . 61 1300 . 00 0 . 2897 0 . 2898 47 . 334 47 . 914 0 . 2897 47 . 624 431 . 61 1310 . 00 0 . 2898 0 . 2899 47 . 334 47 . 914 0 . 2898 47 . 624 431 . 61 1320 . 00 0 . 2899 0 . 2900 47 . 334 47 . 914 0 . 2898 47 . 624 431 . 61 1330 . 00 0 . 2900 0 . 2901 47 . 334 47 . 914 0 . 2899 47 . 625 431 . 61 1340 . 00 4/20/94 DOWL Engineers page 47 CUCINA-CUCINA FINAL BASIN DESIGN LOT 2 & 3 . APRIL 20, 1994 BY DARREN A. SIMPSON LEVEL POOL ROUTING TABLE LEVEL POOL ROUTING TABLE 11 12 2S1 SUM 01 02+252 STAGE TIME < cfs min > ( ft) (min) 0 . 2901 0 . 2902 47 . 335 47 . 915 0 . 2900 47 . 625 431. 61 1350 . 00 0 .2902 0 . 2903 47 . 335 47 . 915 0 . 2901 47 . 625 431. 61 1360 . 00 0 . 2903 0. 2903 47 . 335 47 . 915 0 . 2902 47 . 625 431. 61 1370 . 00 0 . 2903 0 . 2904 47 . 335 47 . 916 0 . 2903 47 . 625 431 . 61 1380 . 00 0 . 2904 0 . 2905 47 . 335 47 . 916 0 . 2904 47 . 626 431. 61 1390 . 00 0 .2905 0 . 2906 47 . 335 47 . 916 0 . 2905 47 . 626 431. 61 1400 . 00 0 . 2906 0 . 2907 47 . 335 47 . 916 0 . 2905 47 . 626 431. 61 1410. 00 0 . 2907 0 .2908 47 . 335 47 . 917 0 . 2906 47 . 626 431. 61 1420 . 00 0 .2908 0 . 2908 47 . 335 47 . 917 0 .2907 47 . 626 431. 61 1430 . 00 0 . 2908 0 . 2909 47 . 336 47 . 917 0 . 2908 47 . 627 431. 61 1440. 00 0 . 2909 0 . 1697 47 . 336 47 . 796 0 . 2909 47 . 505 431 . 61 1450 . 00 0 . 1697 0 . 0283 47 . 266 47 . 464 0 .2392 47 . 225 431 . 61 1460 . 00 0 . 0283 0 . 0047 47 . 105 47 . 138 0 . 1196 47 . 019 431 . 60 1470 . 00 0 . 0047 0 . 0008 46 . 903 46 . 908 0 . 1161 46 . 792 431. 59 1480 . 00 0 . 0008 0 . 0001 46 . 676 46 . 677 0 . 1156 46 . 562 431. 57 1490 . 00 0 . 0001 0 . 0000 46 . 447 46 . 447 0 . 1150 46 . 332 431. 56 1500. 00 0 . 0000 0 . 0000 46 . 217 46 . 217 0 . 1145 46 . 103 431 . 55 1510 . 00 0 . 0000 0 . 0000 45. 989 45 . 989 0 . 1139 45 . 875 431 . 53 1520 . 00 0 . 0000 0 . 0000 45 . 762 45 . 762 0 . 1134 45 . 648 431 . 52 1530 . 00 0 . 0000 0 . 0000 45. 535 45 . 535 0 . 1128 45 . 423 431. 51 1540 . 00 0 . 0000 0 . 0000 45 . 310 45 . 310 0 . 1123 45 . 198 431 . 49 1550 . 00 0 . 0000 0 . 0000 45 . 086 45 . 086 0 . 1117 44 . 975 431 . 48 1560 . 00 0 . 0000 0 . 0000 44 . 863 44 . 863 0 . 1111 44 . 752 431. 47 1570 . 00 0 . 0000 0 . 0000 44 . 642 44 . 642 0 . 1105 44 . 531 431. 45 1580 . 00 0 . 0000 0 . 0000 44 . 421 44 . 421 0 . 1100 44 . 311 431. 44 1590 . 00 0 . 0000 0 . 0000 44 . 202 44 . 202 0 . 1094 44 . 092 431 . 43 1600 . 00 0 . 0000 0 . 0000 43 . 984 43 . 984 0 . 1088 43 . 875 431 . 42 1610 . 00 0 . 0000 0 . 0000 43 . 767 43 . 767 0 . 1083 43 . 658 431. 40 1620 . 00 0 . 0000 0 . 0000 43 . 551 43 . 551 0 . 1077 43 . 443 431. 39 1630. 00 0 . 0000 0 . 0000 43 . 336 43 . 336 0 . 1071 43 .229 431. 38 1640. 00 0 . 0000 0 . 0000 43 . 122 43 . 122 0 . 1065 43 . 016 431 . 36 1650 . 00 0 . 0000 0. 0000 42 . 910 42 . 910 0 . 1059 42 . 804 431 . 35 1660 . 00 0 . 0000 0 . 0000 42 . 699 42 . 699 0 . 1053 42 . 593 431 . 34 1670 . 00 0 . 0000 0 . 0000 42 . 489 42 . 489 0 . 1047 42 . 384 431 . 33 1680 . 00 0 . 0000 0 . 0000 42 . 280 42 . 280 0 . 1041 42 . 176 431. 31 1690 . 00 0 . 0000 0 . 0000 42 . 072 42 . 072 0 . 1035 41 . 969 431. 30 1700 . 00 0 . 0000 0 . 0000 41. 866 41. 866 0 . 1029 41. 763 431 . 29 1710 . 00 0 . 0000 0 . 0000 41. 660 41 . 660 0 . 1023 41 . 558 431. 28 1720 . 00 0 . 0000 0 . 0000 41. 456 41 . 456 0 . 1017 41 . 355 431. 27 1730 . 00 0 . 0000 0 . 0000 41. 254 41 . 254 0 . 1010 41 . 153 431 . 25 1740 . 00 0 . 0000 0 . 0000 41 . 052 41 . 052 0 . 1004 40 . 952 431. 24 1750 . 00 0 . 0000 0 . 0000 40 . 852 40 . 852 0 . 0998 40 . 752 431.23 1760 . 00 0 . 0000 0 . 0000 40 . 653 40 . 653 0 . 0992 40 . 554 431. 22 1770 . 00 0 . 0000 0 . 0000 40 . 456 40 . 456 0 . 0985 40 . 357 431 . 21 1780 . 00 0 . 0000 0 . 0000 40 . 259 40 . 259 0 . 0979 40 . 161 431 . 20 1790 . 00 0 . 0000 0 . 0000 40 . 064 40 . 064 0 . 0972 39 . 967 431 . 18 1800 . 00 4/20/94 DOWL Engineers page 48 CUCINA-CUCINA FINAL BASIN DESIGN LOT 2 & 3 . APRIL 20, 1994 BY DARREN A. SIMPSON LEVEL POOL ROUTING TABLE LEVEL POOL ROUTING TABLE I1 I2 2S1 SUM 01 02+2S2 STAGE TIME cfs min > ( ft) (min) 0 . 0000 0 . 0000 39 . 870 39 . 870 0 . 0965 39 . 774 431. 17 1810 . 00 0 . 0000 0 . 0000 39 . 678 39 . 678 0 . 0958 39 . 582 431. 16 1820 . 00 0 . 0000 0 . 0000 39 . 487 39 . 487 0 . 0951 39 .392 431. 15 1830 . 00 0 . 0000 0 . 0000 39 . 297 39 . 297 0 . 0945 39 .203 431 . 14 1840 . 00 0 . 0000 0 . 0000 39 . 109 39 . 109 0 . 0938 39 . 015 431 . 13 1850 . 00 0 . 0000 0 . 0000 38 . 922 38 . 922 0 . 0931 38 . 829 431 . 12 1860 . 00 0 . 0000 0 . 0000 38 . 737 38 . 737 0 . 0925 38 . 644 431 . 11 1870. 00 0 . 0000 0 . 0000 38 . 552 38 . 552 0 . 0917 38 . 461 431 . 09 1880. 00 0 . 0000 0 . 0000 38 . 370 38 . 370 0 . 0909 38 .279 431 . 08 1890 . 00 0 . 0000 0 . 0000 38 . 189 38 . 189 0 . 0901 38 . 099 431 . 07 1900 . 00 0 . 0000 0 . 0000 38 . 009 38 . 009 0 . 0893 37 . 920 431 . 06 1910 . 00 0 . 0000 0 . 0000 37 . 832 37 . 832 0 . 0885 37 . 743 431 . 05 1920 . 00 0 . 0000 0 . 0000 37 . 655 37 . 655 0 . 0877 37 . 568 431 . 04 1930 . 00 0 . 0000 0 . 0000 37 . 481 37 . 481 0 . 0869 37 . 394 431 . 03 1940 . 00 0 . 0000 0 . 0000 37 . 308 37 . 308 0 . 0862 37 . 221 431 . 02 1950 . 00 0 . 0000 0 . 0000 37 . 136 37 . 136 0 . 0854 37 . 051 431 . 01 1960 . 00 0 . 0000 0 . 0000 36 . 966 36 . 966 0 . 0847 36 . 881 431 . 00 1970 . 00 0 . 0000 0 . 0000 36 . 798 36 . 798 0 . 0828 36 . 716 430 . 99 1980 . 00 0 . 0000 0 . 0000 36 . 635 36 . 635 0 . 0809 36 . 554 430 . 98 1990 . 00 0 . 0000 0 . 0000 36 . 475 36 . 475 0 . 0791 36 . 395 430 . 97 2000 . 00 0 . 0000 0 . 0000 36 . 318 36 . 318 0 . 0773 36 .241 430 . 96 2010 . 00 0 . 0000 0 . 0000 36 . 165 36 . 165 0 . 0756 36 . 090 430 . 95 2020 . 00 0 . 0000 0 . 0000 36 . 016 36 . 016 0 . 0739 35 . 942 430 . 94 2030 . 00 0 . 0000 0 . 0000 35 . 870 35 . 870 0 . 0722 35 . 798 430 . 93 2040 . 00 0 . 0000 0 . 0000 35 . 727 35 . 727 0 . 0706 35 . 656 430 . 92 2050 . 00 0 . 0000 0 . 0000 35 . 587 35 . 587 0 . 0690 35 . 518 430 . 91 2060 . 00 0 . 0000 0 . 0000 35 . 451 35 . 451 0 . 0679 35 . 383 430 . 90 2070 . 00 0 . 0000 0 . 0000 35 . 315 35 . 315 0 . 0678 35 . 247 430 . 89 2080 . 00 0 . 0000 0 . 0000 35 . 179 35 . 179 0 . 0677 35 . 111 430 . 88 2090 . 00 0 . 0000 0 . 0000 35 . 044 35 . 044 0 . 0676 34 . 976 430 . 87 2100 . 00 0 . 0000 0 . 0000 34 . 909 34 . 909 0 . 0675 34 . 841 430 . 86 2110 . 00 0 . 0000 0 . 0000 34 . 774 34 . 774 0 . 0674 34 . 706 430 . 85 2120 . 00 0 . 0000 0 . 0000 34 . 639 34 . 639 0 . 0673 34 . 572 430 . 84 2130 . 00 0 . 0000 0 . 0000 34 . 505 34 . 505 0 . 0672 34 . 438 430 . 83 2140 . 00 0 . 0000 0 . 0000 34 . 370 34 . 370 0 . 0671 34 . 303 430 . 82 2150 . 00 0 . 0000 0 . 0000 34 . 236 34 . 236 0 . 0670 34 . 170 430 . 81 2160 . 00 0 . 0000 0 . 0000 34 . 103 34 . 103 0 . 0668 34 . 036 430 . 80 2170 . 00 0 . 0000 0 . 0000 33 . 969 33 . 969 0 . 0667 33 . 902 430 . 79 2180 . 00 0 . 0000 0 . 0000 33 . 836 33 . 836 0 . 0666 33 . 769 430 . 79 2190 . 00 0 . 0000 0 . 0000 33 . 703 33 . 703 0 . 0665 33 . 636 430 . 78 2200 . 00 0 . 0000 0 . 0000 33 . 570 33 . 570 0 . 0664 33 . 503 430 . 77 2210 . 00 0 . 0000 0 . 0000 33 . 437 33 . 437 0 . 0663 33 . 371 430 . 76 2220 . 00 0 . 0000 0 . 0000 33 . 305 33 . 305 0 . 0662 33 . 238 430 . 75 2230 . 00 0 . 0000 0 . 0000 33 . 172 33 . 172 0 . 0661 33 . 106 430 . 74 2240 . 00 0 . 0000 0 . 0000 33 . 040 33 . 040 0 . 0660 32 . 974 430 . 73 2250 . 00 0 . 0000 0 . 0000 32 . 908 32 . 908 0 . 0659 32 . 843 430 . 72 2260 . 00 4/20/94 DOWL Engineers page 49 CUCINA-CUCINA FINAL BASIN DESIGN LOT 2 & 3 . APRIL 20, 1994 BY DARREN A. SIMPSON LEVEL POOL ROUTING TABLE LEVEL POOL ROUTING TABLE I1 I2 2S1 SUM 01 02+2S2 STAGE TIME cfs min > (ft) (min) 0 . 0000 0 . 0000 32 . 777 32 . 777 0 . 0657 32 . 711 430 . 71 2270 . 00 0 . 0000 0 . 0000 32 . 645 32 . 645 0 . 0656 32 . 580 430 . 70 2280. 00 0 . 0000 0 . 0000 32 . 514 32 . 514 0 . 0655 32 . 449 430 . 69 2290 . 00 0 . 0000 0 . 0000 32 . 383 32 .383 0 . 0654 32 . 318 430 . 69 2300 . 00 0 . 0000 0 . 0000 32 .253 32 . 253 0 . 0653 32 . 187 430 . 68 2310 . 00 0 . 0000 0 . 0000 32 . 122 32 . 122 0 . 0652 32 . 057 430 . 67 2320 . 00 0 . 0000 0 . 0000 31. 992 31 . 992 0 . 0651 31 . 927 430 . 66 2330 . 00 0 . 0000 0 . 0000 31. 862 31 . 862 0 . 0650 31 . 797 430. 65 2340 . 00 0 . 0000 0 . 0000 31. 732 31 . 732 0 . 0649 31 . 667 430 . 64 2350 . 00 0 . 0000 0 . 0000 31. 602 31. 602 0 . 0648 31 . 538 430 . 63 2360 . 00 0 . 0000 0 . 0000 31. 473 31 . 473 0 . 0646 31 . 408 430 . 62 2370 . 00 0 . 0000 0 . 0000 31 .344 31 .344 0 . 0645 31 . 279 430 . 61 2380 . 00 0 . 0000 0 . 0000 31 .215 31 . 215 0 . 0644 31 . 150 430 . 60 2390 . 00 0 . 0000 0 . 0000 31. 086 31 . 086 0 . 0643 31 . 022 430 . 60 2400 . 00 0 . 0000 0 . 0000 30 . 957 30 . 957 0 . 0642 30 . 893 430. 59 2410 . 00 0 . 0000 0 . 0000 30 . 829 30 . 829 0 . 0641 30 . 765 430 . 58 2420 . 00 0 . 0000 0 . 0000 30 . 701 30 . 701 0 . 0640 30 . 637 430 . 57 2430 . 00 0 . 0000 0 . 0000 30. 573 30 . 573 0 . 0639 30 . 509 430 . 56 2440 . 00 0 . 0000 0 . 0000 30 . 446 30 . 446 0 . 0638 30 . 382 430. 55 2450 . 00 0 . 0000 0 . 0000 30 .318 30 .318 0 . 0637 30 . 255 430 . 54 2460 . 00 0 . 0000 0 . 0000 30 . 191 30 . 191 0 . 0635 30 . 127 430 . 53 2470 . 00 0 . 0000 0 . 0000 30 . 064 30 . 064 0 . 0634 30 . 001 430 . 53 2480 . 00 0 . 0000 0 . 0000 29 . 937 29 . 937 0 . 0633 29 . 874 430 . 52 2490 . 00 0 . 0000 0 . 0000 29 . 811 29 . 811 0 . 0632 29 . 747 430 . 51 2500 . 00 0 . 0000 0 . 0000 29 . 684 29 . 684 0 . 0631 29 . 621 430 . 50 2510 . 00 0 . 0000 0 . 0000 29 . 558 29 . 558 0 . 0630 29 . 495 430 . 49 2520 . 00 0 . 0000 0 . 0000 29 . 432 29 . 432 0 . 0629 29 . 369 430 . 48 2530 . 00 0 . 0000 0 . 0000 29 . 307 29 . 307 0 . 0628 29 . 244 430 . 47 2540 . 00 0 . 0000 0 . 0000 29. 181 29 . 181 0 . 0627 29 . 119 430 . 46 2550 . 00 0 . 0000 0 . 0000 29 . 056 29 . 056 0 . 0626 28 . 993 430. 46 2560 . 00 0 . 0000 0 . 0000 28. 931 28 . 931 0 . 0624 28 . 869 430 . 45 2570 . 00 0 . 0000 0 . 0000 28 . 806 28 . 806 0 . 0623 28 . 744 430 . 44 2580 . 00 0 . 0000 0 . 0000 28 . 682 28 . 682 0 . 0622 28 . 619 430 . 43 2590 . 00 0 . 0000 0 . 0000 28 . 557 28 . 557 0 . 0621 28 . 495 430 . 42 2600 . 00 0 . 0000 0 . 0000 28 . 433 28 . 433 0 . 0620 28 . 371 430 . 41 2610 . 00 0 . 0000 0 . 0000 28 . 309 28 . 309 0 . 0619 28 . 247 430 . 40 2620 . 00 0 . 0000 0 . 0000 28 . 186 28 . 186 0 . 0618 28 . 124 430 . 40 2630 . 00 0 . 0000 0 . 0000 28 . 062 28 . 062 0 . 0617 28 . 000 430 . 39 2640 . 00 0 . 0000 0 . 0000 27 . 939 27 . 939 0 . 0616 27 . 877 430 . 38 2650 . 00 0 . 0000 0 . 0000 27 . 816 27 . 816 0 . 0615 27 . 754 430 . 37 2660 . 00 0 . 0000 0 . 0000 27 . 693 27 . 693 0 . 0614 27 . 632 430. 36 2670 . 00 0 . 0000 0 . 0000 27 . 570 27 . 570 0 . 0612 27 . 509 430 . 35 2680 . 00 0 . 0000 0 . 0000 27 . 448 27 . 448 0 . 0611 27 . 387 430 . 35 2690 . 00 0 . 0000 0 . 0000 27 . 326 27 . 326 0 . 0610 27 . 265 430 . 34 2700 . 00 0 . 0000 0 . 0000 27 . 204 27 . 204 0 . 0609 27 . 143 430 . 33 2710 . 00 0 . 0000 0 . 0000 27 . 082 27 . 082 0 . 0608 27 . 021 430 . 32 2720 . 00 4/20/94 DOWL Engineers page 50 CUCINA-CUCINA FINAL BASIN DESIGN LOT 2 & 3 . APRIL 20, 1994 BY DARREN A. SIMPSON LEVEL POOL ROUTING TABLE LEVEL POOL ROUTING TABLE I1 I2 2S1 SUM 01 02+252 STAGE TIME < cfs min > (ft) (min) 0 . 0000 0. 0000 26 . 961 26 . 961 0 . 0607 26 . 900 430 . 31 2730 . 00 0 . 0000 0 . 0000 26 . 839 26 . 839 0 . 0606 26 . 779 430 . 30 2740 . 00 0 . 0000 0 . 0000 26 . 718 26 . 718 0 . 0605 26 . 658 430 .29 2750 . 00 0 . 0000 0 . 0000 26 . 598 26 . 598 0 . 0604 26 . 537 430 . 29 2760 . 00 0 . 0000 0 . 0000 26 . 477 26 . 477 0 . 0603 26 . 417 430 .28 2770 . 00 0 . 0000 0 . 0000 26 . 357 26 . 357 0 . 0601 26 . 296 430 . 27 2780 . 00 0 . 0000 0 . 0000 26 . 236 26 .236 0 . 0600 26 . 176 430 .26 2790 . 00 0 . 0000 0. 0000 26 . 116 26 . 116 0 . 0599 26 . 056 430 .25 2800 . 00 0 . 0000 0 . 0000 25 . 997 25 . 997 0 . 0598 25 . 937 430 . 25 2810 . 00 0 . 0000 0 . 0000 25 . 877 25 . 877 0 . 0597 25 . 817 430 . 24 2820. 00 0 . 0000 0. 0000 25 . 758 25 . 758 0 . 0596 25 . 698 430 . 23 2830 . 00 0 . 0000 0 . 0000 25 . 639 25 . 639 0 . 0595 25 . 579 430 . 22 2840 . 00 0 . 0000 0. 0000 25 . 520 25 . 520 0 . 0594 25 . 461 430 . 21 2850 . 00 0 . 0000 0 . 0000 25 . 401 25 . 401 0 . 0593 25 . 342 430 . 20 2860 . 00 0 . 0000 0 . 0000 25 . 283 25 . 283 0 . 0592 25 . 224 430 . 20 2870 . 00 0 . 0000 0. 0000 25 . 165 25 . 165 0 . 0590 25 . 106 430 . 19 2880 . 00 0 . 0000 0 . 0000 25 . 047 25 . 047 0 . 0589 24 . 988 430 . 18 2890 . 00 0 . 0000 0 . 0000 24 . 929 24 . 929 0 . 0588 24 . 870 430 . 17 2900 . 00 0 . 0000 0 . 0000 24 . 811 24 . 811 0 . 0587 24 . 753 430 . 16 2910 . 00 0 . 0000 0 . 0000 24 . 694 24 . 694 0 . 0586 24 . 635 430 . 16 2920 . 00 0 . 0000 0 . 0000 24 . 577 24 . 577 0 . 0585 24 . 518 430 . 15 2930 . 00 0 . 0000 0 . 0000 24 . 460 24 . 460 0 . 0584 24 . 402 430 . 14 2940 . 00 0 . 0000 0 . 0000 24 . 343 24 . 343 0 . 0583 24 . 285 430 . 13 2950 . 00 0 . 0000 0 . 0000 24 . 227 24 .227 0 . 0582 24 . 169 430 . 12 2960 . 00 0 . 0000 0 . 0000 24 . 111 24 . 111 0 . 0581 24 . 053 430 . 12 2970 . 00 0 . 0000 0 . 0000 23 . 995 23 . 995 0 . 0579 23 . 937 430 . 11 2980 . 00 0 . 0000 0 . 0000 23 . 879 23 . 879 0 . 0578 23 . 821 430 . 10 2990 . 00 0 . 0000 0 . 0000 23 . 763 23 . 763 0 . 0577 23 . 706 430 . 09 3000. 00 A DOWL ENGINEERS COMPUTATIONS w•o.# S1ILRs- Project Name Client Name C.I/0fl;- .—CIT.)C,.OA 1 g kv frt C'D/2P Sheet of Prepared by: Date Checked by: Date 7. s,w�.P$orJ i3i1i i ; l ii ii1 y _ i � 1 ! 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Sheet of Prepared by: Date Checked by: Date -77, vt NA PrZiO1C.3 _illiiiiii i { 1 ! ! ! 1 H 11111111i iilmilii II ! . f ( i i --- ! i i I_-i_...._—__ _....—! _ -_I I Iffy. fit ! ate ?_ l4 t . -1- = I - - — "ill ' 1111 Lill I f 1 1 Till j 1 - - � 1 i .6 _ _t . _Pj l __ — D , f y. 1 f L ► !— . 1 ! I L� ▪✓, 1 Al fi !VOL. ! R4 11117 I f 1. i ! z • " - 1 E' I 1 I E ...._ 16 � - - - : : : 1 Z — : =--44_17/sis ! I , _ Iiiii i it f - - I t l I " I fZt8Z _ SS 2,S�t6 ; : o I_2 3 1_76: ! 11 ' ' 1 II i I ! zt5 29 3 i E ! -: I i j _ , zj -I # — . ._ - - [ i---- — --. L r. : ; -3 _P_ I , - 1 .O 1''3 7 1 1 0 _ - :e af-P- ill,, Ig 3s 1 • ! I1 1- ,O 19 1 1 i 1114 1 1 -- ._ a.. j I j �_-:--.._. i ....__. - ! /FS f f 1 __II I -. ,t ? 2.f1 I 66 � yo9i E _. _. 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CO N_7�Qv/ -C — , r t re- _ ide2 .S $/ E-LS eDK l�-! c Lr /r r _ tc L S-o R c v 1 0 J -`f '5" -c t2w`, ---' � rf PC►v co/ /VQTCJ-f r,..)ei tit -i 56-`r e c,I0 fi-- 404v{..= ,, / /0-Yr2- S! O I<J...._ v i r� '%- at..t-''C.r ,/'S( (.. -.. I ,, _ f 7-DAY STORM EVENT TIME OF CONCENTRATION CALCULATION 1. Calculate hydrograph of pervious surfaces. 2. Calculate hydrograph of impervious surfaces. 3. Add pervious and impervious hydrographs. 4. Time of concentration is computed using the sum of interflow, shallow concentrated flow and open channel flow. Interflow Time of Travel Values for Slope Lengths Less Than 300 feet in Length Land Cover Slope Tt (Min.) Urban Grass - Conveyance All 0 Urban Grass - Detention 0 - 15% 1258 > 15% 548 Forest 0 - 15% 1126 1 i > 15% 530 Pasture/Brush 0 - 15% 834 > 15% 368 • Wetland All 1494 Impervious All 0 For shallow concentrated flow and open channel flows use the King County Surface Water Design Manual procedures. File Basin Hydrograph Storage Discharge Level pool �� 2 s T 3 O �-I= 3eeee eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeee i Z ►'V' i /�c;T� S G° INPUT, MODIFY OR BROWSE DATA • 1• I I 6 Seeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeei Cl G S J ,'LLB S Ir,,-c 2. Fe—: DES° SHALLOW CONCENTRATED FLOW CALCULATOR • ° 'ARE' ° • °RAI°Flow Length (ft)...: 120.00 ° • °TIM°land Slope (ft/ft).: 0.0550 ° °TIM°Kc, Velocity Factor: 3.0 °RAI° COMPUTED TRAVEL TIME (min): 2.84 j° ° 'ABS* TYPICAL VELOCITY FACTOR VALUES - R=0.1 ° ° °BAS° • ° °STO°Forest with heavy ground litter and meadows (n=0.10).: 3 ° ° o °Brushy ground with some trees (n=0.060) • 5 // Z °PER°Fallow or minimum tillage cultivation (n=0.04) • 8 • • °ARE°High grass (n=0.035) • 9 0 0 I l °CN °Short grass, pasture and lawns (n=0.030) • 11 • ° o °Nearly bare ground (n=0.025) • 13 ° ° () S o °Paved and gravel areas (n=0.012) • 27 ° ° °PEA° ° ° f �[:fl�"L-L'iPcT� °PEA°F10Key: QUIT F5Key: CLEAR ° ° eeeeeeeeee_ee eeee_eeee.....eeeeeeeee..ei `iOTaeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeef ° o HOME END F1:Find F2:New F3:Get F4:Tc-Calc F5:Delete o Pgup Pgdn F6:Compute F7: FB:Method F9:Template F10:Exit ° - •- e eeee.--eeeeeeeeee ee -eeeeeeeee_eeeeeeeeeee.._e aeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeef File Basin Hydrograph Storage Discharge Level pool eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeei o INPUT, MODIFY OR BROWSE DATA ° o .... --- - .................... ...........-...._------......._...._........_ • eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeei °DES° SHALLOW CONCENTRATED FLOW CALCULATOR 0 • `ARE° • ° • °RAI°Flow Length (ft)...: 155.00 0 ° °TIM°Land Slope (ft/ft).: 0.0060 ° °TIM°Kc, Velocity Factor: 3.0 'RAI° COMPUTED TRAVEL TIME (min): 11.12 ° °ABS° TYPICAL VELOCITY FACTOR VALUES - R=0.1 ° ° °BAS° • • °STO'Forest with heavy ground litter and meadows (n=0.10).: 3 ° ° o °Brushy ground with some trees (n=0.060) • 5 ° ° °PER°Fallow or minimum tillage cultivation (n=0.04) • 8 ° ° °ARE°High grass (n=0.035) • 9 • • 'CN °Short grass, pasture and lawns (n=0.030) • 11 ° o °Nearly bare ground (n=0.025) • 13 • • o °Paved and gravel areas (n=0.012) • 27 • • °PEA° • • °PEA°F10Key: QUIT F5Key: CLEAR ° ° °TOTeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeef ° o HOME END F1:Find F2:New F3:Get F4:Tc-Calc FS:Delete ° o Pgup Pgdn F6:Compute F7: F8:Method F9:Template F10:Exit ° aeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeef File Basin Hydrograph Storage Discharge Level pool 3eee5eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeieeeeeeeeeei SHEET FLOW CALCULATOR - INITIAL 300 FEET • • • • • o DES°Mannings Sheet Flow 0.0170 °4.00 ° °ARE°Flow Length (ft) 300.00 °HOICES ° 'RAI°2 yr 24 hr rainfall (in): 2.10 • • °TIM°Land Slope (ft/ft) 0.0317 • • °TIM° COMPUTED TRAVEL TIME (min>: / 4.24 _ I °RA1° TYPICAL MANNINGS VALUES FOR INITIAL 300 FT °q ° ' C °�u 'E S °ABS° o °SAS°Smooth Surfaces • 0.011 • • �.��s °STO°Fallow Fields of Loose Soil Surface • 0.05 °Y • —1- (',, •Cultivated Soil with residue cover (s<=0.2 ft/ft): 0.06 • • o PER°Cultivated Soil with residue cover (s>0.2 ft/ft).: 0.17 • .±_ ( 9 (� °ARE°Short prairie grass and lawns • 0.15 • • °CN °Dense grasses 0.24 • • 1 ° °Bermuda grass • 0.41 ° e 10 ►^n rLV� ° °Range (natural) • 0.13 • • rr °PEA°Woods or forest with tight underbrush • 0.40 0 ./., 0 i ( I v..-v�4• S °PEA°Woods or forest with dense underbrush • 0.80 0 �---- °TOT° , o°F10Key: QUIT F5Key: o CLEAR ete e L' X I S ( 1 Ni 6"'L F .__gaeeeeeeeeeeeeeeeeeeeeeEeeeeeeeeeeeeeeeeeeEeefeeefeCeeeeeeeeEef It aee ° E`eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeef l , 9 3 File Basin Hydrograph Storage Discharge Level pool eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeei o INPUT, MODIFY OR BROWSE DATA ▪ 5eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeee eeeeeeeeeeeeeeeeeeeeeeeei ° °DES° SHALLOW CONCENTRATED FLOW CALCULATOR • • °ARE° • • °RAI°Flow Length (ft)...: 120.00 • • °TIM°land Slope (ft/ft).: 0.0550 • • °TIM°Kc, Velocity Factor: 13.0 • • °RAI° COMPUTED TRAVEL TIME (min): (...:9 ° °ABS° TYPICAL VELOCITY FACTOR VALUES - R=0.1e e °BAS° e e °STO°Forest with heavy ground litter and meadows (n=0.10).: 3 • • o °Brushy ground with some trees (n=0.060) • 5 0 • °PER°Fallow or minimum tillage cultivation (n=0.04) • 8 • • °ARE°High grass (n=0.035) . 9 • • °CN °Short grass, pasture and lawns (n=0.030) • 11 • • • °Nearly bare ground (n=0.025) . 13 • • o °Paved and gravel areas (n=0.012> • 27 • • °PEA° ° ° °PEA°F10Key: QUIT F5Key: CLEAR 0 • T0T eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeef ° • NOME END F1:Find F2:New F3:Get F4:Tc-Calc FS:Delete • ° Pgup Pgdn F6:Compute F7: F8:Method F9:Template F10:Exit ° aeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeef Fite Basin Hydrograph Storage Discharge Level pool eee5eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeieei CHANNEL FLOW CALCULATOR • • • • e • °DES°Flow Length (ft)...: 155.00 0 • o ARE°Land Slope (ft/ft).: 0.0060 • • °RAI°Kc, Velocity Factor: 17.0 • • °TIM' COMPUTED TRAVEL TIME (min): 1.96 ' ' °TIM' TYPICAL VELOCITY FACTOR VALUES • • °RAI° `ABS' Intermittent Flow - R=0.2 • • °SAS'Forested swate w/ heavy grand litter (n=0.10) 5 • • o STO°Forested drainage course/ravine w/ defined channel bed (n=0.50): 10 ° • o °Rock-lined (n=0.035)...: 15 Grassed (n=0.030)...: 17 ° ° °PER°Earth-tined (n=0.025)..: 20 CMP pipe (n=0.024)..: 21 • • °ARE°Concrete pipe (n=0.012): 42 other • 0.508/n ° ° ooi • Continous Flow - R=0.4 • o °Meandering stream w/ some pools (n=0.040) • 20 • • o °Rock-lined stream (n=0.035) - 23 • • °PEA°Grassed-lined stream (n=0.030) • 27 • ° °PEA°Other streams, man-made channels and pipe • 0.807/n ° ° °TOT' • ° °°F10Key: QUIT F5Key: CLEAR • • o e ee -' ....-•-- .._cceee.. eeee_.....-_ee_ ee Pgaeee______eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeef aeeeeeeeeeeeeeeeeeeeeeeeeeeeee====__eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeef File Basin Hydrograph Storage Discharge Level pool eee5eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeieeeeeeeeeel ° • SHEET FLOW CALCULATOR - INITIAL 300 FEET ° °DES°Mannings Sheet Flow • 0.0110 °4.00 ° °ARE°Flow Length (ft) • 30.00 °HOICES ° °RAI°2 yr 24 hr rainfall (in): 2.10 ° °TIM°land Slope (ft/ft) • 0.0400 C. ° ° °TIM° COMPUTED TRAVEL TIME (min): 0.43 ° °RAI° TYPICAL MANNINGS VALUES FOR INITIAL 300 FT °A ° °ABS° ° ° °BAS°Smooth Surfaces • 0.011 ° 0 °STO°Fallow Fields of Loose Soil Surface • 0.05 °Y 0 = L- ��I/V(� C S "t Q • °Cultivated Soil with residue cover (s<=0.2 ft/ft): 0.06 ° ''• °PER°Cultivated Soil with residue cover (s>0.2 ft/ft).: 0.17 b iY y 'IL /,U . °ARE°Short prairie grass and lawns • 0.15 ° ° *CM °Dense grasses • 0.24 ° ° o °Bermuda grass • 0.41 ° ° o °Range (natural) • 0.13 ° ° SA Y 9 O °PEA°Woods or forest with light underbrush • 0.40 0 °PEA°Woods or forest with dense underbrush • 0.80 ° "- 7 V� trV L.) l.U= S *TOT* • ° C - °°F10Key: QUIT F5Key: CLEAR °ete ° ._ J�LG)nC Pgaeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeefit ° aeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeef CO 2 / / /0i'-,J File Basin Hydrograph Storage Discharge Level pool eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeee>eeeeeeeeeeeeeeei ° INPUT, MODIFY OR BROWSE DATA ° ▪ 5eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeel ° °DES° SHALLOW CONCENTRATED FLOW CALCULATOR 0 ° °ARE° 0 ° °RAI°Flow Length (ft)...: 100.00 ° 0 °TIM°Land Slope (ft/ft).: 0.0200 ° °TIM°Kc, Velocity Factor: 27.0 Go. ° ° °RAI° COMPUTED TRAVEL TIME (min): 0.44 ° ° °ABS° TYPICAL VELOCITY FACTOR VALUES - R=0.1 ° 0 °BAS° ° ° °STO°forest with heavy ground litter and meadows (r=0.10).: 3 0 ° o °Brushy ground with some trees (n=0.060) • 5 0 ° °PER°Fallow or minimum tillage cultivation (n=0.04) • 8 ° ° °ARE°High grass (n=0.035) • 9 ° ° °CM °Short grass, pasture and lawns (n=0.030) • 11 ° ° o *Nearly bare ground (n=0.025) • 13 0 ° o °Paved and gravel areas (n=0.012) • 27 ° 0 °PEA° ° ° °PEA°F10Key: QUIT F5Key: CLEAR 0 0 TOTaeeeeeeeeeeeeeeeeeeeeeeeeeP..A.>......eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeef ° o HOME END F1:Find F2:New F3:Get F4:Tc-Calc F5:Delete ° o Pgup Pgdn F6:Compute F7: F8:Method F9:Template F10:Exit ° aeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeef Ic - `33OU= 57) 2UN f} S S V W tz.: / efru A.A..)I e- I N Pv i vIA- REMARK Archive from S11465.bsn DataSet 4/20/94 WaterWorks version Release 2.9 Real Mode LSTEND UNITTYPE IMPE?.:.AL BASIN 100d '24hr 100-yr developed' 3.066 4.10 10.00 7.00 USER1 0.20 0.000 1.256 85.00 1.810 98.00 SBUH 24.00 484.00 LSTEND BASIN l0d •DEI 10-YR 7-DAY' 3.066 5.85 60.00 7.00 KC7 0.20 0.000 1.256 85.00 1.810 98.00 SBUH 168.00 484.00 LSTEND BASIN 10p 'lCR ST 10-YR 7-DAY' 3.066 5.85 60.00 1140.00 KC7 0.20 0.000 3.066 87.00 0.000 98.00 SBUH 168.00 484.00 LSTEND BASIN 2d •DEI. 2-YR 7-DAY' 3.066 4.40 60.00 7.00 KC7 0.20 0.000 1.256 85.00 1.810 98.00 SBUH 168.00 484.00 LSTEND BASIN 2p 'FOREST 2-YR 7DAY' 3.066 4.40 60.00 1140.00 KC7 0.20 0.000 3.066 87.00 0.000 98.00 SBUH 168.00 484.00 LSTEND STOR4 1 'FINAL POND LOT2 & 3 COMBO' 0.10 VOLUME 428.00 0.00 429.00 3051.00 430.00 6732.00 431.00 11086.00 432.00 16160.00 433.00 20000.00 LSTEND DISCH5 1 '7-dal orifice design' 0.00 0.62 428.00 428.00 433.00 0.10 1.21 2.90 1.34 LSTEND DISCM2 2 'overflow' 3.14 1.00 431.60 433.00 0.10 DISCH7 3 'orifice with notch weir' 1 2 ^k2 S, • FZo r t ( . FC-�w` Date of Session: 4/20/94 MOVE 2p to 1 MOVE 2d to 2 MOVE 10p to 3 MOVE 10d to 4 MOVE 100d to 5 LPOOL 1 "2-yr 7-day" 1 2 1 1 6 LPOOL 2 "10-yr 7-day" 3 4 1 1 7 LPOOL 3 "100-yr 24-hour" 5 5 1 3 8 • KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL (2) CN values can be area weighted when they apply to pervious areas of similar CN's (within 20 CN points). However, high CN areas should not be combined with low CN areas (unless the low CN areas are less than 1 5% of the subbasin). In this case, separate hydrographs should be generated and summed to form one hydrograph. FIGURE 3.52A HYDROLOGIC SOIL GROUP OF THE SOILS IN KING COUNTY HYDROLOGIC t HYDROLOGIC SOIL GROUP GROUP' SOIL GROUP GROUP' Alderwood C Orcas Peat D Arents, Alderwood Material C Oridia D Agents, Everett Material B Oveil C Beausite C PDchuck C Bellingham D Puget D Briscot D Puyallup B Buckley D Ragnar B Coastal Beaches Variable Renton D Earlrnont Silt Loam D Riverwash Variable Edgewick C Sala! C Everett A/3 'Sammamish D Indianola A Seattle D Kitsap C Shacar D Klaus C Si SDt C Mixed Alluvia! Land Variable Snohomish D Neilton A Sultan C Newberg B Tukwila D Nooksack C Urban Variable Normal Sandy Loam D Woodinville D I HYDROLOGIC SOIL GROUP CLASSIFICATIONS A. (Low runoff potential). Soils having high infiltration rates, even when thoroughly wetted, and consisting chiefly of deep, well-to-excessively drained sands or gravels. These soils have a high rate of water transmission. B. (Moderately low runoff potential). Soils having moderate infiltration rates when thoroughly wetted, and consisting chiefly of moderately fine to moderately coarse textures. These soils have a moderate rate of water transmission. • C. (Moderately high runoff potential). Soils having slow infiltration rates when thoroughly wetted, and consisting chiefly of soils with a layer that impedes downward movement of water, or soils with moderately fine to fine textures. These soils have a slow rate of water transmission. D. (High runoff potential). Soils having very slow infiltration rates when thoroughly wetted and consisting chiefly of clay soils with a high swelling potential, soils with a permanent high water table, soils with a hardpan or clay layer at or near the surface, and shallow soils over nearly impervious material. These soils have a very slow rate of water transmission. From SOS, TR-55, Second Edition, June 1986, Exhibit A•1. Revisions made from SCS, Soil Interpretation Record, Form #5, September 1988. 3.5.2-2 11/92 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TABLE 3.5.2B SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS (Published by SCS in 1982) • Runoff curve numbers for selected agricultural, suburban and urban land use for Type 1A rainfall distribution. 24-hour storm duration. CURVE NUMBERS BY HYDROLOGIC SOIL GROUP LAND USE DESCRIPTION ABCD Cultivated land(1): winter condition 86 91 94 95 • Mountain open areas: low growing brush and grasslands 74 82 89 92 Meadow or pasture: I 65 78 85 89 Wood or forest land: undisturbed or older second growth 42 64 76 81 Wood or forest land: young second growth or brush 55 72 81 86 Orchard: with cover crop 81 88 92 94 Open spaces, lawns, parks, golf courses, cemeteries, TE-Dt Lit ac SSCA PrN`: landscaping. Xr5 r! good condition: grass cover on 75% or more of the area 68 80 90 fair condition: grass cover on 50% to 75%of the area 77 85 90 92 Gravel roads and parking lots 76 85 -- 91 Dirt roads and parking lots 72 82 arib 89 Impervious surfaces, pavement, roofs. etc. 98 98 98 98 Open water bodies: lakes,wetlands, ponds, etc. I 100 100 100 100 Single Family Residential (2j Dwelling Unit/Gross Acre % Impervious (3) 1.0 DU/GA 15 Separate curve number 1.5 DU/GA 20 shall be selected 2.0 DU/GA 25 for pervious and 2.5 DU/GA 30 • impervious portion 3.0 DU/GA 34 of the site or basin 3.5 DU/GA 38 4.0 DU/GA 42 4.5 DU/GA 46 5.0 DU/GA 48 5.5 DU/GA 50 6.0 DU/GA 52 6.5 DU/GA 54 7.0 DU/GA 56 Planned unit developments, % impervious condominiums, apartments, must be computed commercial business and industrial areas. (1) For a more detailed description of agricultural land use curve numbers refer to National Engineering Handbook, Section 4, Hydrology, Chapter 9. August 1972. (2). Assumes roof and driveway runoff is directed into street/storm system. (3) The remaining pervious areas(lawn)are considered to be in good condition for these curve numbers. .'rkt 3.5.2-3 11/92 3.2 34 76 3.t 40 4.2 44 4.6 4.8 s.0 52 54 5.6 se 6.0 7.0 3.4 \...):1' ..., •.., i.' 7. .... . . 3.4 TIc/ '.' • ;. r�• . • . ,Cf • ...:-) 4.4 N\\ ..:-1-:.:•.:_:.... . _ -.:...... ,:,.., ...-. . .,,r. : / it . • \` k C . . y 41 • 41 . . i 0 0 • T.. :\ ...1 ... 1 ).4 . . I (....• • .;.... • ! •1 , ` 'r • _•i • ':4\ •`__ -�_ . — •.. • -,'• ` — ! 1 , ....:..'T-',.:. ....".... ... . - ..- ... -_,,..-1.. ) /I 'zri _,7,„: : ,-- : .., .... Ili. -.r. 1 , . "t ...:, 0 a • \ 't. . 2-YEAR 7-DAY ISOPLL'VIALS _ \Vest King County � Abo• • • 5•4 Total Precipitation in Inches ,' - s.o s s.4 5.6 5.6 /,/ 6.87.0 6.0 6 2 6.4 6.6 0 1 2 3 4 5 6 7 $ Mlles 1:300.000 • 4.8 S.0 S2 5.4 5.6 SJ 6.0 7.0 8.0 9.0 ( : •i -.. • :". . . • ,, \ `, Q .. 1 • 4. —.. • • +{ ' -_ / 'ate f. _� .+ .. S.1 �1 el;ew' / SJ \...„.... t\rir .:. A ' CO 7:; 6A - .• k.. 6.6 N'I/i'Z .. : . .• If•/ ....s: ; • - \..e. •i• • / 62 \1 . . ." ...: \. ..,‘\-.}\\*. . .,:limr.... _-. '1......... i._ ..• ,.. I/ ...= 1 ....::. ...;..114:411#1/• . 7 ... .: ...../ tiff. . • ' .. \., - .-•' 7 1 J.- ,.,_ > _ 1 ...07 7.0 1 ! •• i . •".: V • ,/ ••...'.1 Mk' 1 • - -1 - )..( 1 ( • 1 • 6.6 6A 61 . : --.. ;-; !:- 8 . N • --;:: T.... ' S 6.0 .! 10-YEAR 7-DAY ISOPLUVIALS 6.4I \ \ •. • • ' • West King County • i.2 Total Precipitation in Inches 6.6 - ' 6.8 7.0 // .. - 1 / ) \) i 9.0 8.0 I E./ E2 0 3 2 3 s S 6 7 6 miles 1;300.000 • KING COUNTY. WASHINGTON. SURFACE WATER DESIGN MANUAL FIGURE 3.51H 100-YEAR 24-HOUR ISOPLUVIALS 3.i'l -716111:Zei4.441111 1- !A — /011111 i -- ti IT; WIArit:SIPINV ,* ! 46: • , v-\1.. p1...-; ,�or !olgt41 jag AI E1 3 1 3 .�1! � - 1C� 1 L. w-t ,A Ili •,3Z ,,:i7sq..4,:thridgljankti , _ ..a,_21111 ,11111IN ii, V/ . i , .,........-., to Amu rdiviktita I IN/ 44 ) 1/4.7.4- krilitri*:/ ' - ..\.,116..--w--4r4I id •0((i' - vs" 41.4 7-:‘ - -1t-:;101.; .. si:- ---IEVAlii"itili4M 'Ill - 10,..00..:jrd& i:.< '! .. il•Mk k ! -- 1 \11P4-fis_ _,_. ......-„dir, r 1 .: Alit 15* - . NIVIIKAII‘ .1!": . TAW i cirlinia-d * i ii% liwg /.. Nk- i ,'*=iP ' I-rliquifi' z' At - .-/ kit ‘....:,,, \ .../ 41,1,, ,446J - - 46 1 - ' -:11141illiiiVIN-7410/ ‘, . 1\N 1 -410 - t- .1 . • t • EA, imall_Ni ./li . - Inikt., :. ficipikki, sii, \vow ,' ,...,_ low (,v,_;,...4.0•=1„,_ _. . •......._ _ _ ___ iii ., il fa.; r . .-- 40.1,11.44 1 _ \I , : `k t \ -, ' %ip4 ' '' ' i 1 - Ng - • % Tim. n z..7..4,.._\" , _I i -walgi . ..:ioritv, i - ; - r\K J 1440 ii ' i• i• jr- = twilw 411 le -,, N,mAdoil , all; 1 a * - -"1\- ft' luicep. 1 w ir.4.1114, 2 . 1, . c : ii-ak-.I.WIMV 41 v '‘. ' !. .."'• '‘ .-14!mit i il illirefgr-)40;1 Atte . \.h b ' 1.,1 • "Ul FAT ' n 14i0kvar' -011111111 .••• ,j i (— 1pfair-,•elr Alai 4 1 )A4GINIIMIt ofg ilk , - \ will il ' -1•:. • 71',:er4 , . 0_241,1y rli - • 4 ig ti1111/ k ‘• , if 4 • CP-- MI 6.-- 1 . w•- e h. - •\• parigit_ " l LArif illifitt lir . . % Pr; ., ..'". \ • toe Virerai j Or 100-YEAR 24-HOUR PRECIPITATION o • li/►�t+lijaill - 6.5- 3.4----ISOPLUVIALS OF 100•YEAR 24-HOUR p` 0►g ry41/41RAINF:24m r -- _ 5.5 '•• TOTAL PRECIPITATION IN INCHES p►• eb d i - 0 1 2 3 4 5 6 7 •Mus 3.5.1-13 0y0 - 1:300.000 1/94 4.0 DETENTION ANALYSIS & DESIGN 4.1 EXISTING SITE HYDROLOGY The existing Lots 2 and 3 were both cleared and used as staging areas for construction of the development to the east as shown on the aerial photo dated April 1980. Currently there is sparse vegetation and grass on Lots 2 and 3. The soil type is Arents, Alderwood material. The SCS curve number associated with this soil type is 87. The time of concentration for the pre-developed condition is based on a modification provided by the City of Federal Way to more closely model interflow conditions for pervious areas. The time of concentration includes interflow and shallow concentrated flow for both lots. Drainage calculations are provided in Appendix B. 4.2 PROPOSED SITE HYDROLOGY The proposed development consists of two individual site designs. Lot 2, the Cucina! Cucina! restaurant, will construct 1.376 acres of impervious surface. The remaining area (approximately 0.792 acres) will be landscaped. Lot 3 development will be engineered by Pacific Engineering Design, Inc. Their development will create 0.433 acres of impervious surface and 0.464 acres of landscaped area. This acreage was confirmed independently by DOWL. The total acreage is 3.066 acres, containing 1.810 acres of impervious surface and 1.256 acres of landscaped and pond area. 4.3 DESIGN CRITERIA As previously stated the design criteria is to release at the pre-developed 2- and 10-year, 7-day storm events. Provisions are provided for conveyance of the 100-year, 24-hour storm event. The preliminary pond configuration submitted in the Level 1 Drainage Analysis was a single pond with timber baffles to create three cells. The City of Federal way has directed DOWL to provide a two-cell pond design separated by a gravel window. 4.4 POND DESIGN Table 1 Design Characteristics Time of Pre-developed Storage Rainfall Concentration Release Rate Volume Storm Event (inches) (minutes) (cfs) (ft3) 2-year, 7-day 4.40 1,140 0.066 9,780 10-year, 7-day 5.85 1,140 0.113 13,623 - 14 - Table 2 Final Pond Storage Stage Stage Storage (Elevation) (ft3) 428 0 429 3,051 430 6,732 431 11,086 432 16,160 The detention pond will stage at 430.77 feet for the 2-year event and 431.51 for the 10- year event. The berm surrounding the detention pond is set at an elevation of 432.50 feet. The 100-year, 24-hour storm event will discharge through the 12-inch overflow riser in the control structure and will stage to an elevation of 431.73 feet. A 15-foot gravel access road will be provided on both sides of the pond and the pond will be fenced. 4.5 BIOFILTRATION The biofiltration has been designed to treat the 2-year pond release rate. A design flow depth of 1 inch, a slope of 0.02 ft/ft, and a Manning's "N" of 0.10 determined a trapezoidal channel 1.95 feet in width which will be adequate to treat the discharge. The geometrics of the pond design do not allow for providing a full 200 feet of biofiltration swale. Therefore, we will be providing 170 feet long by 4 feet wide biofiltration swale. This will meet the treatment criteria and is an accepted practice. - 15 - D OW ENGINEERS A Division of DOWL, incorporated March 30, 1994 S11465-08 Mr. Ron Garrow City of Federal Way 33530 1st Way South Federal Way, Washington 98003 Subject: Cucina! Cucina! -Federal Way, SPR-93-0014 Storm Drainage Issues Dear Mr. Garrow: During our March 2nd meeting you requested calculations and a map indicating where the drainage from King County Basin A-2 was being diverted. We have researched this and prepared the attached basin map and area calculations. Of the original 10.1 acres within Basin A-2, 2.94 acres were diverted west to the 20th Avenue drainage basin and 4.21 acres were diverted east to the 23rd Avenue/Cratesenburg detention pond. This leaves a remainding 2.95 acres in Basin A-2. Our proposed, combined storm water detention facility for Lots 2 and 3 will increase Basin A-2 area by 0.43 acres. We are in the process of negotiatiing a cost sharing and maintenance agreement with the owner of Lot 3 and expect to submit engineering plans and the Technical Information Report (TIA) for the City's review within the next two weeks. Please call me should you have any questions. Sincerely, DOWL ENGINEERS au.. aa Darren A. Simpson, P.E. Project Engineer DASanb cc: Rich McKay RMM Corporation Greg A. Diener, Pacific Engineering Per-Axel Lindstrom 8320 154th Avenue NE • REOMONO,WASHINGTON 98052 • 208 -889-2670 • FAX 206 - 869-2679 A DOWL ENGIN RS w.o.# ALASKA TESTLAB COMPUTATIONS S I l y 6`5. Project Name Client Name C U C I Ni Pr 1 C v C l N fl R N1 rvl C o ri P, Sheet ( of Prepared by: Date Checked by: Date 1 wt P SOtJ 2 364" O c37-t nu ; 'D(--Ti.R► u ez How moCH AR I4As Tat;44->71 t.)rZTtsC rFizowA dR(east:W 4L. 13AS►► ) Pert ICC �3�4Sir� wtAp,_ i4o7 : 0 rtic o )iP A-Z Atece-4 = 10, 1 PtC. CPrLt13rzATc_ PL,.A1V1KAigTEit- 7060 — 4784_ Z2-76 -;-Z a IL38 uwi s = 10. 1 Acre.). S ACrZ = I_ = IIZ.7 uivrrs /Acrtt so.' z S t O . Pr-Z. 1.10 -ri+ OF 3 i 6'rri 5 r Tb 2ornt RUE. 7074, C-LYs 51 US west) — 4730 c,i14 2 = I -7Z uN)TS = . 5"S AdeeS 112,'7 u n>rr:/ACC 7710E 125ion) fl -Z No2Th- OF 316 T 14 ST TO 2.3 i-D AOC 78 Z CTbYs R uS r sT) — 70 7 "I 75Z Z. = 376 vNrTS 3.34, AC.izc:.s I Z.`7 0 vas/AL 'flu rtS10t' D F -Z Soot or' 316-14 ro Zp-i'c{ AVe 8 0 9 a (6-P Lc:K o c5r) i773 3i7 - Z = = 144/ AGtes I I z•7 v o rs/q c. A DOWL ENGIN' RS ALASKA TESTLAB COMPUTATIONS W.O.# Project Name Client Name C VC1tl.) ! COCA vtA RWIY C0t2P Sheet of Prepared by: Date Checked by: Date e*-1,. 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A A- ., .,• •• • --s.„,4,,,fitver. , Li. j JA. ,,, Plivi. ty tit .""'1; /. AP-4. .4 R ,;41 4,44ot f,', . ,.,• -.'• -7.':1'' 4:.** '- ''‘.7 rr''' ."-4-'i ' r - ih: -*A- ...i i I.A. •A, 4 I -C -.Jal.,l' -. a -.1 .:l''', a.a a-_4c...--f. , . _ . •._ . 11 I 7- ..-7-- • -../! -.7.;•,0 P ' • ' di ...., ...., )' A .1 . ../..-J .•• , t . _ D OWL ENGINEERS A Division of DOWL, Incorporated February 7, 1994 W.O. #S11465-07B Mr. Ron Garrow City of Federal Way 33530 1st Way South Federal Way, Washington 98003 Subject: Cucina! Cucina! -Federal Way SPR-93-0014 Storm Drainage Issues Dear Mr. Garrow: You will find enclosed a copy of the basin mapping and drainage calculations for the design of the Cratsenburg detention pond. From this map, it is apparent that our parcel was not included as part of the contributing basin. We will revise the drainage analysis to include this new information and provide it to you within the technical information report. Sincerely, DOWL ENGINEERS pa.,A 6 0 . a ..5:4—ps..—. Darren A. Simpson, P.E. Project Engineer DAS:lf Enclosure cc: Stephen Clifton(Planning) Bob Wells(LM&A) Rich McKay(RMM Corporation) 8320 154th Avenue NE • REDMOND, WASHINGTON 98052 • 206- 869-2670 • FAX 206 - 869-2679 DOWL ENGINEERS A Division of DOWL, Incorporated January 12, 1994 #S 11465-06B Mr. Ron Garrow City of Federal Way 33530 1st Way South Federal Way, Washington 98003 Subject: Cucina! Cucina! - Federal Way SPR-93-0014 Storm Drainage Issues Dear Mr. Garrow: Per our conversation with you on January 12, 1994, we have contacted Richard Miller, P.E., formerly of Central Engineers, Inc. Miller informed us that he does not have any of the records for the detention pond design. The 1984 proposal to Andrew Cratsenberg for the re-sizing of the detention pond was never completed. He did recall that the basin for this pond was very large and generally followed the existing drainage patterns at that time. We described our site boundary to him and he thought that our site would have been included within the basin contributing to the detention pond. We are fairly certain that the Cucina property was included in the contributing area to the Cratsenberg detention pond, but cannot conclusively prove this. As you know, Cratsenberg has indicated by his November 10, 1993 letter that he will not allow us to divert any storm water to his pond. To avoid any future problems with Cratsenberg, we would like to connect our site discharge to the 12-inch line stubout at approximately the mid point of our south property line. We understand that this drainage issue is now delaying the review process. Your response to this matter would be greatly appreciated. Sincerely, DOWL ENGINEERS ao-eAr— $2.4-412/as.._, Darren A. Simpson, P.E. Staff Engineer P.S. With regard to other matters, Miller mentioned to us that he was recently contacted by a tenant of Cratsenberg who is seeking to obtain a side sewer permit for building improvements on the parcel southwest of our site. We understand that Federal Way Water and Sewer has requested that the existing sewer line be extended to the east or a sewer easement be granted in exchange for a side sewer permit. We have inferred from this that the sewer issues related to this site may be close to being resolved. cc: Stephen Clifton (Planning) Bob Wells(LM&A) Rich McKay (RMM Corporation) 8320 154th Avenue NE • REDMOND, WASHINGTON 98052 • 206 - 869-2670 • FAX 206 - 869-2679 A DDWL ENGINEERS A Division of DOWL, Incorporated January 5, 1994 W,OO•#S 11465-05B Mr.Ron Garrow City of Federal Way 33530 1st Way South Federal Way, Washington 98003 Subject: Cucina! Cucina! - Federal Way SPR 93-0014 Storm Drainage Issues Dear Mr. Garrow: With regard to our December 6, 1993 letter and December 15, 1993 phone conversation, we have attempted to locate a basin map for Mr. Andrew Cratsenberg's regional detention facility. To that end, we have contacted King County, Surface Water Management; Commercial Inspection and Records Management and have not been able to locate design calculations or basin mapping for the detention facility. To further the search, we attempted to contact the original engineer @ Cavness Engineers, Inc. This firm went out of business 4 years ago. Mr. Gene Sprout of Sprout Engineers is the care taker of Mr. Cavness's files. Mr. Spout was also unsuccessful in locating the storm drainage calculations or basin mapping. However, from King County Records Management, we obtained a copy of a 1984 proposal from Central Engineers, Inc. to Mr. Cratsenberg regarding Regional Pond Revisions (attached). We surmise that Central Engineers, Inc. is the same as Cavness Engineers, Inc. because the phone numbers are the same. This proposal discusses re-sizing the pond to provide detention for only that area of drainage basin lying south of South 316th Street. This information is not conclusive in proving that our parcel was within the limits of the drainage basin. Due to the lack of conclusive proof and the extenuating circumstances outlined in our December 6, 1993 letter, we request that we be allowed to direct our storm water to the south. In advance, thank you for your time and consideration of this matter. We are looking forward to resolving this matter. If you have any questions please call me. Sincerely, DOWL ENGINEERS o Gam_ a S'",s Darren A. Simpson, P.E. DAS:lf Enclosure cc: Stephen Clifton (Planning) Bob Wells(LM&A) Rich McKay(RMM Corporation) 8320 154th Avenue NE • REDMOND, WASHINGTON 98052 • 206 - 869-2670 • FAX 206 - 869-2679 Mr. Ron Garrow City of Federal Way December 6, 1993 Page 2 Analysis, Section 3.2, should be revised to reflect that 100 percent of the runoff from this site would be directed to the 12 inch pipe at our south property line and the narrative discussing the drainage path to the pond to the east should be disregarded. The preliminary detention pond sizing in Section 5.1 develops a 10-year/7-day release rate of.07 CFS. With the additional undisturbed area south of the proposed parking area, the maximum release from this site is under 0.15 CFS for the 10-year event. The calculations for the pond east of this site indicate a release rate of approximately 2.0 CFS for the 10-year/24-hour event. Both this site and pond to the east contribute to the runoff entering the pond within the Center Plaza parcel. The Center Plaza pond provides peak rate control for approximately 14 acres of paved development. This pond discharges to the south to 320th Street. We understand that there is an existing flooding problem in this area; however, our project will not be adversely impacting this problem because the detention levels we will be providing will reduce runoff to pre-developed release rates. Additionally since our water will no longer be directed to the pond east of our site, the staging in that pond will be lower, hence the release rates will be lower. Therefore, we are requesting that the City allow us to direct storm drainage to the south. We will update the Level 1 Drainage Analysis at the time of submittal of the Technical Information Report. If you have any questions regarding this request please feel free to call me. Sincerely, DOWL ENGINEERS s--€==. Darren A. Simpson, P.E. DAS:lf Enclosure cc: Stephen Clifton(Planning) Bob Wells(LM&A) Rich McKay(RMM Corporation) 4/20/94 DOWL Engineers page 1 CUCINA-CUCINA FINAL BASIN DESIGN LOT 2 & 3 . APRIL 20, 1994 BY DARREN A. SIMPSON BASIN SUMMARY BASIN ID: 100d NAME: 24hr 100-yr developed SBUH METHODOLOGY TOTAL AREA • 3 .07 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE • USER1 PERVIOUS,AREA PRECIPITATION • 4. 10 inches AREA. . : 1.26 Acres TIME INTERVAL • 10.00 min CN • 85 . 00 TIME OF CONC • 7 .00 min IMPERVIOUS AREA ABSTRACTION COEFF: 0.20 AREA. . : 1.81 Acres CN • 98.00 PEAK RATE: 2.63 cfs VOL: 0. 85 Ac-ft TIME: 480 min BASIN ID: 10d NAME: DEV 10-YR 7-DAY SBUH METHODOLOGY TOTAL AREA • 3 .07 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE • KC7 PERVIOUS AREA PRECIPITATION • 5.85 inches AREA. . : 1.26 Acres TIME INTERVAL • 60.00 min CN • 85. 00 TIME OF CONC • 7 . 00 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 .20 AREA. . : 1. 81 Acres CN • 98. 00 PEAK RATE: 0.65 cfs VOL: 1. 15 Ac-ft TIME: 3300 min BASIN ID: 10p NAME: FOREST 10-YR 7-DAY SBUH METHODOLOGY TOTAL AREA • 3.07 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE KC7 PERVIOUS AREA PRECIPITATION • 5.85 inches AREA. . : 3 . 07 Acres TIME INTERVAL 60.00 min CN • 87 . 00 TIME OF CONC • 1140.00 min IMPERVIOUS AREA ABSTRACTION COEFF: 0.20 AREA. . : 0 . 00 Acres CN • 98 . 00 PEAK RATE: 0.11 cfs VOL: 0 . 88 Ac-ft TIME: 3720 min 4/20/94 DOWL Engineers page 2 CUCINA-CUCINA FINAL BASIN DESIGN LOT 2 & 3 . APRIL 20, 1994 BY DARREN A. SIMPSON BASIN SUMMARY BASIN ID: 2d NAME: DEV. 2-YR 7-DAY SBUH METHODOLOGY TOTAL AREA • 3 .07 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE KC7 PERVIOUS AREA PRECIPITATION • 4.40 inches AREA. . : 1.26 Acres TIME INTERVAL 60 . 00 min CN • 85. 00 TIME OF CONC • 7 .00 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 .20 AREA. . : 1. 81 Acres CN • 98. 00 PEAK RATE: 0.45 cfs VOL: 0. 80 Ac-ft TIME: 3300 min BASIN ID: 2p NAME: FOREST 2-YR 7DAY SBUH METHODOLOGY TOTAL AREA • 3 .07 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE KC7 PERVIOUS AREA PRECIPITATION • 4.40 inches AREA. . : 3 . 07 Acres TIME INTERVAL 60.00 min CN • 87 . 00 TIME OF CONC • 1140.00 min IMPERVIOUS AREA ABSTRACTION COEFF: 0.20 AREA. . : 0. 00 Acres CN • 98 . 00 PEAK RATE: 0 .07 cfs VOL: 0 . 56 Ac-ft TIME: 3720 min 4/20/94 DOWL Engineers page 3 CUCINA-CUCINA FINAL BASIN DESIGN LOT 2 & 3 . APRIL 20, 1994 BY DARREN A. SIMPSON DETAIL BASIN SUMMARY BASIN ID: 100d NAME: 24hr 100-yr developed SBUH METHODOLOGY TOTAL AREA • 3 . 07 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE USER1 PERVIOUS AREA PRECIPITATION • 4 . 10 inches AREA. . : 1.26 Acres TIME INTERVAL 10 . 00 min CN • 85 . 00 TIME OF CONC • 7 . 00 min IMPERVIOUS AREA ABSTRACTION COEFF: 0.20 AREA. . : 1. 81 Acres CN • 98. 00 PEAK RATE: 2 .63 cfs VOL: 0 . 85 Ac-ft TIME: 480 min TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (efs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 22 23 =====XX =='2t====22=2= 2= 2 2t=2 22=t 23=2===== 10 350 0.4746 690 0.5027 1030 0.2881 1370 0.2903 1710 20 360 0.5161 700 0.5033 1040 0.2872 1380 0.2904 1720 30 0.0015 370 0.5292 710 0.5039 1050 0.2872 1390 0.2905 1730 40 0.0125 380 0.5371 720 0.5046 1060 0.2873 1400 0.2906 1740 50 0.0321 390 0.5439 730 0.5052 1070 0.2874 1410 0.2907 1750 60 0.0509 400 0.5501 740 0.5058 1080 0.2875 1420 0.2908 1760 70 0.0667 410 0.6524 750 0.5064 1090 0.2876 1430 0.2908 1770 80 0.0799 420 0.7726 760 0.5070 1100 0.2877 1440 0.2909 1780 90 0.0909 430 0.8010 770 0.4634 1110 0.2878 1450 0.1697 1790 100 0.1001 440 0.9318 780 0.4125 1120 0.2879 1460 0.0283 1800 110 0.1202 450 1.0817 790 0.4042 1130 0.2880 1470 0.0047 1810 120 0.1425 460 1.5424 800 0.4031 1140 0.2882 1480 0.0008 1820 130 0.1532 470 2.6103 810 0.4032 1150 0.2883 1490 0.0001 1830 140 0.1609 480 2.6346 820 0.4035 1160 0.2884 1500 1840 150 0.1673 490 1.6805 830 0.4038 1170 0.2885 1510 1850 160 0.1727 500 1.1529 840 0.4042 1180 0.2886 1520 1860 170 0.1926 510 0.9411 850 0.4045 1190 0.2887 1530 1870 180 0.2150 520 0.9091 860 0.4048 1200 0.2888 1540 1880 190 0.2229 530 0.7768 870 0.4051 1210 0.2889 1550 1890 200 0.2294 540 0.6269 880 0.4054 1220 0.2890 1560 1900 210 0.2371 550 0.6031 890 0.3849 1230 0.2891 1570 1910 220 0.2451 560 0.6003 900 0.3609 1240 0.2892 1580 1920 230 0.2707 570 0.6011 910 0.3571 1250 0.2893 1590 1930 240 0.2999 580 0.6023 920 0.3567 1260 0.2894 1600 1940 250 0.3120 590 0.6036 930 0.3568 1270 0.2895 1610 1950 260 0.3207 600 0.6049 940 0.3569 1280 0.2895 1620 1960 270 0.3284 610 0.6062 950 0.3571 1290 0.2896 1630 1970 280 0.3355 620 0.6074 960 0.3574 1300 0.2897 1640 1980 290 0.3672 630 0.6086 970 0.3576 1310 0.2898 1650 1990 300 0.4036 640 0.6097 980 0.3578 1320 0.2899 1660 2000 310 0.4163 650 0.5645 990 0.3579 1330 0.2900 1670 2010 320 0.4246 660 0.5113 1000 0.3581 1340 0.2901 1680 2020 330 0.4318 670 0.5031 1010 0.3285 1350 0.2902 1690 2030 340 0.4384 680 0.5022 1020 0.2938 1360 0.2903 1700 2040 4/20/94 DOWL Engineers page 4 CUCINA-CUCINA FINAL BASIN DESIGN LOT 2 & 3 . APRIL 20, 1994 BY DARREN A. SIMPSON DETAIL BASIN SUMMARY BASIN ID: 10d NAME: DEV 10-YR 7-DAY SBUH METHODOLOGY TOTAL AREA • 3 . 07 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE • KC7 PERVIOUS AREA PRECIPITATION 5. 85 inches AREA. . : 1.26 Acres TIME INTERVAL 60 . 00 min CN 85. 00 TIME OF CONC 7 .00 min IMPERVIOUS AREA ABSTRACTION COEFF: 0.20 AREA. . : 1. 81 Acres CN 98. 00 PEAK RATE: 0.65 cfs VOL: 1. 15 Ac-ft TIME: 3300 min TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) f2 222=x 22222222222222222 222Z22222222ZZ 222 222222222IIlf22222222=2 2 60 2100 0.0757 4140 0.1165 6180 0.0753 8220 0.0567 10260 120 2160 0.0752 4200 0.1177 6240 0.0753 8280 0.0568 10320 180 2220 0.0778 4260 0.1174 6300 0.0754 8340 0.0568 10380 240 2280 0.0784 4320 0.1180 6360 0.0754 8400 0.0568 10440 300 0.0020 2340 0.0801 4380 0.1180 6420 0.0755 8460 0.0568 10500 360 0.0053 2400 0.0810 4440 0.1184 6480 0.0756 8520 0.0569 10560 420 0.0080 2460 0.0929 4500 0.1186 6540 0.0756 8580 0.0569 10620 480 0.0105 2520 0.0981 4560 0.1022 6600 0.0757 8640 0.0569 10680 540 0.0126 2580 0.0971 4620 0.0960 6660 0.0757 8700 0.0569 10740 600 0.0145 2640 0.0999 4680 0.1001 6720 0.0758 8760 0.0570 10800 660 0.0162 2700 0.1002 4740 0.0978 6780 0.0758 8820 0.0570 10860 720 0.0177 2760 0.1020 4800 0.0995 6840 0.0759 8880 0.0570 10920 780 0.0233 2820 0.1028 4860 0.0987 6900 0.0759 8940 0.0570 10980 840 0.0266 2880 0.1398 4920 0.0994 6960 0.0760 9000 0.0570 11040 900 0.0273 2940 0.1550 4980 0.0992 7020 0.0761 9060 0.0571 11100 960 0.0293 3000 0.1488 5040 0.0996 7080 0.0600 9120 0.0571 11160 1020 0.0302 3060 0.1985 5100 0.0996 7140 0.0539 9180 0.0571 11220 1080 0.0316 3120 0.2143 5160 0.0998 7200 0.0578 9240 0.0571 11280 1140 0.0324 3180 0.2838 5220 0.0999 7260 0.0554 9300 0.0571 11340 1200 0.0386 3240 0.4489 5280 0.1000 7320 0.0569 9360 0.0572 11400 1260 0.0415 3300 0.6527 5340 0.1002 7380 0.0560 9420 0.0572 11460 1320 0.0414 3360 0.4238 5400 0.0793 7440 0.0566 9480 0.0572 11520 1380 0.0430 3420 0.1995 5460 0.0714 7500 0.0563 9540 0.0572 11580 1440 0.0434 3480 0.2030 5520 0.0764 7560 0.0565 9600 0.0573 11640 1500 0.0444 3540 0.1551 5580 0.0734 7620 0.0564 9660 0.0573 11700 1560 0.0449 3600 0.1863 5640 0.0754 7680 0.0565 9720 0.0573 11760 1620 0.0521 3660 0.1683 5700 0.0743 7740 0.0565 9780 0.0573 11820 1680 0.0554 3720 0.1310 5760 0.0751 7800 0.0566 9840 0.0573 11880 1740 0.0552 3780 0.1053 5820 0.0747 7860 0.0566 9900 0.0574 11940 1800 0.0577 3840 0.1218 5880 0.0751 7920 0.0566 9960 0.0574 12000 1860 0.0585 3900 0.1120 5940 0.0749 7980 0.0566 10020 0.0574 12060 1920 0.0602 3960 0.1186 6000 0.0751 8040 0.0567 10080 0.0574 12120 1980 0.0612 4020 0.1150 6060 0.0751 8100 0.0567 10140 0.0109 12180 2040 0.0711 4080 0.1177 6120 0.0752 8160 0.0567 10200 12240 4/20/94 DOWL Engineers page 5 CUCINA-CUCINA FINAL BASIN DESIGN LOT 2 & 3 . APRIL 20, 1994 BY DARREN A. SIMPSON DETAIL BASIN SUMMARY BASIN ID: 10p NAME: FOREST 10-YR 7-DAY SBUH METHODOLOGY TOTAL AREA • 3 . 07 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE • KC7 PERVIOUS AREA PRECIPITATION 5 . 85 inches AREA. . : 3 .07 Acres TIME INTERVAL 60. 00 min CN 87 . 00 TIME OF CONC • 1140. 00 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 .20 AREA. . : 0.00 Acres CN 98.00 PEAK RATE: 0. 11 cfs VOL: 0. 88 Ac-ft TIME: 3720 min TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) szzzzzzs ssszszzssz zsszzzszzzz=zszz=s:zszszszzzevazzzas sszszzersas szsazzs zszzzs 60 2100 0.0056 4140 0.1085 6180 0.0819 8220 0.0604 10260 0.0481 120 2160 0.0068 4200 0.1081 6240 0.0812 8280 0.0600 10320 0.0456 180 2220 0.0080 4260 0.1077 6300 0.0806 8340 0.0597 10380 0.0433 240 2280 0.0093 4320 0.1074 6360 0.0800 8400 0.0593 10440 0.0410 300 2340 0.0106 4380 0.1071 6420 0.0794 8460 0.0590 10500 0.0389 360 2400 0.0120 4440 0.1069 6480 0.0788 8520 0.0587 10560 0.0369 420 2460 0.0135 4500 0.1067 6540 0.0783 8580 0.0584 10620 0.0350 480 2520 0.0153 4560 0.1061 6600 0.0779 8640 0.0581 10680 0.0332 540 2580 0.0172 4620 0.1050 6660 0.0774 8700 0.0578 10740 0.0315 600 2640 0.0190 4680 0.1041 6720 0.0770 8760 0.0576 10800 0.0299 660 2700 0.0209 4740 0.1032 6780 0.0766 8820 0.0573 10860 0.0284 720 2760 0.0228 4800 0.1023 6840 0.0762 8880 0.0571 10920 0.0269 780 2820 0.0248 4860 0.1015 6900 0.0759 8940 0.0569 10980 0.0256 840 2880 0.0274 4920 0.1008 6960 0.0756 9000 0.0567 11040 0.0242 900 2940 0.0308 4980 0.1002 7020 0.0753 9060 0.0565 11100 0.0230 960 3000 0.0342 5040 0.0995 7080 0.0745 9120 0.0564 11160 0.0218 1020 3060 0.0385 5100 0.0990 7140 0.0734 9180 0.0562 11220 0.0207 1080 3120 0.0438 5160 0.0984 7200 0.0722 9240 0.0561 11280 0.0196 1140 3180 0.0508 5220 0.0979 7260 0.0712 9300 0.0559 11340 0.0186 1200 3240 0.0625 5280 0.0975 7320 0.0702 9360 0.0558 11400 0.0177 1260 3300 0.0816 5340 0.0971 7380 0.0693 9420 0.0557 11460 0.0168 1320 3360 0.0978 5400 0.0961 7440 0.0684 9480 0.0556 11520 0.0159 1380 3420 0.1044 5460 0.0946 7500 0.0675 9540 0.0555 11580 0.0151 1440 3480 0.1074 5520 0.0932 7560 0.0667 9600 0.0554 11640 0.0143 1500 3540 0.1092 5580 0.0918 7620 0.0660 9660 0.0553 11700 0.0136 1560 3600 0.1109 5640 0.0905 7680 0.0653 9720 0.0552 11760 0.0129 1620 0.0003 3660 0.1127 5700 0.0893 7740 0.0646 9780 0.0551 11820 0.0122 1680 0.0006 3720 0.1131 5760 0.0882 7800 0.0640 9840 0.0551 11880 0.0116 1740 0.0010 3780 0.1122 5820 0.0872 7860 0.0634 9900 0.0550 11940 0.0110 1800 0.0015 3840 0.1114 5880 0.0861 7920 0.0628 9960 0.0549 12000 0.0104 1860 0.0022 3900 0.1107 5940 0.0852 7980 0.0623 10020 0.0549 12060 0.0099 1920 0.0028 3960 0.1101 6000 0.0843 8040 0.0618 10080 0.0548 12120 0.0094 1980 0.0036 4020 0.1095 6060 0.0835 8100 0.0613 10140 0.0534 12180 0.0089 2040 0.0045 4080 0.1090 6120 0.0827 8160 0.0609 10200 0.0507 12240 0.0085 4/20/94 DOWL Engineers page 6 CUCINA-CUCINA FINAL BASIN DESIGN LOT 2 & 3 . APRIL 20, 1994 BY DARREN A. SIMPSON DETAIL BASIN SUMMARY TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 22=2 222222222222=2=22 2=22222 2222222=222 12300 0.0080 13320 0.0033 14220 0.0015 15240 0.0006 16260 0.0002 17280 0.0001 12360 0.0076 13380 0.0031 14280 0.0014 15300 0.0006 16320 0.0002 17340 12420 0.0072 13440 0.0030 14340 0.0013 15360 0.0005 16380 0.0002 17400 12480 0.0069 13500 0.0028 14400 0.0013 15420 0.0005 16440 0.0002 17460 12540 0.0065 13560 0.0027 14460 0.0012 15480 0.0005 16500 0.0002 17520 12600 0.0062 13620 0.0025 14520 0.0011 15540 0.0005 16560 0.0002 17580 12660 0.0059 13680 0.0024 14580 0.0011 15600 0.0004 16620 0.0002 17640 12720 0.0056 13740 0.0023 14640 0.0010 15660 0.0004 16680 0.0002 17700 12780 0.0053 13800 0.0022 14700 0.0010 15720 0.0004 16740 0.0002 17760 12840 0.0050 13860 0.0020 14760 0.0009 15780 0.0004 16800 0.0002 17820 12900 0.0047 13920 0.0019 14820 0.0009 15840 0.0004 16860 0.0001 17880 12960 0.0045 13980 0.0018 14880 0.0008 15900 0.0003 16920 0.0001 17940 13020 0.0043 14040 0.0017 14940 0.0008 15960 0.0003 16980 0.0001 18000 13080 0.0040 14100 0.0017 15000 0.0008 16020 0.0003 17040 0.0001 13140 0.0038 14160 0.0016 15060 0.0007 16080 0.0003 17100 0.0001 13200 0.0036 14220 0.0015 15120 0.0007 16140 0.0003 17160 0.0001 13260 0.0035 14280 0.0014 15180 0.0006 16200 0.0003 17220 0.0001 4/20/94 DOWL Engineers page 7 CUCINA-CUCINA FINAL BASIN DESIGN LOT 2 & 3 . APRIL 20, 1994 BY DARREN A. SIMPSON DETAIL BASIN SUMMARY BASIN ID: 2d NAME: DEV. 2-YR 7-DAY SBUH METHODOLOGY TOTAL AREA • 3 . 07 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE KC7 PERVIOUS AREA PRECIPITATION • 4. 40 inches AREA. . : 1.26 Acres TIME INTERVAL 60. 00 min CN • 85. 00 TIME OF CONC • 7 .00 min IMPERVIOUS AREA ABSTRACTION COEFF: 0.20 AREA. . : 1. 81 Acres CN • 98.00 PEAK RATE: 0.45 cfs VOL: 0. 80 Ac-ft TIME: 3300 min TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) ====242 == ass=ssass'isstssistsissssssssssssssssssssss SE22M= S 60 2100 0.0493 4140 0.0827 6180 0.0542 8220 0.0411 10260 120 2160 0.0493 4200 0.0836 6240 0.0542 8280 0.0411 10320 180 2220 0.0511 4260 0.0834 6300 0.0543 8340 0.0412 10380 240 2280 0.0517 4320 0.0839 6360 0.0543 8400 0.0412 10440 300 2340 0.0530 4380 0.0840 6420 0.0544 8460 0.0412 10500 360 0.0007 2400 0.0538 4440 0.0843 6480 0.0544 8520 0.0412 10560 420 0.0025 2460 0.0619 4500 0.0845 6540 0.0545 8580 0.0413 10620 480 0.0044 2520 0.0656 4560 0.0728 6600 0.0546 8640 0.0413 10680 540 0.0059 2580 0.0651 4620 0.0684 6660 0.0546 8700 0.0413 10740 600 0.0073 2640 0.0672 4680 0.0714 6720 0.0547 8760 0.0413 10800 660 0.0086 2700 0.0676 4740 0.0698 6780 0.0547 8820 0.0413 10860 720 0.0098 2760 0.0689 4800 0.0710 6840 0.0548 8880 0.0414 10920 780 0.0133 2820 0.0696 4860 0.0705 6900 0.0548 8940 0.0414 10980 840 0.0156 2880 0.0949 4920 0.0711 6960 0.0549 9000 0.0414 11040 900 0.0165 2940 0.1056 4980 0.0709 7020 0.0549 9060 0.0414 11100 960 0.0180 3000 0.1017 5040 0.0712 7080 0.0433 9120 0.0414 11160 1020 0.0189 3060 0.1359 5100 0.0713 7140 0.0390 9180 0.0415 11220 1080 0.0200 3120 0.1472 5160 0.0714 7200 0.0417 9240 0.0415 11280 1140 0.0208 3180 0.1957 5220 0.0715 7260 0.0401 9300 0.0415 11340 1200 0.0251 3240 0.3109 5280 0.0717 7320 0.0411 9360 0.0415 11400 1260 0.0273 3300 0.4547 5340 0.0718 7380 0.0405 9420 0.0416 11460 1320 0.0275 3360 0.2965 5400 0.0569 7440 0.0409 9480 0.0416 11520 1380 0.0288 3420 0.1402 5460 0.0512 7500 0.0407 9540 0.0416 11580 1440 0.0293 3480 0.1426 5520 0.0548 7560 0.0409 9600 0.0416 11640 1500 0.0301 3540 0.1093 5580 0.0527 7620 0.0408 9660 0.0416 11700 1560 0.0306 3600 0.1312 5640 0.0541 7680 0.0409 9720 0.0417 11760 1620 0.0358 3660 0.1188 5700 0.0534 7740 0.0409 9780 0.0417 11820 1680 0.0382 3720 0.0925 5760 0.0539 7800 0.0409 9840 0.0417 11880 1740 0.0378 3780 0.0744 5820 0.0537 7860 0.0410 9900 0.0417 11940 1800 0.0391 3840 0.0861 5880 0.0539 7920 0.0410 9960 0.0417 12000 1860 0.0392 3900 0.0793 5940 0.0539 7980 0.0410 10020 0.0418 12060 1920 0.0400 3960 0.0840 6000 0.0540 8040 0.0410 10080 0.0418 12120 1980 0.0403 4020 0.0815 6060 0.0540 8100 0.0411 10140 0.0079 12180 2040 0.0464 4080 0.0835 6120 0.0541 8160 0.0411 10200 12240 4/20/94 DOWL Engineers page 8 CUCINA-CUCINA FINAL BASIN DESIGN LOT 2 & 3 . APRIL 20, 1994 BY DARREN A. SIMPSON DETAIL BASIN SUMMARY BASIN ID: 2p NAME: FOREST 2-YR 7DAY SBUH METHODOLOGY TOTAL AREA • 3 . 07 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE KC7 PERVIOUS AREA PRECIPITATION 4. 40 inches AREA. . : 3 . 07 Acres TIME INTERVAL 60. 00 min CN • 87. 00 TIME OF CONC • 1140. 00 min IMPERVIOUS AREA ABSTRACTION COEFF: 0.20 AREA. . : 0. 00 Acres CN • 98. 00 PEAK RATE: 0. 07 cfs VOL: 0. 56 Ac-ft TIME: 3720 min TIME DESIGN TIME DESIGN TIME DESIGN TIM DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) ()sin) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) ___== ==__==== ____ 60 2100 0.0009 4140 0.0656 6180 0.0539 8220 0.0412 10260 0.0334 120 2160 0.0013 4200 0.0656 6240 0.0535 8280 0.0410 10320 0.0317 180 2220 0.0018 4260 0.0656 6300 0.0532 8340 0.0408 10380 0.0301 240 2280 0.0023 4320 0.0656 6360 0.0528 8400 0.0406 10440 0.0285 300 2340 0.0029 4380 0.0657 6420 0.0525 8460 0.0404 10500 0.0271 360 2400 0.0036 4440 0.0658 6480 0.0522 8520 0.0402 10560 0.0257 420 2460 0.0044 4500 0.0659 6540 0.0520 8580 0.0400 10620 0.0244 480 2520 0.0053 4560 0.0657 6600 0.0517 8640 0.0398 10680 0.0231 540 2580 0.0062 4620 0.0653 6660 0.0515 8700 0.0397 10740 0.0219 600 2640 0.0072 4680 0.0649 6720 0.0513 8760 0.0395 10800 0.0208 660 2700 0.0083 4740 0.0645 6780 0.0511 8820 0.0394 10860 0.0197 720 2760 0.0094 4800 0.0642 6840 0.0509 8880 0.0393 10920 0.0187 780 2820 0.0105 4860 0.0638 6900 0.0508 8940 0.0392 10980 0.0178 840 2880 0.0120 4920 0.0636 6960 0.0506 9000 0.0391 11040 0.0169 900 2940 0.0139 4980 0.0633 7020 0.0505 9060 0.0390 11100 0.0160 960 3000 0.0159 5040 0.0631 7080 0.0500 9120 0.0389 11160 0.0152 1020 3060 0.0185 5100 0.0629 7140 0.0493 9180 0.0388 11220 0.0144 1080 3120 0.0216 5160 0.0627 7200 0.0486 9240 0.0387 11280 0.0137 1140 3180 0.0258 5220 0.0625 7260 0.0479 9300 0.0386 11340 0.0130 1200 3240 0.0329 5280 0.0624 7320 0.0473 9360 0.0386 11400 0.0123 1260 3300 0.0446 5340 0.0623 7380 0.0467 9420 0.0385 11460 0.0117 1320 3360 0.0548 5400 0.0618 7440 0.0462 9480 0.0384 11520 0.0111 1380 3420 0.0593 5460 0.0609 7500 0.0456 9540 0.0384 11580 0.0105 1440 3480 0.0615 5520 0.0601 7560 0.0451 9600 0.0383 11640 0.0100 1500 3540 0.0630 5580 0.0594 7620 0.0447 9660 0.0383 11700 0.0094 1560 3600 0.0644 5640 0.0586 7680 0.0442 9720 0.0383 11760 0.0090 1620 3660 0.0658 5700 0.0580 7740 0.0438 9780 0.0382 11820 0.0085 1680 3720 0.0664 5760 0.0573 7800 0.0434 9840 0.0382 11880 0.0081 1740 3780 0.0662 5820 0.0567 7860 0.0430 9900 0.0382 11940 0.0077 1800 3840 0.0660 5880 0.0562 7920 0.0427 9960 0.0382 12000 0.0073 1860 3900 0.0658 5940 0.0557 7980 0.0424 10020 0.0381 12060 0.0069 1920 0.0001 3960 0.0657 6000 0.0552 8040 0.0421 10080 0.0381 12120 0.0065 1980 0.0003 4020 0.0656 6060 0.0547 8100 0.0418 10140 0.0371 12180 0.0062 2040 0.0005 4080 0.0656 6120 0.0543 8160 0.0415 10200 0.0352 12240 0.0059 4/20/94 DOWL Engineers page 9 CUCINA-CUCINA FINAL BASIN DESIGN LOT 2 & 3 . APRIL 20, 1994 BY DARREN A. SIMPSON DETAIL BASIN SUMMARY TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) xxxxxxx ts===sxm x xxxxxx xxxxxxxxxxxrx s=x 12300 0.0056 13320 0.0023 14220 0.0010 15240 0.0004 16260 0.0002 17280 12360 0.0053 13380 0.0022 14280 0.0010 15300 0.0004 16320 0.0002 17340 12420 0.0050 13440 0.0021 14340 0.0009 15360 0.0004 16380 0.0002 17400 12480 0.0048 13500 0.0019 14400 0.0009 15420 0.0004 16440 0.0001 17460 12540 0.0045 13560 0.0018 14460 0.0008 15480 0.0003 16500 0.0001 17520 12600 0.0043 13620 0.0018 14520 0.0008 15540 0.0003 16560 0.0001 17580 12660 0.0041 13680 0.0017 14580 0.0008 15600 0.0003 16620 0.0001 17640 12720 0.0039 13740 0.0016 14640 0.0007 15660 0.0003 16680 0.0001 17700 12780 0.0037 13800 0.0015 14700 0.0007 15720 0.0003 16740 0.0001 17760 12840 0.0035 13860 0.0014 14760 0.0006 15780 0.0003 16800 0.0001 17820 12900 0.0033 13920 0.0013 14820 0.0006 15840 0.0002 16860 0.0001 17880 12960 0.0031 13980 0.0013 14880 0.0006 15900 0.0002 16920 17940 13020 0.0030 14040 0.0012 14940 0.0006 15960 0.0002 16980 18000 13080 0.0028 14100 0.0012 15000 0.0005 16020 0.0002 17040 13140 0.0027 14160 0.0011 15060 0.0005 16080 0.0002 17100 13200 0.0025 14220 0.0010 15120 0.0005 16140 0.0002 17160 13260 0.0024 14280 0.0010 15180 0.0004 16200 0.0002 17220 4/20/94 DOWL Engineers page 10 CUCINA-CUCINA FINAL BASIN DESIGN LOT 2 & 3 . APRIL 20, 1994 BY DARREN A. SIMPSON HYDROGRAPH SUMMARY PEAK TIME VOLUME HYD RUNOFF OF OF Contrib NUM RATE PEAK HYDRO Area cfs min. cf\AcFt Acres 1 0. 066 3720 24445 cf 3 .07 (Z-Yvt 7 DA`/ Fo✓ '5T ) 2 0.455 3300 35032 cf 3 . 07 CZ-Y 2 1 VAY vev. ) 3 0. 113 3720 38169 cf 3 . 07 c c -Y,t. 7tR`( f-d zcsT) 4 0. 653 3300 49884 cf 3 .07 ( Io-Y 12. 717 V i).) 5 2 . 635 480 37007 cf 3 . 07 (ioo-Yv 2At ffrt. vcTAt) 6 0. 066 5400 35032 cf 3 .07 (2-%ea 7 IMNI otD) 7 0. 113 4560 49884 cf 3 . 07 (!O - Y 7 D, f PoNP) 8 0.743 540 29896 cf 3 . 07 ( 160-Y.2 Z'.{(tr2., pro0) tf Y D r nr ac.r ttkiCH • 7—PA Y ©--mil CDZ_Y ` /--- 6,4566Cr3 0,866er5 d Y tz- 0 \ /== —' 2 ./ D, 113 6,fl3erS v,_ C_D4.\ l oo-y r 5 ...- /--- ---› ("€. - 2.‘36cr=5 0.773 Cr5 < I •7 d.=5 0 11�'c:: .-�F0 i2..1 c-. to,v,4-c. 146.t_o c,J 444.)e /0 -y,z prLe--2ve"c-cFep Fe. 13A5114 A Z. (i-rmc, A- ,h i0. ' * ia-15) Gd7tS I.-7 CFS 4/20/94 DOWL Engineers page 11 CUCINA-CUCINA FINAL BASIN DESIGN LOT 2 & 3 . APRIL 20, 1994 BY DARREN A. SIMPSON DETAIL HYDROGRAPH SUMMARY HYDROGRAPH No. 1 Peak runoff: 0. 0664 cfs Total Vol: 0. 56 ac-ft TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) ==================Silt __ _ =====___= 60 2460 0.0044 4860 0.0638 7260 0.0479 9660 0.0383 120 2520 0.0053 4920 0.0636 7320 0.0473 9720 0.0383 180 2580 0.0062 4980 0.0633 7380 0.0467 9780 0.0382 240 2640 0.0072 5040 0.0631 7440 0.0462 9840 0.0382 300 2700 0.0083 5100 0.0629 7500 0.0456 9900 0.0382 360 2760 0.0094 5160 0.0627 7560 0.0451 9960 0.0382 420 2820 0.0105 5220 0.0625 7620 0.0447 10020 0.0381 480 2880 0.0120 5280 0.0624 7680 0.0442 10080 0.0381 540 2940 0.0139 5340 0.0623 7740 0.0438 10140 0.0371 600 3000 0.0159 5400 0.0618 7800 0.0434 10200 0.0352 660 3060 0.0185 5460 0.0609 7860 0.0430 10260 0.0334 720 3120 0.0216 5520 0.0601 7920 0.0427 10320 0.0317 780 3180 0.0258 5580 0.0594 7980 0.0424 10380 0.0301 840 3240 0.0329 5640 0.0586 8040 0.0421 10440 0.0285 900 3300 0.0446 5700 0.0580 8100 0.0418 10500 0.0271 960 3360 0.0548 5760 0.0573 8160 0.0415 10560 0.0257 1020 3420 0.0593 5820 0.0567 8220 0.0412 10620 0.0244 1080 3480 0.0615 5880 0.0562 8280 0.0410 10680 0.0231 1140 3540 0.0630 5940 0.0557 8340 0.0408 10740 0.0219 1200 3600 0.0644 6000 0.0552 8400 0.0406 10800 0.0208 1260 3660 0.0658 6060 0.0547 8460 0.0404 10860 0.0197 1320 3720 0.0664 6120 0.0543 8520 0.0402 10920 0.0187 1380 3780 0.0662 6180 0.0539 8580 0.0400 10980 0.0178 1440 3840 0.0660 6240 0.0535 8640 0.0398 11040 0.0169 1500 3900 0.0658 6300 0.0532 8700 0.0397 11100 0.0160 1560 3960 0.0657 6360 0.0528 8760 0.0395 11160 0.0152 1620 4020 0.0656 6420 0.0525 8820 0.0394 11220 0.0144 1680 4080 0.0656 6480 0.0522 8880 0.0393 11280 0.0137 1740 4140 0.0656 6540 0.0520 8940 0.0392 11340 0.0130 1800 4200 0.0656 6600 0.0517 9000 0.0391 11400 0.0123 1860 4260 0.0656 6660 0.0515 9060 0.0390 11460 0.0117 1920 0.0001 4320 0.0656 6720 0.0513 9120 0.0389 11520 0.0111 1980 0.0003 4380 0.0657 6780 0.0511 9180 0.0388 11580 0.0105 2040 0.0005 4440 0.0658 6840 0.0509 9240 0.0367 11640 0.0100 2100 0.0009 4500 0.0659 6900 0.0508 9300 0.0386 11700 0.0094 2160 0.0013 4560 0.0657 6960 0.0506 9360 0.0386 11760 0.0090 2220 0.0018 4620 0.0653 7020 0.0505 9420 0.0385 11820 0.0085 2280 0.0023 4680 0.0649 7080 0.0500 9480 0.0384 11880 0.0081 2340 0.0029 4740 0.0645 7140 0.0493 9540 0.0384 11940 0.0077 2400 0.0036 4800 0.0642 7200 0.0486 9600 0.0383 12000 0.0073 4/20/94 DOWL Engineers page 12 CUCINA-CUCINA FINAL BASIN DESIGN LOT 2 & 3 . APRIL 20, 1994 BY DARREN A. SIMPSON DETAIL HYDROGRAPH SUMMARY HYDROGRAPH No. 2 Peak runoff: 0.4547 cfs Total Vol: 0.80 ac-ft TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) a ssaez =2=2= =2= 60 2460 0.0619 4860 0.0705 7260 0.0401 9660 0.0416 120 2520 0.0656 4920 0.0711 7320 0.0411 9720 0.0417 180 2580 0.0651 4980 0.0709 7380 0.0405 9780 0.0417 240 2640 0.0672 5040 0.0712 7440 0.0409 9840 0.0417 300 2700 0.0676 5100 0.0713 7500 0.0407 9900 0.0417 360 0.0007 2760 0.0689 5160 0.0714 7560 0.0409 9960 0.0417 420 0.0025 2820 0.0696 5220 0.0715 7620 0.0408 10020 0.0418 480 0.0044 2880 0.0949 5280 0.0717 7680 0.0409 10080 0.0418 540 0.0059 2940 0.1056 5340 0.0718 7740 0.0409 10140 0.0079 600 0.0073 3000 0.1017 5400 0.0569 7800 0.0409 10200 660 0.0086 3060 0.1359 5460 0.0512 7860 0.0410 10260 720 0.0098 3120 0.1472 5520 0.0548 7920 0.0410 10320 780 0.0133 3180 0.1957 5580 0.0527 7980 0.0410 10380 840 0.0156 3240 0.3109 5640 0.0541 8040 0.0410 10440 900 0.0165 3300 0.4547 5700 0.0534 8100 0.0411 10500 960 0.0180 3360 0.2965 5760 0.0539 8160 0.0411 10560 1020 0.0189 3420 0.1402 5820 0.0537 8220 0.0411 10620 1080 0.0200 3480 0.1426 5880 0.0539 8280 0.0411 10680 1140 0.0208 3540 0.1093 5940 0.0539 8340 0.0412 10740 1200 0.0251 3600 0.1312 6000 0.0540 8400 0.0412 10800 1260 0.0273 3660 0.1188 6060 0.0540 8460 0.0412 10860 1320 0.0275 3720 0.0925 6120 0.0541 8520 0.0412 10920 1380 0.0288 3780 0.0744 6180 0.0542 8580 0.0413 10980 1440 0.0293 3840 0.0861 6240 0.0542 8640 0.0413 11040 1500 0.0301 3900 0.0793 6300 0.0543 8700 0.0413 11100 1560 0.0306 3960 0.0840 6360 0.0543 8760 0.0413 11160 1620 0.0358 4020 0.0815 6420 0.0544 8820 0.0413 11220 1680 0.0382 4080 0.0835 6480 0.0544 8880 0.0414 11280 1740 0.0378 4140 0.0827 6540 0.0545 8940 0.0414 11340 1800 0.0391 4200 0.0836 6600 0.0546 9000 0.0414 11400 1860 0.0392 4260 0.0834 6660 0.0546 9060 0.0414 11460 1920 0.0400 4320 0.0839 6720 0.0547 9120 0.0414 11520 1980 0.0403 4380 0.0840 6780 0.0547 9180 0.0415 11580 2040 0.0464 4440 0.0843 6840 0.0548 9240 0.0415 11640 2100 0.0493 4500 0.0845 6900 0.0548 9300 0.0415 11700 2160 0.0493 4560 0.0728 6960 0.0549 9360 0.0415 11760 2220 0.0511 4620 0.0684 7020 0.0549 9420 0.0416 11820 2280 0.0517 4680 0.0714 7080 0.0433 9480 0.0416 11880 2340 0.0530 4740 0.0698 7140 0.0390 9540 0.0416 11940 2400 0.0538 4800 0.0710 7200 0.0417 9600 0.0416 12000 • 4/20/94 DOWL Engineers page 13 CUCINA-CUCINA FINAL BASIN DESIGN LOT 2 & 3 . APRIL 20, 1994 BY DARREN A. SIMPSON DETAIL HYDROGRAPH SUMMARY HYDROGRAPH No. 3 Peak runoff: 0. 1131 cfs Total Vol: 0. 88 ac-ft TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) ==== == ==== _ 60 2460 0.0135 4860 0.1015 7260 0.0712 9660 0.0553 120 2520 0.0153 4920 0.1008 7320 0.0702 9720 0.0552 180 2580 0.0172 4980 0.1002 7380 0.0693 9780 0.0551 240 2640 0.0190 5040 0.0995 7440 0.0684 9840 0.0551 300 2700 0.0209 5100 0.0990 7500 0.0675 9900 0.0550 360 2760 0.0228 5160 0.0984 7560 0.0667 9960 0.0549 420 2820 0.0248 5220 0.0979 7620 0.0660 10020 0.0549 480 2880 0.0274 5280 0.0975 7680 0.0653 10080 0.0548 540 2940 0.0308 5340 0.0971 7740 0.0646 10140 0.0534 600 3000 0.0342 5400 0.0961 7800 0.0640 10200 0.0507 660 3060 0.0385 5460 0.0946 7860 0.0634 10260 0.0481 720 3120 0.0438 5520 0.0932 7920 0.0628 10320 0.0456 760 3180 0.0508 5580 0.0918 7980 0.0623 10380 0.0433 840 3240 0.0625 5640 0.0905 8040 0.0618 10440 0.0410 900 3300 0.0816 5700 0.0893 8100 0.0613 10500 0.0389 960 3360 0.0978 5760 0.0882 8160 0.0609 10560 0.0369 1020 3420 0.1044 5820 0.0872 8220 0.0604 10620 0.0350 1080 3480 0.1074 5880 0.0861 8280 0.0600 10680 0.0332 1140 3540 0.1092 5940 0.0852 8340 0.0597 10740 0.0315 1200 3600 0.1109 6000 0.0843 8400 0.0593 10800 0.0299 1260 3660 0.1127 6060 0.0835 8460 0.0590 10860 0.0284 1320 3720 0.1131 6120 0.0827 8520 0.0587 10920 0.0269 1380 3780 0.1122 6180 0.0819 8580 0.0584 10980 0.0256 1440 3840 0.1114 6240 0.0812 8640 0.0581 11040 0.0242 1500 3900 0.1107 6300 0.0806 8700 0.0578 11100 0.0230 1560 3960 0.1101 6360 0.0800 8760 0.0576 11160 0.0218 1620 0.0003 4020 0.1095 6420 0.0794 8820 0.0573 11220 0.0207 1680 0.0006 4080 0.1090 6480 0.0788 8880 0.0571 11280 0.0196 1740 0.0010 4140 0.1085 6540 0.0783 8940 0.0569 11340 0.0186 1800 0.0015 4200 0.1081 6600 0.0779 9000 0.0567 11400 0.0177 1860 0.0022 4260 0.1077 6660 0.0774 9060 0.0565 11460 0.0168 1920 0.0028 4320 0.1074 6720 0.0770 9120 0.0564 11520 0.0159 1980 0.0036 4380 0.1071 6780 0.0766 9180 0.0562 11580 0.0151 2040 0.0045 4440 0.1069 6840 0.0762 9240 0.0561 11640 0.0143 2100 0.0056 4500 0.1067 6900 0.0759 9300 0.0559 11700 0.0136 2160 0.0068 4560 0.1061 6960 0.0756 9360 0.0558 11760 0.0129 2220 0.0080 4620 0.1050 7020 0.0753 9420 0.0557 11820 0.0122 2280 0.0093 4680 0.1041 7080 0.0745 9480 0.0556 11880 0.0116 2340 0.0106 4740 0.1032 7140 0.0734 9540 0.0555 11940 0.0110 2400 0.0120 4800 0.1023 7200 0.0722 9600 0.0554 12000 0.0104 4/20/94 DOWL Engineers page 14 CUCINA-CUCINA FINAL BASIN DESIGN LOT 2 & 3 . APRIL 20, 1994 BY DARREN A. SIMPSON DETAIL HYDROGRAPH SUMMARY HYDROGRAPH No. 4 Peak runoff: 0. 6527 cfs Total Vol: 1.15 ac-ft TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) _ =___ =s= = _ 60 2460 0.0929 4860 0.0987 7260 0.0554 9660 0.0573 120 2520 0.0981 4920 0.0994 7320 0.0569 9720 0.0573 180 2580 0.0971 4980 0.0992 7380 0.0560 9780 0.0573 240 2640 0.0999 5040 0.0996 7440 0.0566 9840 0.0573 300 0.0020 2700 0.1002 5100 0.0996 7500 0.0563 9900 0.0574 360 0.0053 2760 0.1020 5160 0.0998 7560 0.0565 9960 0.0574 420 0.0080 2820 0.1028 5220 0.0999 7620 0.0564 10020 0.0574 480 0.0105 2880 0.1398 5280 0.1000 7680 0.0565 10080 0.0574 540 0.0126 2940 0.1550 5340 0.1002 7740 0.0565 10140 0.0109 600 0.0145 3000 0.1488 5400 0.0793 7800 0.0566 10200 660 0.0162 3060 0.1985 5460 0.0714 7860 0.0566 10260 720 0.0177 3120 0.2143 5520 0.0764 7920 0.0566 10320 780 0.0233 3180 0.2838 5580 0.0734 7980 0.0566 10380 840 0.0266 3240 0.4489 5640 0.0754 8040 0.0567 10440 900 0.0273 3300 0.6527 5700 0.0743 8100 0.0567 10500 960 0.0293 3360 0.4238 5760 0.0751 8160 0.0567 10560 1020 0.0302 3420 0.1995 5820 0.0747 8220 0.0567 10620 1080 0.0316 3480 0.2030 5880 0.0751 8280 0.0568 10680 1140 0.0324 3540 0.1551 5940 0.0749 8340 0.0568 10740 1200 0.0386 3600 0.1863 6000 0.0751 8400 0.0568 10800 1260 0.0415 3660 0.1683 6060 0.0751 8460 0.0568 10860 1320 0.0414 3720 0.1310 6120 0.0752 8520 0.0569 10920 1380 0.0430 3780 0.1053 6180 0.0753 8580 0.0569 10980 1440 0.0434 3840 0.1218 6240 0.0753 8640 0.0569 11040 1500 0.0444 3900 0.1120 6300 0.0754 8700 0.0569 11100 1560 0.0449 3960 0.1186 6360 0.0754 8760 0.0570 11160 1620 0.0521 4020 0.1150 6420 0.0755 8820 0.0570 11220 1680 0.0554 4080 0.1177 6480 0.0756 8880 0.0570 11280 1740 0.0552 4140 0.1165 6540 0.0756 8940 0.0570 11340 1800 0.0577 4200 0.1177 6600 0.0757 9000 0.0570 11400 1860 0.0585 4260 0.1174 6660 0.0757 9060 0.0571 11460 1920 0.0602 4320 0.1180 6720 0.0758 9120 0.0571 11520 1980 0.0612 4380 0.1180 6780 0.0758 9180 0.0571 11580 2040 0.0711 4440 0.1184 6840 0.0759 9240 0.0571 11640 2100 0.0757 4500 0.1186 6900 0.0759 9300 0.0571 11700 2160 0.0752 4560 0.1022 6960 0.0760 9360 0.0572 11760 2220 0.0778 4620 0.0960 7020 0.0761 9420 0.0572 11820 2280 0.0784 4680 0.1001 7080 0.0600 9480 0.0572 11880 2340 0.0801 4740 0.0978 7140 0.0539 9540 0.0572 11940 2400 0.0810 4800 0.0995 7200 0.0578 9600 0.0573 12000 4/20/94 DOWL Engineers page 15 CUCINA-CUCINA FINAL BASIN DESIGN LOT 2 & 3 . APRIL 20, 1994 BY DARREN A. SIMPSON DETAIL HYDROGRAPH SUMMARY HYDROGRAPH No. 5 Peak runoff: 2 . 6346 cfs Total Vol: 0. 85 ac-ft TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN Tin DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) :=ss=ssas=sss== =s=sass s==s = _ 10 410 0.6524 810 0.4032 1210 0.2889 1610 20 420 0.7726 820 0.4035 1220 0.2890 1620 30 0.0015 430 0.8010 830 0.4038 1230 0.2891 1630 40 0.0125 440 0.9318 840 0.4042 1240 0.2892 1640 50 0.0321 450 1.0817 850 0.4045 1250 0.2893 1650 60 0.0509 460 1.5424 860 0.4048 1260 0.2894 1660 70 0.0667 470 2.6103 870 0.4051 1270 0.2895 1670 80 0.0799 480 2.6346 880 0.4054 1280 0.2895 1680 90 0.0909 490 1.6805 890 0.3849 1290 0.2896 1690 100 0.1001 500 1.1529 900 0.3609 1300 0.2897 1700 110 0.1202 510 0.9411 910 0.3571 1310 0.2898 1710 120 0.1425 520 0.9091 920 0.3567 1320 0.2899 1720 130 0.1532 530 0.7768 930 0.3568 1330 0.2900 1730 140 0.1609 540 0.6269 940 0.3569 1340 0.2901 1740 150 0.1673 550 0.6031 950 0.3571 1350 0.2902 1750 160 0.1727 560 0.6003 960 0.3574 1360 0.2903 1760 170 0.1926 570 0.6011 970 0.3576 1370 0.2903 1770 180 0.2150 580 0.6023 980 0.3578 1380 0.2904 1780 190 0.2229 590 0.6036 990 0.3579 1390 0.2905 1790 200 0.2294 600 0.6049 1000 0.3581 1400 0.2906 1800 210 0.2371 610 0.6062 1010 0.3285 1410 0.2907 1810 220 0.2451 620 0.6074 1020 0.2938 1420 0.2908 1820 230 0.2707 630 0.6086 1030 0.2881 1430 0.2908 1830 240 0.2999 640 0.6097 1040 0.2872 1440 0.2909 1840 250 0.3120 650 0.5645 1050 0.2872 1450 0.1697 1850 260 0.3207 660 0.5113 1060 0.2873 1460 0.0283 1860 270 0.3284 670 0.5031 1070 0.2874 1470 0.0047 1870 260 0.3355 680 0.5022 1080 0.2875 1480 0.0008 1880 290 0.3672 690 0.5027 1090 0.2876 1490 0.0001 1890 300 0.4036 700 0.5033 1100 0.2877 1500 1900 310 0.4163 710 0.5039 1110 0.2878 1510 1910 320 0.4246 720 0.5046 1120 0.2879 1520 1920 330 0.4318 730 0.5052 1130 0.2880 1530 1930 340 0.4384 740 0.5058 1140 0.2882 1540 1940 350 0.4746 750 0.5064 1150 0.2883 1550 1950 360 0.5161 760 0.5070 1160 0.2884 1560 1960 370 0.5292 770 0.4634 1170 0.2885 1570 1970 380 0.5371 780 0.4125 1180 0.2886 1580 1980 390 0.5439 790 0.4042 1190 0.2887 1590 1990 400 0.5501 800 0.4031 1200 0.2888 1600 2000 4/20/94 DOWL Engineers page 16 CUCINA-CUCINA FINAL BASIN DESIGN LOT 2 & 3 . APRIL 20, 1994 BY DARREN A. SIMPSON DETAIL HYDROGRAPH SUMMARY HYDROGRAPH No. 6 Peak runoff: 0. 0665 cfs Total Vol: 0. 80 ac-ft TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) =SS= tsssssttsssss sss sat SS ss 60 2460 0.0293 4860 0.0660 7260 0.0629 9660 0.0548 120 2520 0.0301 4920 0.0661 7320 0.0627 9720 0.0546 180 2580 0.0312 4980 0.0661 7380 0.0624 9780 0.0544 240 2640 0.0322 5040 0.0662 7440 0.0622 9840 0.0543 300 2700 0.0331 5100 0.0662 7500 0.0620 9900 0.0541 360 2760 0.0341 5160 0.0663 7560 0.0618 9960 0.0539 420 2820 0.0350 5220 0.0663 7620 0.0615 10020 0.0537 480 0.0003 2880 0.0359 5280 0.0664 7680 0.0613 10080 0.0536 540 0.0007 2940 0.0371 5340 0.0664 7740 0.0611 10140 0.0534 600 0.0013 3000 0.0386 5400 0.0665 7800 0.0609 10200 0.0530 660 0.0021 3060 0.0401 5460 0.0664 7860 0.0607 10260 0.0522 720 0.0029 3120 0.0416 5520 0.0663 7920 0.0605 10320 0.0515 780 0.0038 3180 0.0434 5580 0.0662 7980 0.0602 10380 0.0507 840 0.0048 3240 0.0456 5640 0.0661 8040 0.0600 10440 0.0499 900 0.0062 3300 0.0490 5700 0.0659 8100 0.0598 10500 0.0491 960 0.0075 3360 0.0540 5760 0.0658 8160 0.0596 10560 0.0483 1020 0.0089 3420 0.0582 5820 0.0657 8220 0.0594 10620 0.0476 1080 0.0102 3480 0.0599 5880 0.0656 8280 0.0592 10680 0.0468 1140 0.0115 3540 0.0608 5940 0.0655 8340 0.0590 10740 0.0460 1200 0.0127 3600 0.0615 6000 0.0653 8400 0.0588 10800 0.0452 1260 0.0133 3660 0.0621 6060 0.0652 8460 0.0586 10860 0.0444 1320 0.0141 3720 0.0628 6120 0.0651 8520 0.0584 10920 0.0437 1380 0.0149 3780 0.0632 6180 0.0650 8580 0.0582 10980 0.0429 1440 0.0156 3840 0.0635 6240 0.0649 8640 0.0580 11040 0.0421 1500 0.0164 3900 0.0636 6300 0.0648 8700 0.0578 11100 0.0413 1560 0.0172 3960 0.0638 6360 0.0647 8760 0.0577 11160 0.0405 1620 0.0180 4020 0.0640 6420 0.0646 8820 0.0575 11220 0.0397 1680 0.0187 4080 0.0642 6480 0.0645 8880 0.0573 11280 0.0388 1740 0.0195 4140 0.0644 6540 0.0644 8940 0.0571 11340 0.0379 1800 0.0204 4200 0.0646 6600 0.0643 9000 0.0569 11400 0.0369 1860 0.0212 4260 0.0648 6660 0.0642 9060 0.0567 11460 0.0360 1920 0.0220 4320 0.0650 6720 0.0641 9120 0.0566 11520 0.0350 1980 0.0227 4380 0.0651 6780 0.0640 9180 0.0564 11580 0.0341 2040 0.0234 4440 0.0653 6840 0.0639 9240 0.0562 11640 0.0332 2100 0.0242 4500 0.0655 6900 0.0638 9300 0.0560 11700 0.0322 2160 0.0251 4560 0.0657 6960 0.0637 9360 0.0558 11760 0.0313 2220 0.0260 4620 0.0658 7020 0.0636 9420 0.0556 11820 0.0303 2280 0.0268 4680 0.0659 7080 0.0635 9480 0.0554 11880 0.0294 2340 0.0276 4740 0.0659 7140 0.0634 9540 0.0552 11940 0.0285 2400 0.0285 4800 0.0660 7200 0.0631 9600 0.0550 12000 0.0275 4/20/94 DOWL Engineers page 17 CUCINA-CUCINA FINAL BASIN DESIGN LOT 2 & 3 . APRIL 20, 1994 BY DARREN A. SIMPSON DETAIL HYDROGRAPH SUMMARY HYDROGRAPH No. 6 Peak runoff: 0. 0665 cfs Total Vol: 0. 80 ac-ft TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) a===s==s s=sas==saa=sasasa=as ===:as 12060 0.0265 13260 0.0059 14460 0.0003 15660 16860 12120 0.0256 13320 0.0051 14520 0.0003 15720 16920 12180 0.0247 13380 0.0044 14580 0.0002 15780 16980 12240 0.0237 13440 0.0038 14640 0.0002 15840 17040 12300 0.0228 13500 0.0033 14700 0.0002 15900 17100 12360 0.0219 13560 0.0028 14760 0.0001 15960 17160 12420 0.0209 13620 0.0024 14820 0.0001 16020 17220 12480 0.0199 13680 0.0021 14880 0.0001 16080 17280 12540 0.0190 13740 0.0018 14940 16140 17340 12600 0.0181 13800 0.0015 15000 16200 17400 12660 0.0171 13860 0.0013 15060 16260 17460 12720 0.0161 13920 0.0011 15120 16320 17520 12780 0.0151 13980 0.0010 15180 16380 17580 12840 0.0142 14040 0.0009 15240 16440 17640 12900 0.0134 14100 0.0007 15300 16500 17700 12960 0.0125 14160 0.0006 15360 16560 17760 13020 0.0108 14220 0.0005 15420 16620 17820 13080 0.0093 14280 0.0005 15480 16680 17880 13140 0.0080 14340 0.0004 15540 16740 17940 13200 0.0069 14400 0.0003 15600 16800 18000 13260 0.0059 14460 0.0003 15660 16860 4/20/94 DOWL Engineers page 18 CUCINA-CUCINA FINAL BASIN DESIGN LOT 2 & 3 . APRIL 20, 1994 BY DARREN A. SIMPSON DETAIL HYDROGRAPH SUMMARY HYDROGRAPH No. 7 Peak runoff: 0. 1131 cfs Total Vol: 1. 15 ac-ft TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) SS SS S 60 2460 0.0385 4860 0.1114 7260 0.0775 9660 0.0647 120 2520 0.0397 4920 0.1110 7320 0.0748 9720 0.0646 180 2580 0.0408 4980 0.1106 7380 0.0724 9780 0.0645 240 2640 0.0419 5040 0.1103 7440 0.0704 9840 0.0644 300 2700 0.0429 5100 0.1100 7500 0.0686 9900 0.0644 360 0.0001 2760 0.0439 5160 0.1096 7560 0.0679 9960 0.0643 420 0.0006 2820 0.0449 5220 0.1093 7620 0.0678 10020 0.0642 480 0.0015 2880 0.0459 5280 0.1090 7680 0.0677 10080 0.0642 540 0.0025 2940 0.0471 5340 0.1088 7740 0.0676 10140 0.0641 600 0.0038 3000 0.0488 5400 0.1085 7800 0.0675 10200 0.0638 660 0.0052 3060 0.0504 5460 0.1079 7860 0.0674 10260 0.0632 720 0.0066 3120 0.0522 5520 0.1068 7920 0.0673 10320 0.0625 780 0.0080 3180 0.0545 5580 0.1057 7980 0.0672 10380 0.0619 840 0.0097 3240 0.0570 5640 0.1047 8040 0.0671 10440 0.0612 900 0.0118 3300 0.0605 5700 0.1037 8100 0.0670 10500 0.0605 960 0.0132 3360 0.0656 5760 0.1027 8160 0.0669 10560 0.0599 1020 0.0141 3420 0.0898 5820 0.1017 8220 0.0668 10620 0.0592 1080 0.0150 3480 0.0994 5880 0.1007 8280 0.0667 10680 0.0586 1140 0.0160 3540 0.1031 5940 0.0998 8340 0.0666 10740 0.0579 1200 0.0169 3600 0.1057 6000 0.0989 8400 0.0665 10800 0.0572 1260 0.0180 3660 0.1078 6060 0.0980 8460 0.0664 10860 0.0566 1320 0.0190 3720 0.1100 6120 0.0970 8520 0.0663 10920 0.0558 1380 0.0201 3780 0.1112 6180 0.0961 8580 0.0662 10980 0.0551 1440 0.0211 3840 0.1114 6240 0.0952 8640 0.0661 11040 0.0543 1500 0.0221 3900 0.1114 6300 0.0944 8700 0.0660 11100 0.0535 1560 0.0229 3960 0.1116 6360 0.0936 8760 0.0659 11160 0.0527 1620 0.0238 4020 0.1117 6420 0.0928 8820 0.0658 11220 0.0519 1680 0.0247 4080 0.1119 6480 0.0921 8880 0.0657 11280 0.0512 1740 0.0258 4140 0.1120 6540 0.0912 8940 0.0656 11340 0.0504 1800 0.0268 4200 0.1122 6600 0.0904 9000 0.0656 11400 0.0496 1860 0.0278 4260 0.1123 6660 0.0896 9060 0.0655 11460 0.0488 1920 0.0288 4320 0.1125 6720 0.0889 9120 0.0654 11520 0.0480 1980 0.0298 4380 0.1126 6780 0.0882 9180 0.0653 11580 0.0473 2040 0.0308 4440 0.1128 6840 0.0876 9240 0.0652 11640 0.0465 2100 0.0318 4500 0.1129 6900 0.0870 9300 0.0651 11700 0.0457 2160 0.0330 4560 0.1131 6960 0.0864 9360 0.0651 11760 0.0449 2220 0.0342 4620 0.1130 7020 0.0858 9420 0.0650 11820 0.0441 2280 0.0353 4680 0.1126 7080 0.0853 9480 0.0649 11880 0.0434 2340 0.0364 4740 0.1122 7140 0.0842 9540 0.0648 11940 0.0426 2400 0.0375 4800 0.1118 7200 0.0807 9600 0.0647 12000 0.0418 4/20/94 DOWL Engineers page 19 CUCINA-CUCINA FINAL BASIN DESIGN LOT 2 & 3 . APRIL 20, 1994 BY DARREN A. SIMPSON DETAIL HYDROGRAPH SUMMARY HYDROGRAPH No. 7 Peak runoff: 0. 1131 cfs Total Vol: 1. 15 ac-ft TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) ==s=t=== _ =====s==== _ ====== = == 12060 0.0410 13260 0.0224 14460 0.0031 15660 0.0002 16860 12120 0.0402 13320 0.0215 14520 0.0027 15720 0.0001 16920 12180 0.0394 13380 0.0205 14580 0.0023 15780 0.0001 16980 12240 0.0384 13440 0.0196 14640 0.0020 15840 17040 12300 0.0375 13500 0.0187 14700 0.0017 15900 17100 12360 0.0365 13560 0.0178 14760 0.0015 15960 17160 12420 0.0356 13620 0.0167 14820 0.0013 16020 17220 12480 0.0347 13680 0.0157 14880 0.0011 16080 17280 12540 0.0337 13740 0.0148 14940 0.0009 16140 17340 12600 0.0328 13800 0.0139 15000 0.0008 16200 17400 12660 0.0318 13860 0.0131 15060 0.0007 16260 17460 12720 0.0309 13920 0.0118 15120 0.0006 16320 17520 12780 0.0300 13980 0.0102 15180 0.0005 16380 17580 12840 0.0290 14040 0.0088 15240 0.0004 16440 17640 12900 0.0281 14100 0.0075 15300 0.0004 16500 17700 12960 0.0271 14160 0.0065 15360 0.0003 16560 17760 13020 0.0262 14220 0.0056 15420 0.0003 16620 17820 13080 0.0253 14280 0.0048 15480 0.0002 16680 17880 13140 0.0243 14340 0.0042 15540 0.0002 16740 17940 13200 0.0234 14400 0.0036 15600 0.0002 16800 18000 13260 0.0224 14460 0.0031 15660 0.0002 16860 4/20/94 DOWL Engineers page 20 CUCINA-CUCINA FINAL BASIN DESIGN LOT 2 & 3 . APRIL 20, 1994 BY DARREN A. SIMPSON DETAIL HYDROGRAPH SUMMARY HYDROGRAPH No. 8 Peak runoff: 0.7426 cfs Total Vol: 0. 69 ac-ft TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) fist = =5 = t=t 10 410 0.0510 810 0.4052 1210 0.2887 1610 0.1088 20 420 0.0524 820 0.4035 1220 0.2888 1620 0.1083 30 430 0.0540 830 0.4034 1230 0.2889 1630 0.1077 40 440 0.0557 840 0.4036 1240 0.2890 1640 0.1071 50 0.0002 450 0.0574 850 0.4040 1250 0.2891 1650 0.1065 60 0.0007 460 0.0592 860 0.4043 1260 0.2892 1660 0.1059 70 0.0017 470 0.0615 870 0.4046 1270 0.2893 1670 0.1053 80 0.0031 480 0.0650 880 0.4049 1280 0.2894 1680 0.1047 90 0.0049 490 0.0846 890 0.4052 1290 0.2895 1690 0.1041 100 0.0068 500 0.1005 900 0.3966 1300 0.2896 1700 0.1035 110 0.0090 510 0.1081 910 0.3764 1310 0.2897 1710 0.1029 120 0.0115 520 0.1129 920 0.3616 1320 0.2898 1720 0.1023 130 0.0134 530 0.1598 930 0.3576 1330 0.2898 1730 0.1017 140 0.0147 540 0.7426 940 0.3568 1340 0.2899 1740 0.1010 150 0.0162 550 0.7078 950 0.3568 1350 0.2900 1750 0.1004 160 0.0177 560 0.6286 960 0.3570 1360 0.2901 1760 0.0998 170 0.0189 570 0.6057 970 0.3572 1370 0.2902 1770 0.0992 180 0.0202 580 0.6014 980 0.3574 1380 0.2903 1780 0.0985 190 0.0217 590 0.6017 990 0.3576 1390 0.2904 1790 0.0979 200 0.0230 600 0.6028 1000 0.3578 1400 0.2905 1800 0.0972 210 0.0244 610 0.6041 1010 0.3580 1410 0.2905 1810 0.0965 220 0.0257 620 0.6053 1020 0.3455 1420 0.2906 1820 0.0958 230 0.0269 630 0.6066 1030 0.3162 1430 0.2907 1830 0.0951 240 0.0283 640 0.6078 1040 0.2946 1440 0.2908 1840 0.0945 250 0.0296 650 0.6089 1050 0.2887 1450 0.2909 1850 0.0938 260 0.0311 660 0.5903 1060 0.2874 1460 0.2392 1860 0.0931 270 0.0325 670 0.5456 1070 0.2873 1470 0.1196 1870 0.0925 280 0.0339 680 0.5128 1080 0.2873 1480 0.1161 1880 0.0917 290 0.0352 690 0.5041 1090 0.2874 1490 0.1156 1890 0.0909 300 0.0366 700 0.5027 1100 0.2875 1500 0.1150 1900 0.0901 310 0.0381 710 0.5029 1110 0.2876 1510 0.1145 1910 0.0893 320 0.0396 720 0.5035 1120 0.2878 1520 0.1139 1920 0.0885 330 0.0408 730 0.5042 1130 0.2879 1530 0.1134 1930 0.0877 340 0.0421 740 0.5048 1140 0.2880 1540 0.1128 1940 0.0869 350 0.0432 750 0.5054 1150 0.2881 1550 0.1123 1950 0.0862 360 0.0445 760 0.5060 1160 0.2882 1560 0.1117 1960 0.0854 370 0.0458 770 0.5066 1170 0.2883 1570 0.1111 1970 0.0847 380 0.0471 780 0.4884 1180 0.2884 1580 0.1105 1980 0.0828 390 0.0484 790 0.4454 1190 0.2885 1590 0.1100 1990 0.0809 400 0.0497 800 0.4138 1200 0.2886 1600 0.1094 2000 0.0791 4/20/94 DOWL Engineers page 21 CUCINA-CUCINA FINAL BASIN DESIGN LOT 2 & 3 . APRIL 20, 1994 BY DARREN A. SIMPSON DETAIL HYDROGRAPH SUMMARY HYDROGRAPH No. 8 Peak runoff: 0.7426 cfs Total Vol: 0. 69 ac-ft TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 2010 0.0773 2210 0.0664 2410 0.0642 2610 0.0620 2810 0.0598 2020 0.0756 2220 0.0663 2420 0.0641 2620 0.0619 2820 0.0597 2030 0.0739 2230 0.0662 2430 0.0640 2630 0.0618 2830 0.0596 2040 0.0722 2240 0.0661 2440 0.0639 2640 0.0617 2840 0.0595 2050 0.0706 2250 0.0660 2450 0.0638 2650 0.0616 2850 0.0594 2060 0.0690 2260 0.0659 2460 0.0637 2660 0.0615 2860 0.0593 2070 0.0679 2270 0.0657 2470 0.0635 2670 0.0614 2870 0.0592 2080 0.0678 2280 0.0656 2480 0.0634 2680 0.0612 2880 0.0590 2090 0.0677 2290 0.0655 2490 0.0633 2690 0.0611 2890 0.0589 2100 0.0676 2300 0.0654 2500 0.0632 2700 0.0610 2900 0.0588 2110 0.0675 2310 0.0653 2510 0.0631 2710 0.0609 2910 0.0587 2120 0.0674 2320 0.0652 2520 0.0630 2720 0.0608 2920 0.0586 2130 0.0673 2330 0.0651 2530 0.0629 2730 0.0607 2930 0.0585 2140 0.0672 2340 0.0650 2540 0.0628 2740 0.0606 2940 0.0584 2150 0.0671 2350 0.0649 2550 0.0627 2750 0.0605 2950 0.0583 2160 0.0670 2360 0.0648 2560 0.0626 2760 0.0604 2960 0.0582 2170 0.0668 2370 0.0646 2570 0.0624 2770 0.0603 2970 0.0581 2180 0.0667 2380 0.0645 2580 0.0623 2780 0.0601 2980 0.0579 2190 0.0666 2390 0.0644 2590 0.0622 2790 0.0600 2990 0.0578 2200 0.0665 2400 0.0643 2600 0.0621 2800 0.0599 3000 0.0577 2210 0.0664 2410 0.0642 2610 0.0620 2810 0.0598 4/20/94 DOWL Engineers page 22 CUCINA-CUCINA FINAL BASIN DESIGN LOT 2 & 3 . APRIL 20, 1994 BY DARREN A. SIMPSON STAGE STORAGE TABLE CUSTOM STORAGE ID No. 1 Description: FINAL POND LOT2 & 3 COMBO STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- 428.00 0.0000 0.0000 429.30 4155 0.0954 430.60 9344 0.2145 431.90 15653 0.3593 428.10 305.10 0.0070 429.40 4523 0.10380 430.70 9780 0.2245 432.00 16160 0.3710 428.20 610.20 0.0140 429.50 4892 0.1123 430.80 10215 0.2345 432.10 16544 0.3798 428.30 915.30 0.0210 429.60 5260 0.1207 430.90 10651 0.2445 432.20 16928 0.3886 428.40 1220 0.0280 429.70 5628 0.1292 431.00 11086 0.2545 432.30 17312 0.3974 428.50 1526 0.0350 429.80 5996 0.1376 431.10 11593 0.2661 432.40 17696 0.4062 428.60 1831 0.0420 429.90 6364 0.1461 431.20 12101 0.2778 432.50 18080 0.4151 428.70 2136 0.0490 430.00 6732 0.1545 431.30 12608 0.2894 432.60 18464 0.4239 428.80 2441 0.0560 430.10 7167 0.1645 431.40 13116 0.3011 432.70 18848 0.4327 428.90 2746 0.0630 430.20 7603 0.17450431.50 13623 0.3127 432.80 19232 0.4415 429.00 3051 0.0700 430.30 9038 0.1845 431.60 14130 0.3244 432.90 19616 0.4503 429.10 3419 0.0785 430.40 8474 0.19450)431.70 14638 0.3360 433.00 20000 0.4591 429.20 3787 0.0869 430.50 8909 0.2045 431.80 15145 0.3477 "L.`~` STA C�' ) 7- y 30.7 7 (p -"la- 7-dck Lt3 c.51 c I oo-11Y2 ZEE 412- 4f31. 7-5 4/20/94 DOWL Engineers page 23 CUCINA-CUCINA FINAL BASIN DESIGN LOT 2 & 3 . APRIL 20, 1994 BY DARREN A. SIMPSON DISCHARGE STRUCTURE LIST MULTIPLE ORIFICE ID No. 1 Description: 7-day orifice design Outlet Elev: 428 . 00 Elev: 428 . 00 ft Orifice Diameter: 1.2129 in. Elev: 430 . 90 ft Orifice 2 Diameter: 1.3418 in. NOTCH WEIR ID No. 2 Description: overflow g -i-o 3` Weir Length: b000 ft. Weir height (p) : 1. 0000 ft. Elevation : 431. 60 ft. Weir Increm: 0 . 10 COMBINATION DISCHARGE ID No. 3 Description: orifice with notch weir Structure: 1 Structure: Structure: 2 Structure: Structure: 4/20/94 DOWL Engineers page 24 CUCINA-CUCINA FINAL BASIN DESIGN LOT 2 & 3 . APRIL 20, 1994 BY DARREN A. SIMPSON STAGE DISCHARGE TABLE MULTIPLE ORIFICE ID No. 1 Description: 7-day orifice design Outlet Elev: 428 . 00 Elev: 428 . 00 ft Orifice Diameter: 1.2129 in. Elev: 430 . 90 ft Orifice 2 Diameter: 1.3418 in. STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---cfs (ft) ---cfs (ft) ---cfs (ft) ---cfs 428.00 0.0000 429.30 0.0455 430.60 0.0644 431.90 0.1277 428.10 0.0126 429.40 0.0472 430.70 0.0656 432.00 0.1311 428.20 0.0179 429.50 0.0489 430.80 0.0668 432.10 0.1344 428.30 0.0219 429.60 0.0505 430.90 0.0680 432.20 0.1375 428.40 0.0252 429.70 0.0521 431.00 0.0846 432.30 0.1406 428.50 0.0282 429.80 0.0536 431.10 0.0921 432.40 0.1436 428.60 0.0309 429.90 0.0550 431.20 0.0982 432.50 0.1465 428.70 0.0334 430.00 0.0565 431.30 0.1034 432.60 0.1493 428.80 0.0357 430.10 0.0579 431.40 0.1082 432.70 0.1521 428.90 0.0379 430.20 0.0592 431.50 0.1125 432.80 0.1548 429.00 0.0399 430.30 0.0605 431.60 0.1166 432.90 0.1575 429.10 0.0419 430.40 0.0618 431.70 0.1205 433.00 0.1601 429.20 0.0437 430.50 0.0631 431.80 0.1242 4/20/94 DOWL Engineers page 25 CUCINA-CUCINA FINAL BASIN DESIGN LOT 2 & 3 . APRIL 20, 1994 BY DARREN A. SIMPSON STAGE DISCHARGE TABLE i416 NOTCH WEIR ID No. 2 Description: overflow S' Weir Length: *0000 ft. Weir height (p) : 1. 0000 ft. Elevation : 431. 60 ft. Weir Incre . 0. 10 STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> S GE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---cfs (ft) ---cfs (ft) ---cfs (ft) ---cfs 431.60 0.0000 432.00 10.341 432.40 30.415 432.80 57.971 431.70 1.2540 432.10 4<g99 432.50 36.634 432.90 65.951 431.80 3.5836 432.20 19.380 432.60 43.306 433.00 74.356 431.90 6.6510 43 .30 24.658 432.70 50.421 4/20/94 DOWL Engineers page 26 CUCINA-CUCINA FINAL BASIN DESIGN LOT 2 & 3 . APRIL 20, 1994 BY DARREN A. SIMPSON STAGE DISCHARGE TABLE COMBINATION DISCHARGE ID No. 3 Description: orifice with notch weir Structure: 1 Structure: Structure: 2 Structure: Structure: STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---cfs (ft) ---cfs (ft) ---cfs (ft) ---cfs 428.00 0.0000 429.30 0.0455 430.60 0.0644 431.90 6.77 7 428.10 0.0126 429.40 0.0472 430.70 0.0656 432.00 10. 4 428.20 0.0179 429.50 0.0489 430.80 0.0668 432.10 1 .734 428.30 0.0219 429.60 0.0505 430.90 0.0680 432.20 9.517 428.40 0.0252 429.70 0.0521 431.00 0.0846 432.30 24.799 428.50 0.0282 429.80 0.0536 431.10 0.0921 432.40 30.558 428.60 0.0309 429.90 0.0550 431.20 0.0982 432.5 36.781 428.70 0.0334 430.00 0.0565 431.30 0.1034 432. 0 43.455 428.80 0.0357 430.10 0.0579 431.40 0.1082 43 .70 50.573 428.90 0.0379 430.20 0.0592 431.50 0.1125 4 .80 58.126 429.00 0.0399 430.30 0.0605 431.60 0.1166 2.90 66.109 429.10 0.0419 430.40 0.0618 431.70 45 33.00 74.516 429.20 0.0437 430.50 0.0631 43 3.7078 4/20/94 DOWL Engineers page 27 CUCINA-CUCINA FINAL BASIN DESIGN LOT 2 & 3 . APRIL 20, 1994 BY DARREN A. SIMPSON ROUTING REPORT STORAGE LIST ID No. 1 Description: FINAL POND LOT2 & 3 COMBO MULTIPLE ORIFICE ID No. 1 Description: 7-day orifice design Outlet Elev: 428 . 00 Elev: A _ -!_l__ft Orifice Diameter: 1.2129 in. Ele . 430. 90 Orifice 2 Diameter: 1.3418 in. ROUTING 4 URVE STAGE STORA+, OUTFLOW 0+2S STAGE STORAGE OUTFLOW 0+2S STAGE STORAGE OUTFLOW O+2S (ft) (cf (cfs) cfs-min (ft) (cf) (cfs) cfs-min (ft) (cf) (cfs) cfs-min ___ 428.00 0.,000 0.0000 0.0000 429.70 5628 0.0521 3.1786 431.40 13116 0.1082 7.3946 428.10 30-.10 0.0126 0.1821 429.80 5996 0.0536 3.3846 431.50 13623 0.1125 7.6809 428.20 6 0.20 0.0179 0.3569 429.90 6364 0.0550 3.5905 431.60 14130 0.1166 7.9668 428.30 915.30 0.0219 0.5304 430.00 6732 0.0565 3.7965 431.70 14638 0.1205 8.2526 428.40 1220 0.0252 0.7032 430.10 7167 0.0579 4.0397 431.80 15145 0.1242 8.5382 428.50 1526 0.0282 0.8757 430.20 7603 0.0592 4.2830 431.90 15653 0.1277 8.8236 428.60 1831 0.0309 1.0479 430.30 8038 0.0605 4.5262 432.00 16160 0.1311 9.1089 428.70 2136 0.0334 1.2199 430.40 8474 0.0618 4.7694 432.10 16544 0.1344 9.3255 428.80 2441 0.0357 1.3917 430.50 8909 0.0631 5.0126 432.20 16928 0.1375 9.5420 428.90 2746 0.0379 1.5634 430.60 9344 0.0644 5.2557 432.30 17312 0.1406 9.7584 429.0. 3051 0.0399 1.7349 430.70 9780 0.0656 5.4988 432.40 17696 0.1436 9.9747 429.1, 3419 0.0419 1.9414 430.80 10215 0.0668 5.7419 432.50 18080 0.1465 10.191 429. ' 3787 0.0437 2.1477 430.90 10651 0.0680 5.9850 432.60 18464 0.1493 10.407 429. 0 4155 0.0455 2.3540 431.00 11086 0.0846 6.2435 432.70 18848 0.1521 10.623 429. 0 4523 0.0472 2.5602 431.10 11593 0.0921 6.5329 432.80 19232 0.1548 10.839 429 50 4892 0.0489 2.7664 431.20 12101 0.0982 6.8208 432.90 19616 0.1575 11.055 429 60 5260 0.0505 2.9725 431.30 12608 0.1034 7.1080 4'l" 4/20/94 DOWL Engineers page 28 CUCINA-CUCINA FINAL BASIN DESIGN LOT 2 & 3 . APRIL 20, 1994 BY DARREN A. SIMPSON LEVEL POOL ROUTING TABLE 2-yr 7-day MATCH Q (cfs) 0. 07 INFLOW Q (cfs) : 0. 45 PEAK STAGE (ft) : 430.77 PEAK OUTFLOW 0. 07 PEAK TIME: 5400. 00 min. INFLOW HYD No. : 2 OUTFLOW HYD No. : 6 LEVEL POOL ROUTING TABLE I1 I2 2S1 SUM 01 02+2S2 STAGE TIME cfs min > (ft) (min) 0. 0000 0 . 0007 0. 0000 0. 0007 0. 0000 0. 0007 428. 00 360. 00 0. 0007 0. 0025 0. 0007 0. 0039 0. 0000 0. 0039 428. 00 420. 00 0. 0025 0 . 0044 0 . 0036 0. 0105 0. 0003 0 . 0102 428. 00 480 . 00 0. 0044 0. 0059 0. 0095 0. 0198 0. 0007 0 . 0191 428. 01 540 . 00 0. 0059 0 . 0073 0 . 0178 0. 0310 0. 0013 0 . 0297 428. 01 600. 00 0. 0073 0 . 0086 0 . 0276 0. 0436 0. 0021 0. 0415 428 . 02 660. 00 0. 0086 0 . 0098 0. 0386 0. 0570 0. 0029 0. 0541 428 . 02 720. 00 0. 0098 0 . 0133 0. 0504 0. 0735 0. 0038 0. 0697 428. 03 780 . 00 0. 0133 0 . 0156 0. 0649 0. 0938 0. 0048 0 . 0890 428. 04 840 . 00 0. 0156 0 . 0165 0. 0828 0. 1150 0. 0062 0 . 1088 428. 05 900 . 00 0. 0165 0 . 0180 0. 1013 0. 1358 0. 0075 0 . 1282 428. 06 960. 00 0. 0180 0 . 0189 0 . 1193 0. 1562 0. 0089 0. 1474 428 . 07 1020 . 00 0. 0189 0 . 0200 0 . 1371 0. 1761 0. 0102 0. 1659 428 . 08 1080 . 00 0. 0200 0. 0208 0 . 1544 0. 1952 0. 0115 0. 1837 428 . 09 1140 . 00 0. 0208 0 . 0251 0 . 1711 0.2170 0. 0127 0. 2043 428. 10 1200. 00 0. 0251 0 . 0273 0 . 1910 0 .2433 0. 0133 0 .2300 428 . 11 1260. 00 0. 0273 0. 0275 0 . 2160 0.2707 0. 0141 0.2567 428 . 13 1320. 00 0 . 0275 0. 0288 0.2418 0.2981 0. 0149 0.2832 428 . 14 1380 . 00 0 . 0288 0. 0293 0.2676 0. 3256 0. 0156 0. 3099 428. 16 1440 . 00 0 . 0293 0 . 0301 0.2935 0. 3529 0. 0164 0. 3364 428. 17 1500. 00 0. 0301 0 . 0306 0.3192 0.3799 0 . 0172 0 .3627 428. 19 1560 . 00 0. 0306 0 . 0358 0.3447 0 .4112 0. 0180 0.3932 428.20 1620 . 00 0. 0358 0 . 0382 0.3745 0. 4485 0. 0187 0.4298 428.22 1680 . 00 0. 0382 0 . 0378 0.4103 0. 4863 0. 0195 0.4668 428.24 1740. 00 0. 0378 0. 0391 0.4464 0. 5233 0. 0204 0 . 5029 428.26 1800. 00 0. 0391 0 . 0392 0. 4817 0. 5599 0. 0212 0 . 5387 428.28 1860 . 00 0. 0392 0 . 0400 0. 5167 0. 5959 0 . 0220 0. 5738 428.30 1920 . 00 0. 0400 0. 0403 0. 5511 0. 6314 0. 0227 0. 6086 428 .33 1980 . 00 0. 0403 0 . 0464 0. 5852 0. 6719 0. 0234 0. 6485 428 .35 2040. 00 0. 0464 0 . 0493 0. 6243 0. 7200 0. 0242 0 . 6958 428.37 2100. 00 0. 0493 0. 0493 0 . 6707 0. 7693 0. 0251 0 . 7442 428 . 40 2160 . 00 0. 0493 0 . 0511 0. 7183 0. 8187 0. 0260 0. 7927 428 . 42 2220 . 00 0. 0511 0 . 0517 0. 7659 0. 8688 0. 0268 0. 8420 428 .45 2280 . 00 0. 0517 0 . 0530 0. 8144 0. 9191 0. 0276 0. 8915 428. 48 2340. 00 0. 0530 0. 0538 0. 8630 0. 9698 0. 0285 0. 9413 428. 51 2400. 00 0 . 0538 0 . 0619 0. 9121 1. 0278 0. 0293 0 . 9985 428 . 54 2460 . 00 0. 0619 0 . 0656 0. 9684 1. 0959 0. 0301 1 . 0657 428 . 57 2520 . 00 0 . 0656 0 . 0651 1. 0345 1. 1653 0. 0312 1. 1341 428 . 61 2580 . 00 0. 0651 0. 0672 1. 1019 1.2342 0. 0322 1.2021 428. 65 2640. 00 0. 0672 0. 0676 1. 1689 1.3037 0. 0331 1.2705 428. 69 2700. 00 4/20/94 DOWL Engineers page 29 CUCINA-CUCINA FINAL BASIN DESIGN LOT 2 & 3 . APRIL 20, 1994 BY DARREN A. SIMPSON LEVEL POOL ROUTING TABLE LEVEL POOL ROUTING TABLE I1 I2 2S1 SUM 01 02+2S2 STAGE TIME cfs min > (ft) (min) 0 . 0676 0 . 0689 1.2364 1 . 3730 0 . 0341 1.3389 428. 73 2760 . 00 0 . 0689 0. 0696 1.3039 1.4424 0. 0350 1. 4074 428.77 2820. 00 0 . 0696 0. 0949 1.3715 1. 5361 0 . 0359 1. 5002 428. 81 2880 . 00 0 . 0949 0. 1056 1.4631 1. 6637 0. 0371 1. 6266 428. 86 2940. 00 0 . 1056 0. 1017 1. 5880 1. 7952 0. 0386 1.7566 428. 94 3000. 00 0 . 1017 0. 1359 1.7164 1. 9540 0. 0401 1. 9139 429. 01 3060 . 00 0 . 1359 0. 1472 1. 8723 2 . 1554 0. 0416 2 . 1138 429 . 09 3120 . 00 0. 1472 0. 1957 2 . 0703 2 . 4132 0. 0434 2 . 3698 429. 18 3180 . 00 0. 1957 0. 3109 2 .3242 2 . 8307 0. 0456 2 . 7851 429.31 3240 . 00 0. 3109 0. 4547 2 . 7360 3 . 5016 0 . 0490 3 . 4525 429. 51 3300. 00 0. 4547 0.2965 3 .3985 4 . 1496 0 . 0540 4 . 0956 429. 83 3360. 00 0 .2965 0 . 1402 4 . 0374 4 .4740 0. 0582 4 .4159 430. 12 3420 . 00 0 . 1402 0 . 1426 4.3559 4. 6386 0. 0599 4 . 5787 430 .25 3480 . 00 0 . 1426 0. 1093 4 . 5179 4 . 7697 0. 0608 4. 7089 430 .32 3540 . 00 0 . 1093 0. 1312 4. 6474 4 . 8878 0 . 0615 4 . 8263 430 .38 3600. 00 0 . 1312 0 . 1188 4 . 7642 5. 0141 0 . 0621 4 . 9520 430.42 3660. 00 0 . 1188 0. 0925 4 . 8892 5 . 1004 0. 0628 5. 0376 430.48 3720. 00 0 . 0925 0. 0744 4 . 9744 5 . 1412 0. 0632 5. 0780 430. 51 3780 . 00 0 . 0744 0. 0861 5 . 0145 5. 1750 0. 0635 5. 1116 430 . 53 3840 . 00 0. 0861 0. 0793 5 . 0479 5 .2133 0. 0636 5. 1497 430 . 54 3900. 00 0. 0793 0. 0840 5 . 0859 5.2491 0. 0638 5. 1853 430. 56 3960. 00 0 . 0840 0 . 0815 5 . 1213 5.2868 0 . 0640 5. 2228 430. 57 4020. 00 0 . 0815 0 . 0835 5. 1586 5 .3235 0 . 0642 5 . 2593 430. 59 4080 . 00 0 . 0835 0. 0827 5 . 1949 5.3611 0 . 0644 5 .2967 430 . 60 4140 . 00 0 . 0827 0. 0836 5 .2321 5 . 3983 0. 0646 5.3338 430 . 62 4200 . 00 0 . 0836 0. 0834 5 .2690 5. 4360 0. 0648 5.3712 430. 63 4260. 00 0 . 0834 0. 0839 5. 3063 5.4736 0. 0650 5.4086 430 . 65 4320. 00 0 . 0839 0. 0840 5. 3435 5 . 5114 0 . 0651 5.4462 430. 66 4380 . 00 0 . 0840 0. 0843 5 . 3809 5 . 5492 0. 0653 5. 4839 430. 68 4440 . 00 0 . 0843 0. 0845 5. 4183 5 . 5871 0. 0655 5. 5216 430. 69 4500. 00 0. 0845 0. 0728 5 . 4559 5. 6132 0. 0657 5. 5475 430.71 4560. 00 0. 0728 0. 0684 5.4817 5. 6229 0. 0658 5 . 5571 430. 72 4620. 00 0. 0684 0. 0714 5.4912 5. 6310 0 . 0659 5. 5652 430. 72 4680 . 00 0. 0714 0. 0698 5 .4992 5 . 6404 0. 0659 5 . 5745 430.73 4740. 00 0 . 0698 0. 0710 5 . 5085 5 . 6494 0. 0660 5. 5834 430.73 4800. 00 0 . 0710 0. 0705 5 . 5174 5. 6589 0 . 0660 5. 5929 430.73 4860. 00 0 . 0705 0. 0711 5 . 5268 5. 6684 0. 0661 5 . 6023 430. 74 4920 . 00 0. 0711 0 . 0709 5. 5362 5 . 6782 0. 0661 5. 6121 430 . 74 4980 . 00 0 . 0709 0. 0712 5 . 5459 5 . 6881 0. 0662 5. 6219 430. 75 5040. 00 0. 0712 0 . 0713 5 . 5557 5 . 6982 0. 0662 5. 6320 430.75 5100. 00 0. 0713 0. 0714 5 . 5657 5.7084 0 . 0663 5 . 6422 430. 75 5160 . 00 0. 0714 0. 0715 5 . 5759 5.7189 0 . 0663 5. 6525 430 . 76 5220 . 00 0. 0715 0 . 0717 5 . 5862 5 .7294 0. 0664 5. 6631 430 . 76 5280. 00 0 . 0717 0 . 0718 5. 5966 5 .7401 0 . 0664 5 . 6737 430 . 77 5340. 00 0. 0718 0 . 0569 5 . 6073 5 .7359 0 . 0665 5 . 6695 430 . 77 5400 . 00 0 . 0569 0. 0512 5 . 6030 5.7111 0 . 0664 5 . 6447 430 . 77 5460 . 00 4/20/94 DOWL Engineers page 30 CUCINA-CUCINA FINAL BASIN DESIGN LOT 2 & 3 . APRIL 20, 1994 BY DARREN A. SIMPSON LEVEL POOL ROUTING TABLE LEVEL POOL ROUTING TABLE I1 I2 2S1 SUM 01 02+2S2 STAGE TIME cfs min > (ft) (min) 0. 0512 0. 0548 5. 5784 5. 6844 0. 0663 5 . 6181 430.76 5520 . 00 0 . 0548 0. 0527 5 . 5519 5. 6595 0 . 0662 5 . 5933 430 .75 5580 . 00 0. 0527 0 . 0541 5 . 5272 5. 6341 0 . 0661 5 . 5680 430 . 74 5640. 00 0. 0541 0 . 0534 5 . 5021 5. 6096 0. 0659 5. 5436 430 . 73 5700. 00 0. 0534 0 . 0539 5 . 4778 5. 5851 0. 0658 5 . 5193 430 . 72 5760. 00 0 . 0539 0 . 0537 5. 4536 5 . 5612 0. 0657 5.4955 430. 71 5820. 00 0 . 0537 0. 0539 5 . 4299 5. 5376 0. 0656 5 .4720 430. 70 5880. 00 0. 0539 0. 0539 5. 4065 5. 5143 0. 0655 5 .4489 430. 69 5940 . 00 0. 0539 0 . 0540 5.3835 5.4914 0 . 0653 5 .4261 430. 68 6000 . 00 0. 0540 0 . 0540 5. 3609 5.4689 0. 0652 5 .4037 430. 67 6060 . 00 0. 0540 0 . 0541 5 . 3386 5. 4467 0 . 0651 5 .3816 430. 66 6120 . 00 0. 0541 0 . 0542 5 . 3166 5. 4249 0. 0650 5 .3599 430 . 65 6180 . 00 0. 0542 0 . 0542 5 . 2950 5. 4033 0 . 0649 5 .3384 430. 64 6240. 00 0. 0542 0 . 0543 5 .2737 5. 3822 0 . 0648 5 .3174 430 . 63 6300 . 00 0. 0543 0. 0543 5 .2527 5. 3613 0. 0647 5 .2966 430 . 63 6360 . 00 0. 0543 0. 0544 5.2320 5. 3408 0. 0646 5 .2762 430 . 62 6420 . 00 0. 0544 0. 0544 5. 2117 5. 3206 0 . 0645 5 .2561 430 . 61 6480 . 00 0 . 0544 0. 0545 5. 1917 5. 3007 0. 0644 5.2363 430 . 60 6540. 00 0 . 0545 0 .0546 5 . 1720 5.2811 0. 0643 5 .2168 430 . 59 6600 . 00 0 . 0546 0 . 0546 5. 1526 5.2618 0. 0642 5. 1976 430 . 58 6660. 00 0. 0546 0 . 0547 5 . 1336 5.2428 0. 0641 5. 1788 430 . 58 6720. 00 0. 0547 0. 0547 5 . 1148 5.2242 0. 0640 5 . 1602 430 . 57 6780. 00 0. 0547 0. 0548 5 . 0963 5.2058 0. 0639 5. 1419 430 . 56 6840. 00 0. 0548 0 . 0548 5 . 0781 5. 1877 0. 0638 5. 1239 430 . 55 6900. 00 0 . 0548 0. 0549 5 . 0602 5. 1699 0. 0637 5. 1062 430 . 55 6960. 00 0 . 0549 0. 0549 5 . 0426 5. 1524 0 . 0636 5. 0888 430. 54 7020 . 00 0 . 0549 0. 0433 5. 0253 5. 1236 0. 0635 5 . 0601 430 . 53 7080. 00 0 . 0433 0 . 0390 4 . 9967 5. 0790 0. 0634 5. 0156 430 . 52 7140. 00 0. 0390 0 . 0417 4. 9525 5. 0332 0. 0631 4 . 9701 430 . 50 7200. 00 0. 0417 0 . 0401 4 . 9072 4. 9890 0.0629 4 . 9261 430 . 48 7260. 00 0. 0401 0. 0411 4 . 8634 4. 9446 0.0627 4. 8819 430 . 46 7320. 00 0. 0411 0. 0405 4. 8195 4. 9011 0. 0624 4. 8387 430 . 45 7380. 00 0. 0405 0. 0409 4 . 7765 4. 8579 0. 0622 4 .7957 430 . 43 7440. 00 0. 0409 0. 0407 4.7338 4. 8154 0. 0620 4. 7534 430 . 41 7500. 00 0. 0407 0. 0409 4. 6917 4.7733 0. 0618 4.7115 430 .39 7560. 00 0 . 0409 0 . 0408 4 . 6500 4 .7317 0. 0615 4. 6702 430 . 38 7620. 00 0 . 0408 0 . 0409 4 . 6089 4 . 6906 0. 0613 4. 6293 430 .36 7680 . 00 0 . 0409 0 . 0409 4 . 5682 4. 6500 0. 0611 4. 5889 430 .34 7740. 00 0 . 0409 0 . 0409 4 . 5280 4 . 6099 0. 0609 4. 5490 430 .33 7800. 00 0. 0409 0. 0410 4 . 4883 4. 5703 0. 0607 4. 5096 430 . 31 7860. 00 0. 0410 0. 0410 4 . 4491 4 . 5311 0. 0605 4 .4706 430 .29 7920. 00 0. 0410 0 . 0410 4 . 4104 4. 4924 0. 0602 4.4322 430 .28 7980. 00 0. 0410 0. 0410 4 . 3721 4 . 4542 0 . 0600 4 .3942 430 .26 8040. 00 0. 0410 0 . 0411 4 . 3343 4 . 4164 0. 0598 4 .3566 430.25 8100 . 00 0. 0411 0 . 0411 4 . 2970 4 .3792 0. 0596 4 .3195 430 .23 8160 . 00 0. 0411 0 . 0411 4 . 2601 4 .3423 0. 0594 4.2829 430.22 8220 . 00 4/20/94 DOWL Engineers page 31 CUCINA-CUCINA FINAL BASIN DESIGN LOT 2 & 3 . APRIL 20, 1994 BY DARREN A. SIMPSON LEVEL POOL ROUTING TABLE LEVEL POOL ROUTING TABLE I1 I2 2S1 SUM 01 02+2S2 STAGE TIME cfs min > (ft) (min) 0. 0411 0 . 0411 4 .2237 4. 3059 0. 0592 4.2467 430.20 8280. 00 0. 0411 0 . 0412 4 . 1877 4.2700 0. 0590 4 .2110 430. 19 8340. 00 0. 0412 0. 0412 4 . 1522 4 .2345 0. 0588 4. 1757 430. 17 8400 . 00 0. 0412 0 . 0412 4 . 1171 4 . 1995 0. 0586 4. 1409 430 . 16 8460. 00 0 . 0412 0. 0412 4 . 0825 4. 1649 0. 0584 4. 1065 430. 14 8520 . 00 0 . 0412 0. 0413 4 . 0483 4. 1307 0. 0582 4 . 0725 430. 13 8580. 00 0 . 0413 0. 0413 4. 0145 4 . 0970 0. 0580 4. 0390 430. 11 8640. 00 0 . 0413 0. 0413 3 . 9811 4. 0637 0. 0578 4. 0058 430. 10 8700. 00 0 . 0413 0. 0413 3 . 9482 4 . 0308 0. 0577 3 . 9731 430. 09 8760 . 00 0. 0413 0. 0413 3 . 9157 3 . 9983 0. 0575 3 . 9409 430 . 07 8820. 00 0 . 0413 0. 0414 3 . 8836 3 . 9663 0. 0573 3 . 9090 430 . 06 8880 . 00 0. 0414 0. 0414 3 . 8519 3 . 9346 0. 0571 3 . 8775 430. 05 8940. 00 0. 0414 0 . 0414 3 . 8206 3 . 9034 0. 0569 3 . 8465 430 . 03 9000. 00 0 . 0414 0. 0414 3 .7898 3 . 8726 0. 0567 3 . 8158 430. 02 9060 . 00 0. 0414 0 . 0414 3 .7593 3 . 8422 0. 0566 3 .7856 430. 01 9120 . 00 0 . 0414 0. 0415 3 .7292 3 . 8121 0. 0564 3 . 7557 429 . 99 9180 . 00 0 . 0415 0. 0415 3 . 6996 3 .7825 0. 0562 3 . 7264 429. 98 9240 . 00 0 . 0415 0. 0415 3 . 6704 3 . 7534 0. 0560 3 . 6974 429 . 97 9300. 00 0 . 0415 0. 0415 3 . 6416 3 .7247 0 . 0558 3 . 6689 429. 95 9360 . 00 0. 0415 0 . 0416 3 . 6134 3 . 6964 0 . 0556 3 . 6409 429 . 94 9420. 00 0. 0416 0 . 0416 3 . 5855 3 . 6686 0. 0554 3 . 6132 429. 92 9480. 00 0 . 0416 0. 0416 3 . 5581 3 . 6412 0. 0552 3 . 5860 429. 91 9540 . 00 0. 0416 0 . 0416 3 . 5311 3 . 6143 0. 0550 3 . 5593 429. 90 9600 . 00 0 . 0416 0. 0416 3 . 5045 3 . 5877 0. 0548 3 . 5329 429 . 88 9660 . 00 0 . 0416 0. 0417 3 . 4783 3 . 5616 0. 0546 3 . 5070 429 . 87 9720. 00 0 . 0417 0. 0417 3 .4525 3 . 5359 0. 0544 3 . 4814 429 . 86 9780. 00 0. 0417 0. 0417 3 .4272 3 . 5106 0. 0543 3 . 4563 429. 85 9840. 00 0. 0417 0. 0417 3 . 4022 3 . 4857 0. 0541 3 .4316 429. 83 9900 . 00 0 . 0417 0 . 0417 3 .3777 3 . 4611 0. 0539 3 . 4072 429. 82 9960. 00 0. 0417 0. 0418 3 .3535 3 . 4370 0. 0537 3 .3833 429. 81 10020. 00 0. 0418 0 . 0418 3 .3297 3 .4133 0. 0536 3 .3597 429. 80 10080. 00 0 . 0418 0 . 0079 3 .3063 3 .3560 0 . 0534 3 .3026 429.79 10140. 00 0 . 0079 0. 0000 3 .2497 3 .2576 0 . 0530 3 .2046 429. 76 10200 . 00 0 . 0000 0. 0000 3 . 1524 3 . 1524 0. 0522 3 . 1001 429. 71 10260 . 00 0 . 0000 0. 0000 3 . 0487 3 . 0487 0. 0515 2 . 9972 429 . 66 10320 . 00 0. 0000 0. 0000 2 . 9465 2 . 9465 0. 0507 2 . 8959 429 . 61 10380 . 00 0. 0000 0 . 0000 2 . 8460 2 . 8460 0. 0499 2 . 7961 429. 56 10440. 00 0. 0000 0 . 0000 2 . 7469 2 .7469 0. 0491 2 . 6978 429. 51 10500. 00 0. 0000 0. 0000 2 . 6495 2 . 6495 0 . 0483 2 . 6011 429. 47 10560 . 00 0. 0000 0. 0000 2 . 5536 2 . 5536 0. 0476 2 . 5060 429 . 42 10620 . 00 0. 0000 0. 0000 2 .4592 2 .4592 0. 0468 2 . 4124 429 . 37 10680. 00 0 . 0000 0. 0000 2 .3664 2 .3664 0. 0460 2 .3204 429.33 10740. 00 0 . 0000 0. 0000 2 .2752 2 .2752 0. 0452 2 .2300 429. 28 10800 . 00 0 . 0000 0 . 0000 2 . 1855 2 . 1855 0 . 0444 2 . 1411 429. 24 10860 . 00 0 . 0000 0 . 0000 2 . 0974 2 . 0974 0. 0437 2 . 0537 429 .20 10920 . 00 0 . 0000 0. 0000 2 . 0109 2 . 0109 0. 0429 1. 9680 429 . 15 10980. 00 4/20/94 DOWL Engineers page 32 CUCINA-CUCINA FINAL BASIN DESIGN LOT 2 & 3 . APRIL 20, 1994 BY DARREN A. SIMPSON LEVEL POOL ROUTING TABLE LEVEL POOL ROUTING TABLE I1 I2 2S1 SUM 01 02+2S2 STAGE TIME cfs min > (ft) (min) 0 . 0000 0. 0000 1. 9259 1. 9259 0. 0421 1. 8838 429. 11 11040 . 00 0 . 0000 0. 0000 1. 8424 1. 8424 0. 0413 1. 8011 429. 07 11100 . 00 0 . 0000 0. 0000 1. 7606 1.7606 0. 0405 1. 7200 429 . 03 11160 . 00 0 . 0000 0. 0000 1. 6803 1. 6803 0. 0397 1. 6405 428 . 99 11220 . 00 0 . 0000 0. 0000 1. 6017 1. 6017 0. 0388 1. 5629 428. 94 11280. 00 0 . 0000 0. 0000 1. 5251 1. 5251 0. 0379 1.4872 428. 90 11340. 00 0. 0000 0. 0000 1. 4503 1.4503 0. 0369 1.4134 428. 86 11400. 00 0. 0000 0. 0000 1.3774 1.3774 0. 0360 1.3414 428. 81 11460. 00 0. 0000 0. 0000 1.3064 1.3064 0. 0350 1.2714 428.77 11520 . 00 0. 0000 0 . 0000 1. 2373 1.2373 0. 0341 1.2032 428. 73 11580. 00 0. 0000 0 . 0000 1. 1700 1. 1700 0. 0332 1. 1369 428. 69 11640. 00 0. 0000 0. 0000 1. 1046 1. 1046 0. 0322 1. 0724 428. 65 11700. 00 0 . 0000 0. 0000 1 . 0412 1. 0412 0. 0313 1. 0099 428 . 61 11760. 00 0. 0000 0. 0000 0 . 9796 0. 9796 0 . 0303 0. 9492 428. 58 11820 . 00 0 . 0000 0. 0000 0. 9199 0. 9199 0. 0294 0 . 8905 428. 54 11880. 00 0. 0000 0. 0000 0 . 8620 0. 8620 0. 0285 0. 8336 428. 51 11940. 00 0. 0000 0. 0000 0 . 8061 0. 8061 0. 0275 0. 7786 428. 48 12000. 00 0. 0000 0. 0000 0 . 7520 0. 7520 0. 0265 0. 7255 428.44 12060 . 00 0 . 0000 0. 0000 0 . 6998 0. 6998 0 . 0256 0. 6742 428.41 12120 . 00 0 . 0000 0. 0000 0 . 6495 0. 6495 0 . 0247 0. 6248 428.38 12180. 00 0 . 0000 0. 0000 0 . 6011 0. 6011 0. 0237 0 . 5774 428.35 12240. 00 0. 0000 0. 0000 0. 5546 0. 5546 0. 0228 0 . 5318 428. 33 12300 . 00 0 . 0000 0. 0000 0 . 5099 0. 5099 0. 0219 0.4880 428.30 12360 . 00 0. 0000 0. 0000 0 . 4672 0.4672 0. 0209 0. 4463 428.28 12420. 00 0 . 0000 0 . 0000 0 . 4263 0. 4263 0. 0199 0 . 4064 428 .25 12480 . 00 0 . 0000 0. 0000 0.3874 0.3874 0. 0190 0 .3684 428 .23 12540. 00 0 . 0000 0. 0000 0 .3503 0 .3503 0. 0181 0.3322 428.21 12600 . 00 0 . 0000 0. 0000 0 . 3151 0.3151 0. 0171 0.2980 428. 19 12660 . 00 0. 0000 0. 0000 0 .2819 0.2819 0. 0161 0.2658 428. 17 12720 . 00 0. 0000 0. 0000 0 .2506 0.2506 0. 0151 0 .2355 428.15 12780. 00 0. 0000 0. 0000 0 .2213 0.2213 0. 0142 0.2071 428. 13 12840. 00 0. 0000 0. 0000 0. 1937 0. 1937 0. 0134 0. 1803 428. 11 12900. 00 0. 0000 0. 0000 0 . 1678 0. 1678 0. 0125 0 . 1553 428. 10 12960 . 00 0 . 0000 0. 0000 0 . 1446 0 . 1446 0 . 0108 0 . 1338 428 . 09 13020. 00 0 . 0000 0. 0000 0 . 1245 0. 1245 0 . 0093 0. 1152 428 . 07 13080. 00 0. 0000 0. 0000 0 . 1073 0. 1073 0. 0080 0. 0993 428. 06 13140 . 00 0 . 0000 0. 0000 0. 0924 0 . 0924 0. 0069 0. 0855 428. 05 13200 . 00 0. 0000 0. 0000 0. 0796 0. 0796 0 . 0059 0 . 0737 428. 05 13260 . 00 0. 0000 0 . 0000 0 . 0685 0. 0685 0. 0051 0 . 0634 428. 04 13320. 00 0 . 0000 0. 0000 0 . 0590 0. 0590 0. 0044 0. 0546 428. 03 13380 . 00 0 . 0000 0. 0000 0. 0509 0. 0509 0. 0038 0. 0471 428. 03 13440 . 00 0 . 0000 0. 0000 0. 0438 0. 0438 0 . 0033 0. 0405 428. 03 13500. 00 0 . 0000 0. 0000 0 . 0377 0. 0377 0 . 0028 0 . 0349 428.02 13560 . 00 0 . 0000 0. 0000 0 . 0325 0. 0325 0. 0024 0 . 0301 428. 02 13620 . 00 0. 0000 0. 0000 0 . 0280 0. 0280 0. 0021 0. 0259 428 . 02 13680 . 00 0. 0000 0. 0000 0. 0241 0 . 0241 0 . 0018 0 . 0223 428 . 01 13740. 00 4/20/94 DOWL Engineers page 33 CUCINA-CUCINA FINAL BASIN DESIGN LOT 2 & 3 . APRIL 20, 1994 BY DARREN A. SIMPSON LEVEL POOL ROUTING TABLE LEVEL POOL ROUTING TABLE I1 I2 2S1 SUM 01 02+2S2 STAGE TIME < cfs min > (ft) (min) 0. 0000 0. 0000 0. 0208 0. 0208 0. 0015 0 . 0192 428. 01 13800. 00 0. 0000 0. 0000 0. 0179 0 . 0179 0. 0013 0. 0166 428. 01 13860. 00 0. 0000 0. 0000 0. 0154 0. 0154 0. 0011 0 . 0143 428. 01 13920. 00 0 . 0000 0. 0000 0. 0133 0. 0133 0. 0010 0. 0123 428. 01 13980. 00 0 . 0000 0. 0000 0 . 0114 0. 0114 0. 0009 0. 0106 428. 01 14040. 00 0 . 0000 0. 0000 0. 0099 0. 0099 0. 0007 0. 0091 428. 01 14100. 00 0. 0000 0. 0000 0. 0085 0. 0085 0. 0006 0. 0079 428 . 01 14160. 00 0. 0000 0. 0000 0. 0073 0. 0073 0. 0005 0. 0068 428. 00 14220. 00 0. 0000 0. 0000 0. 0063 0. 0063 0 . 0005 0. 0058 428. 00 14280. 00 0 . 0000 0. 0000 0. 0054 0 . 0054 0. 0004 0. 0050 428. 00 14340. 00 0. 0000 0. 0000 0. 0047 0. 0047 0. 0003 0. 0043 428. 00 14400. 00 0. 0000 0. 0000 0. 0040 0. 0040 0. 0003 0 . 0037 428. 00 14460. 00 0 . 0000 0. 0000 0. 0035 0 . 0035 0 . 0003 0 . 0032 428 . 00 14520. 00 0 . 0000 0. 0000 0. 0030 0 . 0030 0 . 0002 0 . 0028 428 . 00 14580 . 00 0. 0000 0. 0000 0 . 0026 0 . 0026 0 . 0002 0 . 0024 428. 00 14640. 00 0. 0000 0. 0000 0. 0022 0 . 0022 0. 0002 0 . 0020 428. 00 14700. 00 0. 0000 0. 0000 0. 0019 0. 0019 0. 0001 0. 0018 428 . 00 14760. 00 0 . 0000 0. 0000 0. 0016 0. 0016 0. 0001 0. 0015 428. 00 14820. 00 0. 0000 0. 0000 0. 0014 0. 0014 0 . 0001 0 . 0013 428. 00 14880. 00 0. 0000 0. 0000 0 . 0012 0. 0012 0 . 0001 0. 0011 428. 00 14940. 00 0. 0000 0. 0000 0. 0011 0. 0011 0. 0001 0 . 0010 428. 00 15000. 00 0. 0000 0. 0000 0. 0009 0. 0009 0. 0001 0 . 0008 428. 00 15060. 00 0 . 0000 0. 0000 0. 0008 0. 0008 0. 0001 0. 0007 428 . 00 15120 . 00 0 . 0000 0. 0000 0. 0007 0 . 0007 0 . 0000 0 . 0006 428 . 00 15180 . 00 0. 0000 0. 0000 0. 0006 0. 0006 0. 0000 0 . 0005 428. 00 15240. 00 0. 0000 0. 0000 0. 0005 0. 0005 0. 0000 0 . 0005 428. 00 15300. 00 0. 0000 0. 0000 0. 0004 0. 0004 0. 0000 0. 0004 428 . 00 15360. 00 0 . 0000 0. 0000 0. 0004 0 . 0004 0 . 0000 0. 0003 428 . 00 15420. 00 0. 0000 0. 0000 0. 0003 0. 0003 0. 0000 0. 0003 428 . 00 15480. 00 0. 0000 0. 0000 0. 0003 0. 0003 0. 0000 0 . 0003 428. 00 15540. 00 0 . 0000 0. 0000 0. 0002 0. 0002 0.0000 0. 0002 428. 00 15600. 00 0. 0000 0. 0000 0. 0002 0. 0002 0. 0000 0 . 0002 428 . 00 15660. 00 0. 0000 0. 0000 0. 0002 0. 0002 0. 0000 0. 0002 428. 00 15720 . 00 0. 0000 0. 0000 0. 0002 0. 0002 0. 0000 0 . 0001 428. 00 15780. 00 0 . 0000 0. 0000 0. 0001 0. 0001 0. 0000 0 . 0001 428. 00 15840. 00 0. 0000 0. 0000 0. 0001 0. 0001 0. 0000 0 . 0001 428 . 00 15900. 00 0. 0000 0. 0000 0 . 0001 0. 0001 0 . 0000 0 . 0001 428 . 00 15960. 00 0. 0000 0. 0000 0. 0001 0. 0001 0 . 0000 0. 0001 428. 00 16020 . 00 0 . 0000 0. 0000 0. 0001 0. 0001 0. 0000 0 . 0001 428. 00 16080. 00 0. 0000 0. 0000 0. 0001 0. 0001 0. 0000 0 . 0001 428 . 00 16140. 00 0. 0000 0. 0000 0 . 0001 0. 0001 0 . 0000 0. 0000 428. 00 16200 . 00 0. 0000 0. 0000 0. 0000 0. 0000 0. 0000 0. 0000 428. 00 16260. 00 0 . 0000 0. 0000 0. 0000 0. 0000 0. 0000 0 . 0000 428. 00 16320. 00 0. 0000 0. 0000 0. 0000 0. 0000 0 . 0000 0 . 0000 428 . 00 16380. 00 0. 0000 0. 0000 0 . 0000 0. 0000 0. 0000 0 . 0000 428 . 00 16440 . 00 0 . 0000 0. 0000 0. 0000 0 . 0000 0. 0000 0 . 0000 428 . 00 16500. 00 4/20/94 DOWL Engineers page 34 CUCINA-CUCINA FINAL BASIN DESIGN LOT 2 & 3 . APRIL 20, 1994 BY DARREN A. SIMPSON LEVEL POOL ROUTING TABLE LEVEL POOL ROUTING TABLE I1 12 2S1 SUM 01 02+2S2 STAGE TIME cfs min > (ft) (min) 0. 0000 0. 0000 0. 0000 0 . 0000 0 . 0000 0. 0000 428. 00 16560. 00 0 . 0000 0. 0000 0. 0000 0 . 0000 0 . 0000 0. 0000 428. 00 16620. 00 0 . 0000 0. 0000 0 . 0000 0. 0000 0 . 0000 0 . 0000 428. 00 16680. 00 0 . 0000 0. 0000 0. 0000 0. 0000 0. 0000 0. 0000 428 . 00 16740 . 00 4/20/94 DOWL Engineers page 35 CUCINA-CUCINA FINAL BASIN DESIGN LOT 2 & 3 . APRIL 20, 1994 BY DARREN A. SIMPSON ROUTING REPORT STORAGE LIST ID No. 1 Description: FINAL POND LOT2 & 3 COMBO MULTIPLE ORIFICE ID No. 1 Description: 7-day orifice design Outlet Elev: 428 . 00 Elev: 428 . 00 ft Orifice Diameter: 1.2129 in. Elev: 430 . 90 ft Orifice 2 Diameter: 1.3418 in. ROUTING CURVE STAGE STORAGE OUTFLOW 0+2S STAGE STORAGE OUTFLOW Or2S STAGE STORAGE OUTFLOW 0+2S (ft) (cf) (cfs) cfs-min (ft) (cf) (cfs) cfs-min (ft) (cf) (cfs) cfs-min 428.00 0.0000 0.0000 0.0000 429.70 5628 0.0521 3.1786 431.40 13116 0.1082 7.3946 428.10 305.10 0.0126 0.1821 429.80 5996 0.0536 3.3846 431.50 13623 0.1125 7.6809 428.20 610.20 0.0179 0.3569 429.90 6364 0.0550 3.5905 431.60 14130 0.1166 7.9668 428.30 915.30 0.0219 0.5304 430.00 6732 0.0565 3.7965 431.70 14638 0.1205 8.2526 428.40 1220 0.0252 0.7032 430.10 7167 0.0579 4.0397 431.80 15145 0.1242 8.5382 428.50 1526 0.0282 0.8757 430.20 7603 0.0592 4.2830 431.90 15653 0.1277 8.8236 428.60 1831 0.0309 1.0479 430.30 8038 0.0605 4.5262 432.00 16160 0.1311 9.1089 428.70 2136 0.0334 1.2199 430.40 8474 0.0618 4.7694 432.10 16544 0.1344 9.3255 428.80 2441 0.0357 1.3917 430.50 8909 0.0631 5.0126 432.20 16928 0.1375 9.5420 428.90 2746 0.0379 1.5634 430.60 9344 0.0644 5.2557 432.30 17312 0.1406 9.7584 429.00 3051 0.0399 1.7349 430.70 9780 0.0656 5.4988 432.40 17696 0.1436 9.9747 429.10 3419 0.0419 1.9414 430.80 10215 0.0668 5.7419 432.50 18080 0.1465 10.191 429.20 3787 0.0437 2.1477 430.90 10651 0.0680 5.9850 432.60 18464 0.1493 10.407 429.30 4155 0.0455 2.3540 431.00 11086 0.0846 6.2435 432.70 18848 0.1521 10.623 429.40 4523 0.0472 2.5602 431.10 11593 0.0921 6.5329 432.80 19232 0.1548 10.839 429.50 4892 0.0489 2.7664 431.20 12101 0.0982 6.8208 432.90 19616 0.1575 11.055 429.60 5260 0.0505 2.9725 431.30 12608 0.1034 7.1080 4/20/94 DOWL Engineers page 36 CUCINA-CUCINA FINAL BASIN DESIGN LOT 2 & 3 . APRIL 20, 1994 BY DARREN A. SIMPSON LEVEL POOL ROUTING TABLE 10-yr 7-day MATCH Q (cfs) 0. 11 INFLOW Q (cfs) : 0. 65 PEAK STAGE (ft) : 431. 51 PEAK OUTFLOW 0 . 11 PEAK TIME: 4560. 00 min. INFLOW HYD No. : 4 OUTFLOW HYD No. : 7 LEVEL POOL ROUTING TABLE I1 I2 2S1 SUM 01 02+2S2 STAGE TIME cfs min > (ft) (min) 0 . 0000 0. 0000 0. 0000 0 . 0000 0. 0000 0. 0000 428. 00 240 . 00 0. 0000 0. 0020 0. 0000 0. 0021 0. 0000 0. 0021 428 . 00 300 . 00 0 . 0020 0. 0053 0. 0019 0 . 0092 0 . 0001 0 . 0091 428 . 00 360. 00 0 . 0053 0. 0080 0. 0084 0 . 0218 0. 0006 0. 0211 428 . 00 420. 00 0 . 0080 0. 0105 0. 0197 0. 0382 0 . 0015 0. 0368 428 . 01 480. 00 0 . 0105 0. 0126 0. 0342 0 . 0573 0 . 0025 0. 0548 428 . 02 540 . 00 0 . 0126 0. 0145 0. 0510 0 . 0781 0 . 0038 0. 0743 428 . 03 600. 00 0 . 0145 0. 0162 0. 0692 0. 0999 0 . 0052 0. 0947 428 . 04 660 . 00 0 . 0162 0. 0177 0. 0882 0. 1220 0. 0066 0. 1154 428. 05 720 . 00 0 . 0177 0. 0233 0. 1074 0. 1484 0. 0080 0. 1404 428. 06 780 . 00 0. 0233 0. 0266 0. 1306 0. 1805 0. 0097 0. 1707 428. 08 840. 00 0. 0266 0. 0273 0 . 1589 0.2128 0. 0118 0.2009 428. 09 900. 00 0. 0273 0. 0293 0 . 1878 0.2443 0. 0132 0.2312 428. 11 960. 00 0. 0293 0. 0302 0.2171 0 .2766 0. 0141 0 .2625 428. 13 1020. 00 0. 0302 0. 0316 0 .2475 0 .3093 0. 0150 0.2942 428. 15 1080. 00 0. 0316 0. 0324 0 .2782 0.3423 0. 0160 0 .3263 428. 16 1140. 00 0. 0324 0. 0386 0 .3093 0 .3804 0. 0169 0.3634 428. 18 1200. 00 0. 0386 0. 0415 0 .3454 0.4255 0. 0180 0 .4075 428.20 1260. 00 0. 0415 0. 0414 0 .3885 0.4714 0. 0190 0.4524 428.23 1320. 00 0. 0414 0. 0430 0. 4323 0 . 5168 0. 0201 0 .4967 428.26 1380. 00 0. 0430 0. 0434 0. 4756 0. 5620 0. 0211 0. 5409 428 .28 1440. 00 0. 0434 0. 0444 0 . 5189 0. 6066 0. 0221 0 . 5846 428.31 1500. 00 0. 0444 0. 0449 0 . 5616 0. 6509 0. 0229 0 . 6280 428 .33 1560. 00 0. 0449 0. 0521 0 . 6042 0. 7012 0. 0238 0. 6774 428.36 1620. 00 0. 0521 0. 0554 0 . 6527 0.7602 0. 0247 0. 7354 428 . 39 1680. 00 0. 0554 0. 0552 0 .7096 0. 8202 0. 0258 0. 7944 428.42 1740. 00 0. 0552 0. 0577 0. 7676 0. 8805 0. 0268 0. 8537 428 . 45 1800. 00 0. 0577 0 . 0585 0 . 8259 0 . 9420 0 . 0278 0 . 9142 428 . 49 1860. 00 0 . 0585 0. 0602 0 . 8854 1. 0040 0. 0288 0 . 9752 428. 52 1920. 00 0 . 0602 0. 0612 0. 9454 1. 0668 0. 0298 1. 0370 428. 56 1980. 00 0. 0612 0. 0711 1. 0063 1. 1385 0 . 0308 1. 1078 428. 59 2040. 00 0. 0711 0. 0757 1. 0760 1.2228 0 . 0318 1. 1910 428. 63 2100. 00 0 . 0757 0. 0752 1. 1580 1.3089 0 . 0330 1.2760 428 . 68 2160. 00 0. 0752 0 . 0778 1.2418 1.3948 0 . 0342 1.3607 428.73 2220. 00 0 . 0778 0. 0784 1.3254 1. 4816 0 . 0353 1 . 4463 428 . 78 2280. 00 0 . 0784 0. 0801 1. 4099 1. 5683 0 . 0364 1. 5319 428 . 83 2340. 00 0. 0801 0 . 0810 1.4944 1. 6555 0 . 0375 1. 6180 428 . 88 2400. 00 0. 0810 0 . 0929 1. 5795 1.7533 0 . 0385 1. 7148 428 . 93 2460. 00 0 . 0929 0 . 0981 1. 6751 1. 8661 0 . 0397 1. 8264 428 . 99 2520. 00 0. 0981 0. 0971 1.7856 1. 9808 0. 0408 1. 9401 429 . 04 2580. 00 4/20/94 DOWL Engineers page 37 CUCINA-CUCINA FINAL BASIN DESIGN LOT 2 & 3 . APRIL 20, 1994 BY DARREN A. SIMPSON LEVEL POOL ROUTING TABLE LEVEL POOL ROUTING TABLE I1 I2 2S1 SUM 01 02+2S2 STAGE TIME cfs min > (ft) (min) 0. 0971 0 . 0999 1. 8982 2. 0952 0. 0419 2 . 0534 429 . 10 2640. 00 0. 0999 0. 1002 2 . 0105 2 .2106 0. 0429 2 . 1677 429 . 15 2700. 00 0. 1002 0. 1020 2 . 1238 2 . 3261 0 . 0439 2 .2822 429.21 2760. 00 0. 1020 0 . 1028 2 .2373 2 .4420 0 . 0449 2 .3972 429 .27 2820 . 00 0 . 1028 0 . 1398 2 . 3513 2 . 5939 0 . 0459 2 . 5480 429.32 2880 . 00 0. 1398 0 . 1550 2 . 5008 2 . 7957 0. 0471 2 .7486 429.39 2940 . 00 0. 1550 0. 1488 2 . 6998 3 . 0037 0. 0488 2 . 9549 429.49 3000. 00 0. 1488 0. 1985 2 . 9046 3 .2519 0. 0504 3 .2015 429. 59 3060. 00 0. 1985 0.2143 3 . 1493 3 . 5620 0. 0522 3 . 5098 429.71 3120 . 00 0.2143 0.2838 3 . 4553 3 . 9534 0. 0545 3 . 8990 429. 86 3180. 00 0.2838 0. 4489 3 . 8419 4 . 5747 0. 0570 4 . 5177 430. 04 3240. 00 0. 4489 0. 6527 4 . 4572 5 . 5588 0. 0605 5 .4983 430 . 30 3300. 00 0. 6527 0. 4238 5 . 4327 6 . 5093 0. 0656 6.4437 430. 70 3360 . 00 0.4238 0 . 1995 6 . 3539 6. 9771 0 . 0898 6 . 8873 431. 07 3420 . 00 0. 1995 0 .2030 6 . 7879 7 . 1904 0. 0994 7 . 0910 431.22 3480. 00 0.2030 0 . 1551 6 . 9879 7 . 3461 0. 1031 7 .2430 431.29 3540. 00 0. 1551 0 . 1863 7 . 1373 7 . 4788 0. 1057 7 .3731 431.35 3600. 00 0 . 1863 0 . 1683 7 .2653 7 . 6199 0. 1078 7 . 5121 431.39 3660. 00 0. 1683 0 . 1310 7 .4021 7 . 7014 0. 1100 7 . 5915 431.44 3720. 00 0. 1310 0. 1053 7 . 4803 7 . 7165 0. 1112 7 . 6054 431. 47 3780. 00 0. 1053 0. 1218 7 . 4940 7 . 7210 0. 1114 7 . 6096 431.47 3840. 00 0. 1218 0. 1120 7 . 4982 7 . 7320 0. 1114 7 . 6205 431.48 3900. 00 0. 1120 0. 1186 7 . 5089 7 . 7395 0. 1116 7 . 6279 431.48 3960. 00 0. 1186 0. 1150 7 . 5162 7 . 7498 0 . 1117 7 . 6380 431.48 4020. 00 0. 1150 0. 1177 7 . 5262 7 .7588 0. 1119 7 . 6470 431.49 4080. 00 0. 1177 0 . 1165 7 . 5349 7 . 7691 0 . 1120 7 . 6571 431.49 4140. 00 0. 1165 0 . 1177 7 . 5449 7 . 7791 0. 1122 7 . 6669 431.49 4200. 00 0. 1177 0 . 1174 7 . 5546 7 .7897 0. 1123 7 . 6774 431. 50 4260. 00 0. 1174 0 . 1180 7 . 5649 7 . 8003 0. 1125 7 . 6878 431. 50 4320. 00 0. 1180 0. 1180 7 . 5752 7 . 8112 0. 1126 7 . 6986 431. 50 4380. 00 0. 1180 0. 1184 7 . 5858 7 . 8223 0. 1128 7 . 7095 431. 51 4440. 00 0. 1184 0 . 1186 7 . 5966 7 . 8336 0. 1129 7 .7207 431. 51 4500 . 00 0. 1186 0 . 1022 7 . 6076 7 . 8283 0. 1131 7 .7152 431. 51 4560. 00 0. 1022 0. 0960 7 . 6022 7 . 8004 0. 1130 7 . 6874 431. 51 4620. 00 0. 0960 0. 1001 7 . 5747 7 . 7708 0. 1126 7 . 6582 431. 50 4680 . 00 0. 1001 0. 0978 7 . 5460 7 .7439 0. 1122 7 . 6317 431.49 4740. 00 0. 0978 0. 0995 7 . 5199 7 . 7172 0. 1118 7 . 6054 431. 48 4800 . 00 0. 0995 0. 0987 7 . 4940 7 . 6922 0. 1114 7 . 5808 431. 47 4860. 00 0. 0987 0 . 0994 7 . 4698 7 . 6679 0. 1110 7 . 5569 431. 47 4920. 00 0. 0994 0. 0992 7 . 4463 7 . 6449 0. 1106 7 . 5343 431. 46 4980 . 00 0. 0992 0 . 0996 7 . 4240 7 . 6227 0. 1103 7 . 5124 431. 45 5040. 00 0. 0996 0 . 0996 7 .4025 7 . 6016 0 . 1100 7 .4917 431. 44 5100. 00 0. 0996 0 . 0998 7 . 3820 7 . 5814 0 . 1096 7 .4717 431. 43 5160. 00 0. 0998 0 . 0999 7 . 3624 7 . 5621 0 . 1093 7 . 4528 431. 43 5220 . 00 0. 0999 0 . 1000 7 . 3437 7 . 5436 0. 1090 7 . 4346 431.42 5280 . 00 0. 1000 0 . 1002 7 . 3258 7 . 5260 0 . 1088 7 . 4173 431. 41 5340. 00 4/20/94 DOWL Engineers page 38 CUCINA-CUCINA FINAL BASIN DESIGN LOT 2 & 3 . APRIL 20, 1994 BY DARREN A. SIMPSON LEVEL POOL ROUTING TABLE LEVEL POOL ROUTING TABLE I1 I2 2S1 SUM 01 02+2S2 STAGE TIME cfs min > (ft) (min) 0. 1002 0. 0793 7 .3088 7 . 4882 0 . 1085 7 . 3797 431. 41 5400. 00 0. 0793 0. 0714 7 .2718 7 . 4225 0. 1079 7 .3146 431.39 5460. 00 0. 0714 0 . 0764 7 .2078 7 .3557 0. 1068 7 .2488 431. 37 5520. 00 0. 0764 0 . 0734 7 . 1431 7 .2929 0. 1057 7 . 1872 431. 35 5580. 00 0. 0734 0 . 0754 7 . 0825 7 .2313 0. 1047 7 . 1266 431.33 5640. 00 0. 0754 0. 0743 7 . 0229 7 . 1726 0. 1037 7 . 0688 431. 31 5700. 00 0. 0743 0 . 0751 6 . 9661 7 . 1155 0 . 1027 7 . 0128 431.29 5760. 00 0. 0751 0. 0747 6. 9111 7 . 0610 0. 1017 6. 9593 431.27 5820. 00 0. 0747 0. 0751 6 . 8586 7 . 0083 0 . 1007 6. 9076 431.25 5880. 00 0. 0751 0 . 0749 6. 8079 6 . 9579 0 . 0998 6. 8581 431.23 5940. 00 0. 0749 0 . 0751 6 . 7593 6 . 9093 0 . 0989 6 . 8105 431.21 6000. 00 0. 0751 0 . 0751 6. 7125 6 . 8627 0. 0980 6 . 7648 431.20 6060. 00 0. 0751 0 . 0752 6. 6678 6 . 8181 0. 0970 6 . 7211 431. 18 6120. 00 0. 0752 0. 0753 6. 6250 6. 7755 0. 0961 6 . 6794 431. 17 6180. 00 0. 0753 0. 0753 6. 5842 6.7348 0 . 0952 6 . 6396 431. 15 6240. 00 0. 0753 0. 0754 6 . 5452 6. 6959 0 . 0944 6. 6015 431. 14 6300 . 00 0. 0754 0 . 0754 6 . 5080 6 . 6588 0 . 0936 6. 5652 431. 12 6360 . 00 0. 0754 0. 0755 6 .4724 6 . 6233 0 . 0928 6 . 5305 431. 11 6420. 00 0. 0755 0. 0756 6 .4384 6 . 5895 0. 0921 6 . 4974 431. 10 6480 . 00 0. 0756 0. 0756 6.4062 6 . 5574 0. 0912 6 . 4662 431. 09 6540. 00 0. 0756 0. 0757 6. 3758 6 . 5271 0 . 0904 6 . 4367 431. 08 6600. 00 0 . 0757 0 . 0757 6.3470 6 . 4984 0. 0896 6. 4088 431. 07 6660. 00 0. 0757 0. 0758 6.3199 6. 4714 0 . 0889 6. 3825 431. 06 6720. 00 0. 0758 0 . 0758 6.2943 6 . 4459 0 . 0882 6. 3577 431. 05 6780 . 00 0. 0758 0 . 0759 6.2701 6 . 4218 0 . 0876 6 . 3343 431. 04 6840. 00 0 . 0759 0 . 0759 6 .2473 6 .3992 0 . 0870 6. 3122 431. 03 6900. 00 0 . 0759 0. 0760 6 .2258 6 .3777 0 . 0864 6 .2914 431. 02 6960. 00 0. 0760 0 . 0761 6.2055 6. 3576 0. 0858 6. 2717 431. 02 7020. 00 0 . 0761 0. 0600 6. 1864 6.3224 0. 0853 6.2371 431. 01 7080. 00 0. 0600 0 . 0539 6. 1529 6.2669 0 . 0842 6. 1827 431. 00 7140. 00 0. 0539 0. 0578 6. 1020 6.2137 0. 0807 6 . 1330 430. 98 7200. 00 0. 0578 0. 0554 6. 0555 6 . 1687 0. 0775 6 . 0912 430. 96 7260. 00 0. 0554 0. 0569 6. 0164 6 . 1287 0. 0748 6. 0539 430. 94 7320. 00 0. 0569 0 . 0560 5. 9815 6. 0944 0. 0724 6. 0220 430. 93 7380. 00 0 . 0560 0 . 0566 5 . 9517 6 . 0643 0. 0704 5 . 9940 430. 91 7440. 00 0 . 0566 0 . 0563 5 . 9254 6 . 0383 0 . 0686 5 . 9698 430. 90 7500 . 00 0 . 0563 0 . 0565 5. 9019 6 . 0147 0. 0679 5 . 9468 430. 89 7560. 00 0 . 0565 0. 0564 5. 8790 5 . 9920 0. 0678 5 . 9242 430. 88 7620. 00 0 . 0564 0 . 0565 5. 8565 5. 9695 0. 0677 5 . 9018 430. 87 7680. 00 0. 0565 0. 0565 5. 8342 5 . 9473 0. 0676 5. 8797 430. 87 7740. 00 0 . 0565 0 . 0566 5 . 8122 5 . 9253 0 . 0675 5 . 8579 430. 86 7800. 00 0. 0566 0 . 0566 5.7905 5 . 9037 0 . 0674 5 . 8363 430. 85 7860. 00 0. 0566 0. 0566 5 .7690 5 . 8822 0. 0673 5 . 8150 430 . 84 7920. 00 0. 0566 0. 0566 5 . 7478 5 . 8611 0 . 0672 5. 7939 430. 83 7980. 00 0 . 0566 0 . 0567 5. 7269 5 . 8402 0 . 0671 5 . 7731 430. 82 8040. 00 0 . 0567 0 . 0567 5.7062 5. 8195 0 . 0670 5 . 7526 430. 81 8100. 00 4/20/94 DOWL Engineers page 39 CUCINA-CUCINA FINAL BASIN DESIGN LOT 2 & 3 . APRIL 20, 1994 BY DARREN A. SIMPSON LEVEL POOL ROUTING TABLE LEVEL POOL ROUTING TABLE I1 I2 2S1 SUM 01 02+2S2 STAGE TIME cfs min > (ft) (min) 0. 0567 0. 0567 5 . 6857 5.7991 0 . 0669 5. 7323 430. 80 8160. 00 0. 0567 0. 0567 5. 6655 5.7790 0 . 0668 5. 7122 430 . 80 8220. 00 0. 0567 0. 0568 5. 6456 5 .7591 0 . 0667 5 . 6924 430 .79 8280. 00 0. 0568 0. 0568 5. 6259 5 .7394 0 . 0666 5 . 6729 430 .78 8340. 00 0. 0568 0. 0568 5. 6064 5. 7200 0 . 0665 5 . 6536 430 .77 8400. 00 0. 0568 0. 0568 5. 5872 5 . 7009 0. 0664 5 . 6345 430.76 8460. 00 0. 0568 0. 0569 5 . 5682 5. 6819 0 . 0663 5 . 6157 430.76 8520. 00 0. 0569 0. 0569 5. 5495 5. 6632 0. 0662 5 . 5970 430.75 8580. 00 0. 0569 0 . 0569 5. 5310 5. 6448 0 . 0661 5 . 5787 430 .74 8640. 00 0. 0569 0. 0569 5. 5127 5. 6265 0. 0660 5 . 5605 430 .73 8700. 00 0. 0569 0. 0570 5 .4946 5. 6085 0. 0659 5 . 5426 430 .73 8760. 00 0. 0570 0. 0570 5.4768 5. 5907 0 . 0658 5 . 5249 430 .72 8820. 00 0. 0570 0. 0570 5 .4592 5. 5731 0 . 0657 5 . 5074 430 .71 8880. 00 0. 0570 0 . 0570 5. 4418 5 . 5558 0 . 0656 5 . 4902 430 .70 8940. 00 0 . 0570 0 . 0570 5. 4246 5 . 5387 0 . 0656 5 .4731 430 .70 9000. 00 0 .0570 0 . 0571 5. 4076 5 . 5217 0 . 0655 5 . 4563 430 . 69 9060. 00 0 .0571 0 . 0571 5. 3909 5. 5050 0 . 0654 5 . 4397 430 . 68 9120. 00 0. 0571 0. 0571 5.3744 5.4886 0. 0653 5 . 4233 430 . 68 9180. 00 0. 0571 0. 0571 5. 3580 5.4723 0. 0652 5 .4071 430. 67 9240. 00 0. 0571 0. 0571 5. 3419 5.4562 0 . 0651 5 . 3911 430 . 66 9300. 00 0. 0571 0. 0572 5. 3260 5 . 4403 0. 0651 5 .3753 430. 66 9360. 00 0. 0572 0. 0572 5.3103 5.4247 0 . 0650 5 .3597 430. 65 9420. 00 0. 0572 0. 0572 5.2948 5. 4092 0 . 0649 5 . 3443 430 . 64 9480. 00 0. 0572 0. 0572 5.2795 5 . 3939 0 . 0648 5 . 3291 430. 64 9540. 00 0 . 0572 0. 0573 5.2644 5. 3789 0 . 0647 5 .3141 430. 63 9600 . 00 0 .0573 0 . 0573 5.2495 5 . 3640 0 . 0647 5 .2993 430 . 62 9660. 00 0. 0573 0. 0573 5. 2347 5. 3493 0 . 0646 5.2847 430. 62 9720. 00 0. 0573 0 . 0573 5.2202 5 .3348 0. 0645 5.2703 430 . 61 9780. 00 0 .0573 0. 0573 5.2058 5. 3205 0. 0644 5.2560 430. 61 9840. 00 0. 0573 0. 0574 5. 1917 5. 3063 0. 0644 5.2420 430. 60 9900. 00 0. 0574 0 . 0574 5. 1777 5 .2924 0. 0643 5.2281 430. 59 9960. 00 0 . 0574 0. 0574 5 . 1639 5.2786 0. 0642 5.2144 430. 59 10020. 00 0.0574 0 . 0574 5. 1502 5 .2651 0. 0642 5 .2009 430. 58 10080 . 00 0 . 0574 0 . 0109 5. 1368 5.2051 0. 0641 5 . 1410 430 . 58 10140 . 00 0 . 0109 0 . 0000 5. 0772 5. 0881 0. 0638 5 . 0243 430 . 55 10200 . 00 0. 0000 0 . 0000 4. 9611 4 . 9611 0. 0632 4 . 8979 430. 50 10260 . 00 0. 0000 0. 0000 4 . 8354 4 . 8354 0. 0625 4 .7729 430 .45 10320 . 00 0 . 0000 0. 0000 4.7110 4 . 7110 0. 0619 4 . 6492 430. 40 10380. 00 0. 0000 0. 0000 4 . 5880 4 . 5880 0. 0612 4 . 5268 430.35 10440. 00 0. 0000 0. 0000 4 .4662 4 . 4662 0. 0605 4 .4057 430 .30 10500. 00 0 . 0000 0. 0000 4 .3458 4 .3458 0. 0599 4 .2859 430 .25 10560. 00 0. 0000 0. 0000 4.2267 4 .2267 0 . 0592 4 . 1674 430.20 10620. 00 0 . 0000 0. 0000 4 . 1089 4 . 1089 0 . 0586 4 . 0503 430. 15 10680. 00 0 . 0000 0. 0000 3 . 9924 3 . 9924 0 . 0579 3 . 9345 430. 10 10740. 00 0. 0000 0. 0000 3 . 8772 3 . 8772 0 . 0572 3 . 8200 430. 06 10800. 00 0 . 0000 0. 0000 3 . 7634 3 .7634 0 . 0566 3 .7068 430. 01 10860. 00 4/20/94 DOWL Engineers page 40 CUCINA-CUCINA FINAL BASIN DESIGN LOT 2 & 3 . APRIL 20, 1994 BY DARREN A. SIMPSON LEVEL POOL ROUTING TABLE LEVEL POOL ROUTING TABLE I1 I2 2S1 SUM 01 02+2S2 STAGE TIME cfs min > (ft) (min) 0. 0000 0 . 0000 3 . 6510 3 . 6510 0. 0558 3 . 5951 429 . 96 10920. 00 0. 0000 0 . 0000 3 . 5401 3 . 5401 0 . 0551 3 . 4850 429 . 90 10980 . 00 0 . 0000 0 . 0000 3 . 4307 3 . 4307 0 . 0543 3 .3765 429 . 85 11040. 00 0. 0000 0 . 0000 3 .3230 3 .3230 0. 0535 3 .2695 429 . 80 11100. 00 0. 0000 0 . 0000 3 .2167 3 .2167 0. 0527 3 . 1640 429 .74 11160. 00 0. 0000 0 . 0000 3 . 1121 3 . 1121 0. 0519 3 . 0601 429. 69 11220. 00 0 . 0000 0 . 0000 3 . 0090 3 . 0090 0. 0512 2 . 9578 429. 64 11280. 00 0. 0000 0 . 0000 2 . 9074 2 . 9074 0. 0504 2 . 8571 429. 59 11340. 00 0. 0000 0 . 0000 2 . 8075 2 . 8075 0. 0496 2 . 7579 429. 54 11400 . 00 0. 0000 0 . 0000 2 . 7090 2 .7090 0. 0488 2 . 6602 429 . 50 11460 . 00 0 . 0000 0 . 0000 2 . 6122 2 . 6122 0. 0480 2 . 5641 429 .45 11520 . 00 0 . 0000 0. 0000 2 . 5169 2 . 5169 0 . 0473 2 . 4696 429 .40 11580. 00 0. 0000 0. 0000 2 . 4231 2 . 4231 0. 0465 2 . 3766 429 .36 11640. 00 0. 0000 0 . 0000 2 .3309 2 .3309 0. 0457 2 .2852 429. 31 11700. 00 0. 0000 0 . 0000 2 .2403 2 .2403 0. 0449 2 . 1954 429 .27 11760. 00 0. 0000 0 . 0000 2 . 1512 2. 1512 0. 0441 2 . 1071 429.22 11820. 00 0. 0000 0 . 0000 2 . 0637 2 . 0637 0 . 0434 2 . 0204 429. 18 11880 . 00 0. 0000 0 . 0000 1. 9778 1. 9778 0. 0426 1. 9352 429 . 14 11940. 00 0. 0000 0 . 0000 1. 8934 1. 8934 0. 0418 1. 8516 429 . 10 12000. 00 0. 0000 0 . 0000 1. 8106 1. 8106 0. 0410 1. 7695 429. 06 12060. 00 0. 0000 0 . 0000 1.7293 1. 7293 0. 0402 1. 6890 429. 02 12120. 00 0. 0000 0. 0000 1. 6497 1. 6497 0. 0394 1. 6103 428. 97 12180. 00 0. 0000 0. 0000 1. 5719 1. 5719 0. 0384 1. 5334 428. 93 12240. 00 0. 0000 0. 0000 1. 4959 1.4959 0. 0375 1.4584 428 . 88 12300. 00 0. 0000 0. 0000 1. 4219 1.4219 0 . 0365 1. 3853 428 . 84 12360. 00 0. 0000 0. 0000 1.3497 1. 3497 0. 0356 1. 3141 428. 80 12420. 00 0. 0000 0 . 0000 1.2794 1.2794 0. 0347 1.2448 428. 75 12480 . 00 0. 0000 0 . 0000 1.2110 1.2110 0. 0337 1. 1773 428. 71 12540 . 00 0. 0000 0 . 0000 1. 1445 1. 1445 0 . 0328 1. 1117 428 . 68 12600. 00 0. 0000 0 . 0000 1. 0799 1. 0799 0. 0318 1. 0480 428. 64 12660. 00 0. 0000 0 . 0000 1. 0171 1. 0171 0. 0309 0 . 9862 428. 60 12720 . 00 0. 0000 0 . 0000 0. 9562 0. 9562 0. 0300 0 . 9263 428 . 56 12780 . 00 0. 0000 0 . 0000 0. 8973 0. 8973 0. 0290 0 . 8682 428 . 53 12840. 00 0. 0000 0 . 0000 0 . 8401 0. 8401 0. 0281 0 . 8120 428. 50 12900. 00 0. 0000 0 . 0000 0 .7849 0.7849 0 . 0271 0 . 7578 428 .46 12960. 00 0. 0000 0 . 0000 0.7316 0. 7316 0. 0262 0 . 7054 428.43 13020. 00 0. 0000 0. 0000 0 . 6801 0. 6801 0. 0253 0 . 6548 428 . 40 13080. 00 0. 0000 0 . 0000 0. 6305 0. 6305 0. 0243 0 . 6062 428 .37 13140. 00 0. 0000 0 . 0000 0. 5829 0. 5829 0. 0234 0. 5595 428 .34 13200. 00 0. 0000 0 . 0000 0. 5371 0. 5371 0. 0224 0 . 5147 428.32 13260. 00 0. 0000 0 . 0000 0.4931 0 . 4931 0. 0215 0 . 4716 428 .29 13320 . 00 0. 0000 0. 0000 0.4511 0 .4511 0. 0205 0 . 4306 428 .27 13380. 00 0. 0000 0. 0000 0 .4111 0. 4111 0. 0196 0. 3915 428 .24 13440. 00 0. 0000 0 . 0000 0.3729 0.3729 0 . 0187 0 . 3542 428 .22 13500. 00 0 . 0000 0 . 0000 0. 3364 0.3364 0. 0178 0 . 3187 428 .20 13560 . 00 0. 0000 0 . 0000 0.3019 0 . 3019 0. 0167 0 .2852 428 . 18 13620. 00 4/20/94 DOWL Engineers page 41 CUCINA-CUCINA FINAL BASIN DESIGN LOT 2 & 3 . APRIL 20, 1994 BY DARREN A. SIMPSON LEVEL POOL ROUTING TABLE LEVEL POOL ROUTING TABLE I1 I2 2S1 SUM 01 02+252 STAGE TIME cfs min > (ft) (min) 0. 0000 0. 0000 0.2695 0.2695 0. 0157 0 .2538 428 . 16 13680. 00 0. 0000 0 . 0000 0 .2390 0.2390 0. 0148 0.2243 428. 14 13740 . 00 0 . 0000 0 . 0000 0 .2104 0.2104 0 . 0139 0 . 1965 428 . 12 13800. 00 0 . 0000 0. 0000 0 . 1834 0. 1834 0 . 0131 0 . 1704 428. 11 13860 . 00 0 . 0000 0 . 0000 0 . 1586 0. 1586 0 . 0118 0 . 1468 428. 09 13920 . 00 0 . 0000 0. 0000 0 . 1366 0. 1366 0 . 0102 0 . 1264 428. 08 13980. 00 0 . 0000 0. 0000 0. 1177 0. 1177 0 . 0088 0 . 1089 428 . 07 14040. 00 0 .0000 0. 0000 0. 1013 0. 1013 0 . 0075 0 . 0938 428. 06 14100. 00 0. 0000 0 . 0000 0. 0873 0 . 0873 0 . 0065 0 . 0808 428. 05 14160 . 00 0. 0000 0 . 0000 0 . 0752 0 . 0752 0 . 0056 0 . 0696 428. 04 14220 . 00 0. 0000 0. 0000 0 . 0648 0 . 0648 0 . 0048 0 . 0599 428 . 04 14280 . 00 0. 0000 0. 0000 0. 0558 0. 0558 0 . 0042 0. 0516 428. 03 14340 . 00 0 . 0000 0. 0000 0. 0481 0. 0481 0. 0036 0 . 0445 428 . 03 14400 . 00 0. 0000 0 . 0000 0 . 0414 0. 0414 0 . 0031 0 . 0383 428 . 02 14460. 00 0. 0000 0 . 0000 0. 0357 0. 0357 0. 0027 0 . 0330 428 . 02 14520 . 00 0 . 0000 0. 0000 0. 0307 0. 0307 0. 0023 0 . 0284 428 . 02 14580. 00 0 . 0000 0 . 0000 0. 0265 0. 0265 0 . 0020 0 . 0245 428 . 02 14640. 00 0 . 0000 0 . 0000 0. 0228 0. 0228 0 . 0017 0 . 0211 428. 01 14700. 00 0 . 0000 0 . 0000 0. 0196 0 . 0196 0. 0015 0 . 0182 428 . 01 14760. 00 0 . 0000 0 . 0000 0. 0169 0. 0169 0 . 0013 0 . 0156 428 . 01 14820. 00 0 . 0000 0. 0000 0. 0146 0 . 0146 0 . 0011 0 . 0135 428 . 01 14880. 00 0 . 0000 0 . 0000 0. 0125 0. 0125 0 . 0009 0. 0116 428 . 01 14940. 00 0 . 0000 0 . 0000 0. 0108 0. 0108 0. 0008 0. 0100 428 . 01 15000. 00 0 . 0000 0. 0000 0 . 0093 0. 0093 0 . 0007 0 . 0086 428 . 01 15060 . 00 0 . 0000 0. 0000 0. 0080 0. 0080 0. 0006 0. 0074 428 . 00 15120 . 00 0 . 0000 0. 0000 0. 0069 0. 0069 0 . 0005 0. 0064 428 . 00 15180. 00 0. 0000 0 . 0000 0. 0059 0. 0059 0. 0004 0. 0055 428 . 00 15240. 00 0. 0000 0. 0000 0. 0051 0. 0051 0. 0004 0 . 0047 428 . 00 15300. 00 0. 0000 0. 0000 0. 0044 0. 0044 0. 0003 0. 0041 428. 00 15360. 00 0. 0000 0. 0000 0. 0038 0. 0038 0. 0003 0 . 0035 428. 00 15420. 00 0. 0000 0. 0000 0. 0033 0. 0033 0. 0002 0. 0030 428 . 00 15480. 00 0. 0000 0. 0000 0. 0028 0. 0028 0. 0002 0 . 0026 428. 00 15540. 00 0. 0000 0. 0000 0. 0024 0. 0024 0 . 0002 0 . 0022 428. 00 15600. 00 0. 0000 0. 0000 0. 0021 0. 0021 0. 0002 0 . 0019 428. 00 15660. 00 0. 0000 0 . 0000 0. 0018 0. 0018 0 . 0001 0 . 0017 428 . 00 15720 . 00 0. 0000 0. 0000 0. 0016 0. 0016 0 . 0001 0 . 0014 428 . 00 15780 . 00 0. 0000 0. 0000 0. 0013 0. 0013 0. 0001 0 . 0012 428 . 00 15840. 00 0. 0000 0. 0000 0. 0012 0. 0012 0 . 0001 0. 0011 428 . 00 15900. 00 0. 0000 0. 0000 0.0010 0. 0010 0. 0001 0. 0009 428 . 00 15960. 00 0. 0000 0 . 0000 0. 0009 0. 0009 0. 0001 0 . 0008 428 . 00 16020. 00 0. 0000 0. 0000 0. 0007 0. 0007 0. 0001 0 . 0007 428 . 00 16080. 00 0 . 0000 0. 0000 0. 0006 0. 0006 0. 0000 0. 0006 428 . 00 16140. 00 0. 0000 0 . 0000 0. 0005 0. 0005 0. 0000 0. 0005 428. 00 16200. 00 0. 0000 0 . 0000 0. 0005 0. 0005 0. 0000 0 . 0004 428. 00 16260 . 00 0 . 0000 0 . 0000 0. 0004 0. 0004 0 . 0000 0 . 0004 428 . 00 16320 . 00 0 . 0000 0. 0000 0. 0003 0 . 0003 0 . 0000 0. 0003 428 . 00 16380 . 00 4/20/94 DOWL Engineers page 42 CUCINA-CUCINA FINAL BASIN DESIGN LOT 2 & 3 . APRIL 20, 1994 BY DARREN A. SIMPSON LEVEL POOL ROUTING TABLE LEVEL POOL ROUTING TABLE I1 I2 2S1 SUM 01 02+2S2 STAGE TIME < cfs min > (ft) (min) 0 . 0000 0. 0000 0 . 0003 0. 0003 0. 0000 0. 0003 428 . 00 16440. 00 0 . 0000 0. 0000 0 . 0003 0. 0003 0. 0000 0 . 0002 428 . 00 16500. 00 0 . 0000 0. 0000 0 . 0002 0. 0002 0. 0000 0. 0002 428 . 00 16560. 00 0 . 0000 0 . 0000 0. 0002 0. 0002 0. 0000 0. 0002 428 . 00 16620. 00 0 . 0000 0 . 0000 0 . 0002 0. 0002 0. 0000 0. 0002 428. 00 16680. 00 0 . 0000 0 . 0000 0. 0001 0 . 0001 0 . 0000 0. 0001 428 . 00 16740. 00 0 . 0000 0 . 0000 0. 0001 0 . 0001 0 . 0000 0. 0001 428. 00 16800. 00 0. 0000 0. 0000 0. 0001 0. 0001 0 . 0000 0. 0001 428. 00 16860. 00 0. 0000 0. 0000 0. 0001 0. 0001 0 . 0000 0 . 0001 428. 00 16920. 00 0 . 0000 0. 0000 0 . 0001 0. 0001 0. 0000 0. 0001 428 . 00 16980. 00 0 . 0000 0. 0000 0 . 0001 0 . 0001 0. 0000 0. 0001 428 . 00 17040. 00 0 . 0000 0 . 0000 0 . 0001 0. 0001 0 . 0000 0. 0001 428. 00 17100. 00 0 . 0000 0 . 0000 0. 0001 0 . 0001 0 . 0000 0. 0000 428. 00 17160 . 00 0. 0000 0 . 0000 0. 0000 0. 0000 0 . 0000 0 . 0000 428 . 00 17220. 00 0. 0000 0. 0000 0. 0000 0. 0000 0. 0000 0 . 0000 428 . 00 17280. 00 0 . 0000 0. 0000 0. 0000 0. 0000 0. 0000 0. 0000 428. 00 17340. 00 0 . 0000 0. 0000 0 . 0000 0. 0000 0 . 0000 0. 0000 428 . 00 17400 . 00 0 . 0000 0 . 0000 0 . 0000 0 . 0000 0 . 0000 0. 0000 428 . 00 17460. 00 0. 0000 0. 0000 0. 0000 0. 0000 0 . 0000 0 . 0000 428 . 00 17520. 00 0. 0000 0 . 0000 0. 0000 0. 0000 0 . 0000 0 . 0000 428 . 00 17580. 00 0. 0000 0 . 0000 0. 0000 0. 0000 0 . 0000 0 . 0000 428. 00 17640. 00 4/20/94 DOWL Engineers page 43 CUCINA-CUCINA FINAL BASIN DESIGN LOT 2 & 3 . APRIL 20, 1994 BY DARREN A. SIMPSON ROUTING REPORT STORAGE LIST ID No. 1 Description: FINAL POND LOT2 & 3 COMBO COMBINATION DISCHARGE ID No. 3 Description: orifice with notch weir Structure: 1 Structure: Structure: 2 Structure: Structure: ROUTING CURVE STAGE STORAGE OUTFLOW O+2S STAGE STORAGE OUTFLOW 0+2S STAGE STORAGE OUTFLOW 0+2S (ft) (cf) (cfs) cfs-min (ft) (cf) (cfs) cfs-min (ft) (cf) (cfs) cfs-min 2 2 2--2----2 2--2 2 2 428.00 0.0000 0.0000 0.0000 429.70 5628 0.0521 18.811 431.40 13116 0.1082 43.827 428.10 305.10 0.0126 1.0296 429.80 5996 0.0536 20.040 431.50 13623 0.1125 45.523 428.20 610.20 0.0179 2.0519 429.90 6364 0.0550 21.268 431.60 14130 0.1166 47.218 428.30 915.30 0.0219 3.0729 430.00 6732 0.0565 22.496 431.70 14638 1.3745 50.167 428.40 1220 0.0252 4.0932 430.10 7167 0.0579 23.949 431.80 15145 3.7078 54.192 428.50 1526 0.0282 5.1132 430.20 7603 0.0592 25.402 431.90 15653 6.7787 58.954 428.60 1831 0.0309 6.1329 430.30 8038 0.0605 26.855 432.00 16160 10.474 64.341 428.70 2136 0.0334 7.1524 430.40 8474 0.0618 28.307 432.10 16544 14.734 69.880 428.80 2441 0.0357 8.1717 430.50 8909 0.0631 29.760 432.20 16928 19.517 75.944 428.90 2746 0.0379 9.1909 430.60 9344 0.0644 31.212 432.30 17312 24.799 82.505 429.00 3051 0.0399 10.210 430.70 9780 0.0656 32.665 432.40 17696 30.558 89.545 429.10 3419 0.0419 11.439 430.80 10215 0.0668 34.117 432.50 18080 36.781 97.047 429.20 3787 0.0437 12.668 430.90 10651 0.0680 35.570 432.60 18464 43.455 105.00 429.30 4155 0.0455 13.897 431.00 11086 0.0846 37.038 432.70 18848 50.573 113.40 429.40 4523 0.0472 15.125 431.10 11593 0.0921 38.737 432.80 19232 58.126 122.23 429.50 4892 0.0489 16.354 431.20 12101 0.0982 40.434 432.90 19616 66.109 131.50 429.60 5260 0.0505 17.582 431.30 12608 0.1034 42.131 4/20/94 DOWL Engineers page 44 CUCINA-CUCINA FINAL BASIN DESIGN LOT 2 & 3 . APRIL 20, 1994 BY DARREN A. SIMPSON LEVEL POOL ROUTING TABLE 100-yr 24-hour MATCH Q (cfs) 0. 00 INFLOW Q (cfs) : 2. 63 PEAK STAGE (ft) : 431. 65 PEAK OUTFLOW 0.74 PEAK TIME: 540 . 00 min. INFLOW HYD No. : 5 OUTFLOW HYD No. : 8 LEVEL POOL ROUTING TABLE I1 I2 2S1 SUM 01 02+2S2 STAGE TIME cfs min > (ft) (min) 0. 0000 0. 0015 0. 0000 0. 0015 0. 0000 0. 0015 428 . 00 30. 00 0. 0015 0. 0125 0. 0015 0. 0155 0 . 0000 0. 0155 428 . 00 40. 00 0. 0125 0. 0321 0. 0153 0. 0599 0 . 0002 0. 0597 428. 00 50 . 00 0. 0321 0. 0509 0. 0590 0. 1420 0. 0007 0 . 1413 428. 01 60 . 00 0 . 0509 0 . 0667 0. 1396 0.2573 0 . 0017 0 .2555 428. 01 70 . 00 0. 0667 0 . 0799 0.2524 0. 3990 0 . 0031 0.3959 428 . 02 80 . 00 0 . 0799 0 . 0909 0 . 3910 0. 5618 0 . 0049 0. 5569 428 . 04 90. 00 0 . 0909 0. 1001 0. 5501 0 . 7411 0. 0068 0.7343 428 . 05 100. 00 0 . 1001 0. 1202 0. 7253 0 . 9456 0. 0090 0. 9366 428. 07 110. 00 0 . 1202 0. 1425 0. 9251 1. 1877 0 . 0115 1. 1762 428. 09 120. 00 0. 1425 0. 1532 1. 1629 1. 4585 0 . 0134 1.4451 428. 11 130. 00 0. 1532 0. 1609 1. 4304 1. 7445 0 . 0147 1.7297 428. 14 140. 00 0 . 1609 0. 1673 1.7135 2 . 0417 0 . 0162 2 . 0255 428. 17 150. 00 0 . 1673 0. 1727 2 . 0077 2 . 3477 0 . 0177 2 . 3300 428. 20 160 . 00 0. 1727 0. 1926 2 .3110 2 . 6762 0 . 0189 2 . 6573 428. 23 170 . 00 0 . 1926 0.2150 2 . 6371 3 . 0446 0 . 0202 3 . 0244 428 .26 180 . 00 0 .2150 0.2229 3 . 0027 3 . 4406 0 . 0217 3 . 4189 428 .30 190 . 00 0 .2229 0.2294 3 .3959 3 . 8481 0. 0230 3 . 8251 428.33 200. 00 0 .2294 0.2371 3 . 8007 4 .2672 0 . 0244 4 .2429 428 .37 210. 00 0.2371 0.2451 4 .2172 4 . 6994 0 . 0257 4 . 6737 428. 41 220. 00 0.2451 0.2707 4 . 6468 5 . 1626 0 . 0269 5 . 1357 428.46 230. 00 0.2707 0.2999 5 . 1074 5. 6780 0 . 0283 5. 6497 428. 50 240 . 00 0.2999 0.3120 5. 6201 6.2320 0 . 0296 6.2023 428 . 55 250. 00 0.3120 0.3207 6. 1712 6. 8039 0. 0311 6.7728 428 . 61 260. 00 0.3207 0. 3284 6. 7403 7 . 3894 0. 0325 7 .3569 428. 66 270. 00 0.3284 0. 3355 7 . 3231 7 . 9870 0 . 0339 7 . 9531 428.72 280. 00 0 .3355 0. 3672 7 . 9179 8. 6207 0 . 0352 8 . 5854 428.78 290 . 00 0.3672 0. 4036 8 . 5489 9. 3197 0 . 0366 9 .2831 428. 84 300 . 00 0.4036 0. 4163 9 .2451 10. 065 0 . 0381 10. 027 428 . 91 310 . 00 0 .4163 0. 4246 9 . 9873 10. 828 0 . 0396 10 .789 428. 98 320. 00 0 .4246 0. 4318 10.748 11. 604 0 . 0408 11. 563 429. 05 330. 00 0 .4318 0. 4384 11. 521 12 . 391 0. 0421 12 . 349 429 . 11 340. 00 0 .4384 0. 4746 12 . 306 13 .219 0 . 0432 13 . 176 429 . 17 350. 00 0 .4746 0. 5161 13 . 131 14 . 122 0 . 0445 14 . 078 429 .24 360 . 00 0 . 5161 0. 5292 14 . 032 15 . 077 0. 0458 15 . 031 429.31 370. 00 0 . 5292 0. 5371 14 . 984 16 . 050 0. 0471 16. 003 429 .39 380. 00 0 . 5371 0. 5439 15 . 955 17 . 036 0 . 0484 16. 988 429 . 47 390. 00 0 . 5439 0. 5501 16 . 938 18 . 032 0 . 0497 17 . 982 429 . 55 400. 00 0. 5501 0. 6524 17 . 931 19 . 134 0 . 0510 19 . 083 429. 63 410 . 00 0.6524 0. 7726 19. 030 20 .455 0. 0524 20 . 403 429. 72 420. 00 4/20/94 DOWL Engineers page 45 CUCINA-CUCINA FINAL BASIN DESIGN LOT 2 & 3 . APRIL 20, 1994 BY DARREN A. SIMPSON LEVEL POOL ROUTING TABLE LEVEL POOL ROUTING TABLE I1 I2 2S1 SUM 01 02+252 STAGE TIME cfs min > (ft) (min) 0 .7726 0. 8010 20.349 21. 922 0. 0540 21. 868 429. 83 430. 00 0. 8010 0. 9318 21. 813 23 . 545 0. 0557 23 .490 429. 95 440. 00 0. 9318 1. 0817 23 . 432 25 . 446 0 . 0574 25 .388 430.07 450. 00 1. 0817 1. 5424 25.329 27 . 953 0. 0592 27 . 894 430.20 460. 00 1. 5424 2 . 6103 27 . 833 31. 985 0. 0615 31. 924 430. 37 470. 00 2 . 6103 2 . 6346 31. 859 37 . 104 0. 0650 37 . 039 430. 65 480. 00 2 . 6346 1. 6805 36. 954 41.269 0 . 0846 41. 185 431. 00 490. 00 1. 6805 1. 1529 41. 084 43 . 918 0 . 1005 43 . 817 431.24 500. 00 1. 1529 0 . 9411 43 . 709 45. 803 0. 1081 45. 695 431. 40 510. 00 0 . 9411 0 . 9091 45. 582 47 . 432 0. 1129 47 .319 431. 51 520. 00 0 . 9091 0. 7768 47 . 159 48 . 845 0. 1598 48 . 686 431. 60 530. 00 0.7768 0. 6269 47 .943 49.347 0.7426 48. 604 431.65 540. 00 0. 6269 0. 6031 47. 896 49. 126 0.7078 48 .418 431. 65 550. 00 0. 6031 0 . 6003 47 .790 48. 993 0. 6286 48 .365 431. 64 560. 00 0. 6003 0. 6011 47 .759 48 . 960 0 . 6057 48 .355 431. 64 570. 00 0. 6011 0 . 6023 47 .753 48. 957 0. 6014 48 .355 431. 64 580. 00 0. 6023 0 . 6036 47 . 754 48. 959 0 . 6017 48 . 358 431. 64 590. 00 0. 6036 0 . 6049 47 .755 48. 964 0. 6028 48. 361 431. 64 600 . 00 0. 6049 0 . 6062 47 .757 48. 968 0 . 6041 48 .364 431. 64 610 . 00 0 . 6062 0. 6074 47 . 758 48. 972 0. 6053 48 . 367 431. 64 620 . 00 0. 6074 0. 6086 47 . 760 48. 976 0. 6066 48 .370 431. 64 630 . 00 0. 6086 0. 6097 47 . 762 48. 980 0. 6078 48 .372 431. 64 640 . 00 0. 6097 0. 5645 47 . 763 48. 938 0. 6089 48 .329 431. 64 650. 00 0 . 5645 0. 5113 47 . 738 48. 814 0. 5903 48 .224 431. 64 660. 00 0 . 5113 0. 5031 47 . 678 48. 693 0. 5456 48. 147 431. 63 670. 00 0. 5031 0. 5022 47 . 634 48. 639 0. 5128 48 . 127 431. 63 680. 00 0 . 5022 0 . 5027 47 . 622 48. 627 0. 5041 48. 123 431. 63 690. 00 0. 5027 0. 5033 47 . 620 48. 626 0. 5027 48 . 124 431. 63 700 . 00 0. 5033 0. 5039 47 . 621 48. 628 0. 5029 48 . 125 431. 63 710 . 00 0. 5039 0. 5046 47 . 622 48. 630 0. 5035 48 . 127 431. 63 720. 00 0. 5046 0. 5052 47 . 622 48. 632 0. 5042 48. 128 431. 63 730. 00 0. 5052 0. 5058 47 . 623 48. 634 0. 5048 48. 129 431. 63 740. 00 0. 5058 0 . 5064 47 . 624 48. 636 0. 5054 48. 131 431. 63 750. 00 0. 5064 0. 5070 47 . 625 48. 638 0. 5060 48 . 132 431. 63 760. 00 0. 5070 0. 4634 47 . 626 48. 596 0 . 5066 48 . 090 431. 63 770 . 00 0 .4634 0. 4125 47 . 601 48. 477 0. 4884 47 . 989 431. 63 780 . 00 0 .4125 0. 4042 47 . 543 48 . 360 0.4454 47 . 915 431. 63 790. 00 0. 4042 0. 4031 47 . 501 48 .308 0.4138 47 . 895 431. 62 800. 00 0. 4031 0 . 4032 47 . 489 48.296 0.4052 47 . 891 431. 62 810. 00 0. 4032 0 . 4035 47 . 487 48.294 0.4035 47 . 890 431. 62 820. 00 0. 4035 0. 4038 47 . 487 48.294 0 . 4034 47 . 891 431. 62 830. 00 0. 4038 0. 4042 47 . 487 48.295 0.4036 47 . 892 431. 62 840. 00 0 . 4042 0. 4045 47 . 488 48 .296 0.4040 47 . 892 431. 62 850. 00 0 . 4045 0. 4048 47 . 488 48 .297 0.4043 47 . 893 431. 62 860. 00 0. 4048 0 . 4051 47 . 489 48 .298 0 .4046 47 . 894 431. 62 870. 00 0.4051 0 . 4054 47 . 489 48.299 0 . 4049 47 . 895 431. 62 880 . 00 2.0 PRELIMINARY CONDITIONS SUMMARY 2.1 REVIEW OF RESOURCES 2.1.1 Adopted Basin Plan Executive Proposed Basin Plan, Hylebos Creek and Lower Puget Sound is the adopted basin plan. This project is located within the west branch of the Hylebos Creek subbasin. The basin-wide recommendation for on-site detention (BW-2) reduces post-development, 2- and 10-year flows to pre-development levels. 2.1.2 Basin Reconnaissance Summary Reports & 1" =400' Scale Problem Summary Maps No problems were identified on the problem summary map. 2.1.3 Critical Drainage Area Maps This project is not within a critical drainage basin. 2.1.4 Flood Plain/Floodway (FEMA Maps) This project is not within or adjacent to a delineated floodway. 2.1.5 Other Off site Analysis Reports (in same subbasin) The technical information report for a previously submitted project for Comfort Suites hotel (SPR 90-0009) was obtained from the City of Federal Way. Additional basin mapping was obtained from Steve Kohn, formerly of King County Surface Water Management. A copy of this mapping was delivered to the City of Federal Way under separate cover. 2.1.6 Sensitive Areas Folio No inventoried wetlands are within 1 mile downstream of this project. There is an unclassified stream approximately 1/3 mile east of this site along Pacific Highway and this project does not drain directly to it. This project is not within an erosion hazard area. This project is not within a landslide hazard area. This project is not within a seismic hazard area. This project is not within a coal mine hazard area. 2.1.7 SWM Division Drainage Investigation Section Problem Maps King County Surface Water Management (KCSWM) at (206) 296-8328 was contacted to obtain drainage complaint reports. Abe Santos indicated that no - 8 - reports were filed within the area from 1989 to 1993. The two complaints filed for the year 1988 were for drainage areas located approximately one-third mile west of the site along Pacific Highway and not within this site's down stream drainage course. Two complaints filed in 1987 were not within this project's down stream drainage course. There were no other complaints on record. 2.1.8 USDA King County Soils Survey Soil type is Ardents, Alderwood material. 2.1.9 Wetlands Inventory Maps The Executive Proposed Basin Plan, Hylebos Creek and Lower Puget Sound indicates there is a small wetlands approximately 1.5 miles down stream of this project. 2.1.10 Other Resources (Metro, DOW, DOF, DOE, USACOE) Wetland site elevation report, "South 316th Street Property," September 28, 1993 was prepared for this project by Shed Dynamics, Incorporated. Based on the on- site analysis of wetlands delineation criteria established within the 1989 manual, no on-site areas were observed to meet the wetlands definition used by the City of Federal Way. 2.2 DRAINAGE REQUIREMENTS 2.2.1 General Requirements of Site Drainage System King County Core Requirements, Section 1.2. 1. Discharge at the Natural Location This project will discharge to the existing 12-inch storm drain line at the south property line. 2. Off-site Analysis The off-site analysis is presented above. 3. Runoff Control The detention facility will be designed to control peak rate for the 2- and 10-year, 7-day storm events, and routing for the 100-year, 24-hour storm event. Per the City of Federal Way this analysis will include "inter-flow" time of concentration equations for the pre-developed runoff calculations. 4. Conveyance System All piping and facilities will be designed to convey runoff for the 25-year storm event. 5. Erosion/Sedimentation Control Plan An erosion control plan will be provided in compliance with KCSWDM requirements. - 9 - 6. Maintenance and Operation The owner will comply with this requirement. 7. Bonds and Liability The owner will comply with this requirement. 2.2.2 Special Requirements of Site Drainage System This project will be designed to comply with King County Special Requirements, Section 1.3. 1. Critical Drainage Areas This project is not within a critical drainage basin. 2. Compliance with an Existing Master Drainage Plan This project is not within a previously adopted Master Drainage Plan. 3. Conditions requiring a Master Drainage Plan This project does not warrant a Master Drainage Plan 4. Adopted Basin or Community Plans This project will be designed in compliance with Executive Proposed Basin Plan, Hylebos Creek and Lower Puget Sound basin-wide recommendations BW-2. 5. Special Water Quality Controls This project does not require special water quality control because discharge will be to the existing drainage swale and does not directly discharge to the regional detention facility. 6. Coalescing Plate Oil/Water Separators This project does not require a coalescing plate oil/water separator because this project will not construct more than 5 acres of impervious surface subject to high vehicular use. 7. Closed Depressions This project does not discharge to a closed depression. 8. Use of Lakes, Wetlands or Closed Depressions for Runoff Control This project does not discharge to a lake, wetland, or closed depression. 9. Delineation of the 100 Year Floodplain This project does not contain or abut a class 1 or 2 stream. 10. Flood Protection Facilities for Type 1 and Type 2 Streams This project does not contain or abut a class 1 or 2 stream, lake, wetland or closed depression. - 10 - 11. Geotechnical Analysis and Report This project does not meet the criteria warranting a geotechnical analysis. 12. Soils Analysis and Report Existing soils mapping are sufficient for design purposes. 2.2.3 Evidence of Existing or Predicted Problems 1. Lack of Capacity or Constructions in Existing Drainage System The Executive Proposed Basin Plan, Hylebos Creek and Lower Puget Sound identifies a potential flooding problem at So. 320th Street. Our point of discharge for the project site is more than 'A mile up-stream from this identified area. We do not propose to significantly change existing drainage patterns for the drainage exiting our site, via sheet flow to the south. 2. Over-topping, Scouring, Bank Sloughing or Sedimentation There is a rock wall on the parcel to the south. This project does not propose to impact the structural integrity of the rock wall. 3. Flooding(Especially of Commercial or Residential Structures, Road Access or Septic Drain Fields) No potential for flooding is evident. 4. Significant Destruction of Aquatic Habitat or Organisms (e.g., Severe Siltation or Incision in a Stream) This design will not impact aquatic habitat or organisms. - 11 - 1.0 PROJECT OVERVIEW 1.1 PROJECT DESCRIPTION This project is a 2.25-acre parcel located between SeaTac Six North cinemas located at 20th Avenue and 316th Street and Silo retail store located at 23rd Avenue and 316th Street. The legal description is Lot 2 of King County Short Plat No. 182027, Recorder's No. 8403140752, within the S.W. '/. of Sec. 9, T. 21 N., R. 4 E., W.M. The site is rectangular in shape. It is approximately 566 feet deep with approximately 210 feet of frontage along 316th Street. 316th Street is 44 feet wide asphalt pavement with sidewalks along both sides. To the north is a Target retail store and Hillside Plaza (retail shopping center) and to the south is a retail strip mall which includes Best retail store. To the east is a Silo retail store and to the west is a movie theater. The proponent proposes to construct a 7,000-square-foot restaurant with parking to accommodate 133 vehicles. Approximately two acres will be impacted with the associated building, paving and storm drainage facilities. The restaurant area will seat approximately 190 people with an additional 54 seats available in the bar. During the course of design an agreement was reached with the representative of the development for Lot 3 of King County Short Plat No. 182027. We are proposing to construct a joint storm drainage detention facility which will serve both Lots 2 and 3. An easement approximately 147 feet x 122 feet will be provided. This facility will remain a private storm drainage detention system. Both owners will share in the responsibility of operation and maintenance. 1.1.1 Purpose The purpose of this Technical Information Report (TIR) is to satisfy requirements of the King County Surface Water Design Manual (KCSWDM) as adopted by and subject to modifications by the City of Federal Way. This report is submitted together with engineering plans to the City of Federal Way for the purpose of obtaining approval for a site development permit for Lot 2. We are also providing storm water detention and treatment for Lot 3. All other necessary site development requirements for Lot 3 will be submitted by others. 1.1.2 Existing Conditions- Terrain Lot 2 has been graded and slopes to the south. The average slope is approximately 3 percent. There is a 6-foot-high rock wall two feet south of this parcel. There is an existing dirt road at the southwest corner which might be negotiated by 4-wheel drive vehicles. Along 316th there is an existing curb cut approximately 5 feet east of the northwest property corner. 1.1.3 Existing Conditions- Vegetation Aerial photographs of this site have been obtained from RZA Agra documenting the land use and are presented in the appendix of this report. The 1974 photograph indicates that the land was cleared prior to 1974. The 1980 - 1 - photograph indicates that this land was used as a staging area for construction of the Silo building and an office building east of 23rd Avenue. The 1980 photograph clearly shows that construction of both buildings was substantially complete. Therefore, we have assumed for purposes of this report, that this lot was entirely devoid of vegetation prior to May 1979. Currently, the lot is vegetation by sparse grasses and a few deciduous trees are within the southern 50 feet of this parcel. 1.1.4 Existing Conditions- Soil Type The Soils Survey of King County Area, Washington (Snyder et al., 1973) indicates the soil type is Ardent, Alderwood material. The runoff is categorized as medium and the erosion hazard is categorized as moderate to severe. The existing material appears to be densely compacted. 1.1.5 Storm Water Disposition In the existing conditions approximately 95% of the drainage for Lots 2 and 3 enters an existing privately-owned detention pond located east of Lot 2 and south of Lot 3. The remaining 5% which is the south 40 feet of Lot 2 sheet flows onto the development to the south. The proposed drainage plan will intercept storm water from both lots. Detention will be provided in a two-cell detention pond sized to match release rates for the 2- and 10-year, 7-day storm event. This water will be discharged to an existing 12- inch storm drainage system to the south of Lot 2 via a biofiltration swale. Correspondence with the City of Federal Way regarding this subject is contained in Appendix A of this report. - 2 - STEEL LAKE S 308th ST N N vi vi vi >- IP Q < > > > < � � Q Q < I I 0-5 5 t\; Z- S 312th ST = . N N N U_ to Ui CZ Q Q Q I I N a. O iiel Q S 316th `�' r PROJECT N SITE ---? ` ilS 320th ST SEA TAC MALL S 324th ST SCALE: 3"=1 MILEt D OW L FIGURE ENGINEERS LOCATION MAP - 3 - Page.1 of 2 King County Building and Land Development Division TECHNICAL INFORMATION REPORT (TIR) WORKSHEET PART 1 PROJECT OWNER AND PART 2 PROJECT LOCATION PROJECT ENGINEER AND DESCRIPTION Project Owner R►^1 e o ILA-r w ►0 Project Name Cf eaC, i# ' Address (9 y 3 7 C (lt, C(j Q err./ Sc•) Location Phone Sa-7'/e_ all9S o o ( ;170-16. ) Township '7— Z i ^r Project Engineer 02 w c.4s A. s' f so+r Range Company 'Dovc, s:,kc.icAsd ems Section Sy/!.r Sc c Address Phone zo S6 7 C./yZ Project Size Z.3 ,4Gce^5 AC Upstream Drainage Basin Size N A AC PART 3 TYPE OF PERMIT APPLICATION PART 4 OTHER PERMITS Q Subdivision Q DOF/G HPA Q Shoreline Management Q Short Subdivision Q COE 404 Q Rockery Grading Q DOE Dam Safety Q Structural Vaults 53 Commercial Q FEMA Floodplain 0 Other Q Other Q COE Wetlands Q HPA PART 5 SITE COMMUNITY AND DRAINAGE BASIN Community Drainage Basin H Y/3Oc.d S LO GJ[s le- eaC%ceT 6:k otiO PART 6 SITE CHARACTERISTICS River Q Floodplain Q Stream Q Wetlands Q Critical Stream Reach Q Seeps/Springs Depressions/Swales Q High Groundwater Table Q Lake Q Groundwater Recharge 0 Steep Slopes 0 Other Q Lakeside/Erosion Hazard PART 7 SOILS Soil Noe Erosion Potential Erosive Velocities A M,. 0 »to 04.cA?rc= Q Additional Sheets Attaiched - 4 - 1/90 Page 2of 2 King County Building and Land Development Division TECHNICAL INFORMATION REPORT (TIR) WORKSHEET PART 8 DEVELOPMENT LIMITATIONS REFERENCE LIMITATION/SITE CONSTRAINT © Ch.4-Downstream Analysis 1 Dc-Nri encr FLoo>7 WC.. Par -.VT'[i4L (a� S zo rn' 0 0 0 0 0 0 Additional Sheets Attatched PART 9 ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION FOLLOWING CONSTRUCTION 0 Sedimentation Facilities Stabilize Exposed Surface Un Stabilized Construction Entrance © Remove and Restore Temporary ESC Fealties r -erimeter Runoff Control © Clean and Remove All Silt and Debris igi Caring and Grading Restrictions © Ensure Operation of Permanent Facilities er Practices 0 Flag Limits of NGPES ►mil ction Sequence 0 Other r PART 10 SURFACE WATER SYSTEM ® Grass Lined Channel 0 Tank 0 Infiltration Method of Analysis 0 Pipe System 0 Vault 0 Depression SCS 0 Open Channel 0 Energy Dissapator LO Flow Dispersal Compensation/Mitigation ® Dry Pond 0 Wetland 0 Waiver of Eliminated Site Storage 0 Wet Pond 0 Stream 0 Regional Detention Brief Description of System Operation rtoo ra-cL. 7,2¢Y Pad17 j 170 ter= Dix aio-sv*c.4r F:'A- 77,ba'rLeiv770,4) Ti-tr -rotccxtr Or.= 3 *dotal G.t= .a Psw ert, Facility Related Site Limitations 0 Additional Sheets Matched Reference Facility Limitation PART 11 STRUCTURAL ANALYSIS PART 12 EASEMENTS/TRACTS (May require special structural review) 0 Drainage Easement 0 Cast in Place Vault 0 Other 0 Access Easement 0 Retaining Wall 0 Native Growth Protection Easement 0 Rockery>4'High 0 Tract 0 Structural on Steep Slope S-Other Sc.t.►WK. Leek Ste#44teN./�i, � �r� S f o/ewl WJ/}Tt" 'aD- / !r/lfe,�y",,Tom• PART 14 SIGNATURE OF PROFESSIONAL ENGINEER r(• I or a dvil engineer under my supervision have visited the site.Actual site conditions as observed were incorporated into this worksheet and the attatchm.nts. To the best of my knowledge the information provided Gam-- �-- p�'. here is accurate. - 5 - 1/90 . - II - I /......11•1:ii: ::1 lg.,. .1....) ./ .„......--- ,,• /,,.,. ill i 1 , .....,,v,,tik,,', r-N ,i• ::: . i i 1 ,' Err.".E PAY!..N.C.:1!")"?.) f" ' ; /' , , . .' ./ ' '. . • , 'C.* °'40' .? i , ; ;. .1 . 'e," 9 N.,,. : ..,` ....Nd '4 .% .." 4,,,, !".'. ' ., : ./ // / EXIE6..iDED CONCREIE ELREi cr,p.), . ./ ,, ,' . • .• ' ‘s,;41 OUNCRET.EAI.1.-- "... . 1 '.'''AU',16,176. Rtli, '; ' ' • I '!,5!:! ! s. c r; ' .• i .i i : • / I / : . / / ', R• , ' , / ' . . / , ir77.•=1,, 4:1 t k*:k',,,,,.' ' •. , •..,,,.' \ •,*,,,....-‘, '• . . ' ',,,,,,, r.... - RACA6MR.11 4),' . 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'Tr " / ^Caw t1'"T`` • .. - ' ter., ..:-.*.:..r. .. ..-,.- f �� .. '.J • - 'f • 2 ',L= -7 - 1' 2 2•q ~:i2 ��'t�t='�^ (L,�^ -e_ !:. - , !� . = ; ( S - ' �, '—,• r s /1.1 4::::tVj"rti' 3 L /8 ' e,. .-.t)�-,-rat <s` ,n-• 7 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL o To complete the desian of the temporary sediment trap: a. The 'Pond Geometry Equations' section in the 'Reference' portion at the back of the Manual may also be useful in designing the sediment trap. b. A 3:1 aspect ratio between the trap length and width of the trap is desirable. Length is defined as the average distance from the inlet to the outlet of the trap. This ratio is included in the computations for Figure 5.4.4C for the surface area at the interface between the settling zone and sediment storage volume. c. Determine the bottom and top surface area of the sediment storage volume to be provided (see Figure 5.4.4C) while not exceeding 1.5' in depth and 3:1 side slope from the bottom of the trap. Note the trap bottom should be level. d. Determine the total trap dimensions by adding an additional 2' of depth above the surface of the sediment storage volume, while not exceeding 3:1 side slopes. for the required settling volume. (see Figure 5.4.4C) TABLE 5.4.4A HYDROLOGIC SOIL GROUP OF THE SOILS IN KING COUNTY SOIL SOIL EROD- EROD- HYDROLOGIC IBIUTY HYDROLOGIC IBIUTY SOIL GROUP GROUP* FACTOR:IC SOIL GROUP GROUP* FACTOR..IC Alderwood C 0.15 Orcas Peat D 0.00 \ Arents.Alderwood C _0.13` Oridia 0 0.49 Arents, Everett B 0.17 Oval C 0.17 Beausite C 0.15 Paduulc C 0.10 Bellingham 0 0.32 Puget 0 0.28 Briscot 0 0.32 Puyallup B 0.28 Buckley 0 0.32 Ragnar B 0.32 Coastal Beaches Variable 0.05 Renton 0 0.43 Earfmont Silt Loam D 0.37 Riverwash Variable - Edgewick C 0.32 Sala! C 0.37 Everett A 0.17 Sammamish 0 0.37 Indianola A 0.15 Seattle 0 0.00 ltsap C 0.32 Shacar 0 0.00 Klaus C 0.17 SI Sat C 0.37 Mixed Alluvial Land Variable 0.10 Snohomish D 0.32 Neaten A 0.10 Sultan C 0.37 Newberg B 0.32 Tukwila 0 0.00 Nooksack C 0.37 Urban Variable Norm. Sandy Loam 0 0.24 Woodirnnle D 0.37 HYDROLOGIC SOIL GROUP CLASSIFICATIONS A. (Low runoff potential). Sons having high Infiltration rates,even when thoroughly wetted,and consisting chiefly of deep,well-to-excessively drained sands or gravels. These soils have a high rate of water transmission. B. (Moderately low runoff potential). Soils having moderate infltratlon rates when thoroughly wetted,and consisting chiefly of moderately fine to moderately coarse textures. These soils have a moderate rate of water transmission. C. (Moderately high runoff potential). Sons having slow Infiltration rates when thoroughly wetted,and consisting chiefly of soils with a layer that Impedes downward movement of water,or soils with moderately fine to fine textures. These soils have a slow rate of water transmission. 0. (High runoff potential). Soils having very slow knfltration rates when thoroughly wetted and consisting chiefly of day sons with a high swelling potential,sons with a permanent high water table, soils with a hardpan or day layer at or near the surface,and shallow sons over nearly Impervious material. These sons have a very slow rate of water transmission. • From SCS.TR-55,Second Edition,June 1986, Exhibit A•1. Revisions made from SCS.Sons Interpretation Record,Form *5,September 1988. 5.4.4.1-3 1/90 ! KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TABLE S.4.4B LS VALUES* _ ,. . . ,... . . . _. _ _ GoQ'o -aiemiaieai :�.eoee $$ociO.Fi �::3 a mened�'os rd�... . .. ... ._.. . 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C C e C e C C e C - - --o C C�.0 n 0 GeV .e ez peO e7 eC e C 6.i a O ei _ - e. 04000R einn •. __ o .4_ _ g S 0 . 0 - - pp e•nm . d oppa n dOO @ o Q NR .pLt.: g.9cR7 � O41 .q e• e ! m ! WIC?'" CO �g C "• a. O - - - C C - - C - - - -eiei c7:.Ct: ep OC :C0 O •.Ci7O - CmC aaaa nel Cle n0 _ ae. n p pp- 04` . O.' a -ama 0e•e` - n .n 4.. .. 0 1• 0O •c 0000 es . O erR ! .. e• x � erlran alas - . -n � i .. atior. � e;:, eQ Q C e oe ee - - - - e4CC n :.oe: o a �r'4_d eierir' e• a l.rr x - - - - - a a a N a t C n n 2 r - c • £ - -:4 ems'. ao Cado = rC •a ..g QC = .0 es0 OITCde. n e et Y - - •. t• 0 CD cm e. C C CCe C C C O C - - - eiei CC . ere• odti- - -: e: , oiair -ae3 cdr e~e ... m i4 cd9 - � ,' . - - ap? ! i~r. C1e• m Cheri~. Om e• a P e• mete. ea dp .Na e • T. rz r e.:0 -. mm am .o a aC � . - e• X I- � C C C G C G CC eC - -- -r e� ri :ad t; e:m - - - eoe• OO Y - - Clan cdr Ncrnta7 V •; N iV T r f• N O d l•O N !• n d d p 0 ! r n ep e• a e• m -A • OI t: G -Cl on -OO 221134' CCOC2 gag • o 2 �-: ' = cc - . 0 . . co C - -.-eV eicj ... (soot. . . coo - m .F p Y mm C p 00 OO TT - 4240 C - N - C - ran n Tdtpn ogaeom . OldtQ TCOC•.• m e2. 3omS -OO .ea• r - ` - - - d C ee C CG 0 - -.-- eVriridd 40O - t4 ei4Me: 6 • ei :.fio - - - - a a a N a a. - - = '^-' - ^1 N T'r R : .f. e-m e e er. n n - $ m n ee- el 0 d d ! come. .. ., i= - O cloven - COdm aecei - %� -� C C C C C C CC CC eG - -- evrri : .p .e: 4ioCi mOle^Tii~•ec ,itliC i _u1 ! .. .1i. i •�.' � f O/. oqe2 aoR eet 4. 0ti es22r. 0 !ge' O2 00 e. eh d a - .. CGe -- -Cl inn : :.pCC.e:0 c0 •: ciri :.Ce:e•m C O - - - - - - n = n- Tgtomm elm ao NCO� e c eneer.. .de. e4. Ge•e... - ddddd e G C e G -ei ei n44 .60 eC e:o ad o C ei ti e-' Y 1 'r It r C Cl CC e. '_ = - '1 n - d i:. r S C: : :: eer a a R A r e :.t d d f4. 4,9 ti i eel ' Q1 0 at 1 ` ! F. :r I •T C .fi X f et X Cl = = = - 1 • N 5.4.4.1-4 1/90 • KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL FIGURE 5.4.4C SEDIMENT TRAP SIZE AND DIMENSIONS Column Descriptions Assumptions .. .. Vsed=Sediment storage volume between the interface and bottom areas L./W al interface(unitless)= 3 Vtotal=Volume of sedment trap between the tap and bottom areas Side slopes along length,H/L(unitless)= 0.33 Ab,At a area of the bottom(b)and top(t)of the trap Side slopes along wish,H/W(undless). 0.33 Ai=area of the interface n between the settling zone and sedment storage Depth from interface to bottom(f)= 1.5 Lb,Li,U=Average length from inlet to outlet at the bottom,interface,and top elevations Depth from top to interface(ft)_ '; Wb,Wi,Wt=Width of the bottom,interface,and top areas Total Depth(ft)= 1 3.5 0 0 Volumes(tt"3 >.... ....Areas(ft"2).... ::.Widtti'and Lengths(It)..::: Volumes(WI :... Areas(R"2) Width and Lengths gths(n) Wed 1,176: 0 24 Wi I li I Nt J U' Vsed�:Motal ;:.Aid .�:.A ::At vvbI 1 b I+Ml U :(: Wt U 162 3 8191ff 0,; 18 '9 27 21 39 5.832 16,926£1£ 3,240 4,563 6,5791 30 108 39 117 51 129• 221 1,3571 21 300 9241 1 �10 30 22 42 6.161 17,7771 3,441 4,800 6.864 31 111 40 120 52 132 288 1,6381 48 363 1,0351 2 24 11 33 23 45. 6,498 18,6481 3,648 5.043 7,156= 32 114 41 123 53 135 365 1,9011 81 432 1.1521 3 27 12 36 24 48 6,845 19,541 3,861 5,242 7,452 33 117 42 126 54 138 450 2.1841 120 507 1,2751 4 30 13 39 25 51 7,200 20,4541 4,080 5,547 7,755• 34 120 43 129 56 141 545 2.4891 165 588 1,4041 5 33 14 42 26 54 7,565 21,3891 4,305 5,808 8.0641 35 123 44 132 56 114 648 Z814 216 675 1.539 6 36 15 45 27 57 7,938 22,3441 4,536 6,075 8,3791 36 126 45 135 57 147 761 3,1611 273 768 1,680 7 39 16 48 28 60. 8,321 23,3211 4,773 6,348 8,7001 37 129 46 138 58 150 882 3.528 336 867 1,827 8 42 17 51 29 63 8,712 24,318£ 5,016 6.627 9,0271 38 132 47 141 59 153 1,013 3,917 405 972 1.980 9 45 18 54 30 66 9,113 25,3371 5,265 6,912 1,3601 39 135 48 144 60 156 1,152 4.326 480 1,083 2,139 10 48 19 57 31 69 9,522 26,3761 5,520 7,203 5,6991 40 138 49 147 61 159 1,301 4,757 561 1,200 2,3041 11 51 20 60 32 72 10,368 28,5181 6,048 7,803 10,3951 42 144 51 153 63 165 1,458 5.208 648 1,323 2,4751 12 54 21 63 33 75, 11.250 30,7441 6.600 8,427 11,1151 44 150 53 159 65 171 1,625 5,6811 741 1,452 Z6521 13 57 22 66 34 78 12,168 33,0541 7,176 9,075 11,e59; 46 156 55 165 67 177 1,800 6,1741 840 1,587 2,8351 14 60 23 69 35 81 13,122 35.4481 7,776 9.747 12,6271 48 162 57 171 69 183 1,985 6,6891 945 1,728 3,0241 15 63 24 72 36 84, 14,112 37,9261 8,400 10,443 13,/191 50 161 59 177 71 189 2.178 7,2241 1,056 1,875 3.2191 16 66 25 7537 87 15,138 40.4881 9,048 11,163 142351 52 174 61 183 73 195. 2.381 7,7811 1,173 2,028 3,4201 17 69 26 78 38 90 16.200 43,1341 9.720 11,907 15,0751; 54 180 63 189 75 201 2.592 8,358f 1,296 2,187 3,6271 18 72 27 81 39 93' 17,298 45.8641 10,416 12,675 15,9391 56 186 65 195 77 207 2,813 8,9571 1,425 Z352 3.8401 19 75 28 84 40 96' 18,432 48,678: 11,136 13,467 16,827i 58 192 67 201 79 213 3,042 9,5761 1.560 2,523 4,0591 20 78 29 87 41 99 19,602 51,5761 11,880 14,283 17,739I 60 198 69 207 81 219 3,281 10,2171 1,701 2.700 4,2841 21 81 30 90 42 102 20,808 54,5581 12,648 15,123 18,6751 62 204 71 213 83 225 3.528 10,8781 1,848 2,863 4,515.11 22 84 31 93 43 105• 2Z050 57,6241 13,440 15,987 19,6351 64 210 73 219 85 231 3,785 11,5611 2,001 3,072 4.7521 23 67 32 96 44 108 23,328 60,774£ 14,256 16,875 20,619 66 216 75 225 87 237 4,050 12,2641 2,160 3,267 4,9951 24 90 33 99 45 111 24,642 64,008 15,096 17,787 21,627 68 222 77 231 89 243, 4,325 12,9891 Z325 3,468 5,2441 25 93 34 102 46 114 25,992 67,326 15,960 18.723 22659 70 228 79 237 91 249 4,606 13,7341 Z196 3,675 5,4991 26 96 35 105 47 117 27,378 70,728i 16,848 19.683 23,715 72 234 81 243 93 255 4,901 14,5011 2,673 3,888 5,7601 27 99 36 108 48 120 28,800 11,2141 17,760 20,667 24,7951 74 240 83 249 95 261 5.202 15,2881 2,856 4,107 6,027£ 28 102 37 111 19 123 30,258 77.784£ 18,636 21,675 25,1691 76 246 85 255 97 267 5,513 16,0971 3,045 4,332 6,300£ 29 105 38 114 50 126 31,752 81,438= 15,656 2Z707 27,0271 78 252 87 261 99 273 5.832 16,926 3,240 4,513 6,579 30 108 39 117 51 129 33,282 85,1761 20,640 23,763 28.1791 80 258 89 267 101 279 5.4.4.2 SEDIMENT POND Purpose To collect and store sediment from sites cleared and/or graded during construction prior to establishment of permanent vegetation and/or construction of permanent drainage facilities. It is usually a temporary measure with a design life less than 1 year; however, it may be a more permanent facility, especially if required to provide runoff quality control until the site area is permanently stabilized. Conditions Where Practice Applies Where the tributary drainage area is 10 acres or less. 5.4.4.2-1 11/92 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL MAINTENANCE REQUIREMENTS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO. 1 - PONDS Maintenance Conditions When Maintenance Results Expected Component Defect Is Needed When Maintenance Is Performed General Trash&Debris My trash and debris which exceed 1 Trash and debris cleared from site. cubic foot per 1000 square feet(this is about equal to the amount of trash it would take to fill up one standard size office garbage can). In general,there should be no visual evidence of dumping. Poisonous My poisonous vegetation which may No danger of poisonous vegetation where Vegetation constitute a hazard to County personnel County personnel or the public might or the public. Examples of poisonous normally be. (Coordination with vegetation include: tansy ragwort,poison Seattle/King County Health Department) oak,stinging nettles,devils club. Pollution Oil,gasoline,or other contaminants of No contaminants present other than a one gallon or more or any amount found surface film. (Coordination with that could: 1)cause damage to plant, Seattle/King County Health Department) animal,or marine life;2)constitute a fire hazard;or 3)be flushed downstream during rain storms. Unmowed Grass/ if facility is located in private residential When mowing is needed,grass/ground Ground Cover area,mowing is needed when grass cover should be mowed to 2 inches in exceeds 18 inches in height. In other height. areas,the general policy is to make the pond site match adjacent ground cover and terrain as long as there is no interference with the function of the facility. Rodent Holes My evidence of rodent holes if facility is Rodents destroyed and dam or berm acting as a dam or berm,or any evidence repaired. (Coordination with Seattle/ of water piping through dam or berm via King County Health Department) rodent holes. Insects When insects such as wasps and hornets Insects destroyed or removed from site. interfere with maintenance activities. Tree Growth Tree growth does not allow maintenance Trees do not hinder maintenance access or interferes with maintenance activities. Selectively cultivate trees such activity(i.e.,slope mowing,silt removal, as alders for firewood. vectoring or equipment movements). If trees are not interfering with access,leave trees alone. Side Slopes of Erosion Eroded damage over 2 inches deep Slopes should be stabilized by using Pond where cause of damage is still present or appropriate erosion control measure(s): where there is potential for continued e.g.,rock reinforcement,planting of erosion. grass, compaction. Storage Area Sediment Accumulated sediment that exceeds 10% Sediment cleaned out to designed pond of the designed pond depth. shape and depth; pond reseeded if necessary to control erosion. Pond Dikes Settlements My part of dike which has settled 4 Dike should be built back to the design inches lower than the design elevation. elevation. Emergency Rock Missing Only one layer of rock exists above native Replace rocks to design standards. Overflow/Spillway soil in area five square feet or larger,or any exposure of native soil. A-1 I/90 • KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL NO. 2 - INFILTRATION • Maintenance Conditions When Maintenance Results Expected Component Defect is Needed When Maintenance Is Performed General Trash&Debris See'Ponds'Standard No. 1 See'Ponds Standard No. 1 Poisonous See'Ponds'Standard No. 1 See'Ponds Standard No. 1 Vegetation Pollution See'Ponds'Standard No. 1 See'Ponds Standard No. 1 Unmowed Grass/ See'Ponds'Standard No. 1 See'Ponds Standard No. 1 Ground Cover Rodent Holes See'Ponds'Standard No. 1 See'Ponds Standard No. 1 insects See'Ponds'Standard No. 1 See'Ponds Standard No. 1 Storage Area Sediment A percolation test pit or test of facility Sediment is removed and/or facility is indicates facility is only working at 90%of cleaned so that infiltration system works its designed capabilities. according to design. Sheet Cover Sheet cover is visible and has more than Sheet cover repaired or replaced. (If Applicable) three 1/4-inch holes in it. Sump Filled With My sediment and debris filling vault to Clean out sump to design depth. Sediment and 10%of depth from sump bottom to Debris (If bottom of outlet pipe or obstructing flow Applicable) into the connector pipe. Filter Bags Filled with Sediment and debris fill bag more than Replace filter bag or redesign system. Sediment and 1/2 full. Debris Rock Filters Sediment and By visual inspection little or no water Replace gravel in rock filter. Debris flows through fitter during heavy rain storms. • A-2 1/90 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL NO. 3 - CLOSED DETENTION SYSTEMS (PIPES/TANKS) Maintenance Conditions When Maintenance Results Expected Component Defect is Needed When Maintenance Is Performed Storage Area Plugged Air Vents One-half of the cross section of a vent is Vents free of debris and sediment blocked at any point with debris and sediment. Debris and Accumulated sediment depth exceeds All sediment and debris removed from Sediment 10%of the diameter of the storage area storage area. for 1/2 length of storage vault or any point depth exceeds 15%of diameter. Example: 72-inch storage tank would require cleaning when sediment reaches depth of 7 inches for more than 1/2 length of tank. Joints Between Any crack allowing material to be All joints between tank/pipe sections are Tank/Pipe Section transported into facility. sealed. Tank/Pipe Bent My part of tank/pipe is bent out of shape Tank/pipe repaired or replaced to design. Out of Shape more than 10%of its design shape. Manhole Cover not in Place Cover is missing or only partially in place. Manhole is dosed. My open manhole requires maintenance. Locking Mechanism cannot be opened by one Mechanism opens with proper tools. Mechanism Not maintenance person with proper tools. Working Bolts into frame have less than 1/2 inch of thread (may not apply to self-locking lids). Cover Difficult to One maintenance person cannot remove Cover can be removed and reinstalled by Remove lid after applying 80 pounds of lift. Intent one maintenance person. is to keep cover from sealing oft access to maintenance. Ladder Rungs King County Safety Office and/or Ladder meets design standards and Unsafe maintenance person judges that ladder is allows maintenance persons safe access. unsafe due to missing rungs, misalignment,rust,or cracks. Catch Basins See'Catch Basins'Standard No.5 See'Catch Basins'Standard No.5 A-3 1/90 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL NO. 4 - CONTROL STRUCTURE/FLOW RESTRICTOR Maintenance Conditions When Maintenance Results Expected Component Defect Is Needed When Maintenance Is Performed General Trash and Debris Distance between debris build-up and MI trash and debris removed. (Includes bottom of orifice plate is less than 1.1/2 Sediment) feet. Structural Damage Structure is not securely attached to Structure securely attached to wall and manhole wall and outlet pips structure outlet pipe. should support at least 1,000 pounds of up or down pressure. Structure is not in upright position (allow Structure in correct position. up to 10%from plumb). Connections to outlet pipe are not Connections to outlet pipe are watertight: watertight and show signs of rust structure repaired or replaced and works as designed. My holes—other 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 watertight 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. damaged. Gate is rusted over 50%of its surface Gate is repaired or replaced to meet area. design standards. Orifice Plate Damaged or Control device is not working property Plate is in place and works as designed. Missing due to missing.out of place,or bent orifice plate. Obstructions My trash,debris,sediment,or vegetation Plate is free of all obstructions and works blocking the plate. as designed. Overflow Pipe Obstructions My trash or debris blocking (or having Pipe is free of all obstructions and works the potential of blocking)the overflow as designed. Pipe. Manhole See'Closed Detention Systems'Standard See'Closed Detention Systems'Standard No.3. No.3. Catch Basin See'Catch Basins'Standard No.5. See'Catch Basins'Standard No.5. A-4 1/90 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL NO. 5 - CATCH BASINS Maintenance Conditions When Maintenance Results Expected Component Defect is Needed When Maintenance Is Performed General Trash &Debris Trash or debris of more than 1/2 cubic No trash or debris located immediately in (Includes foot which is located immediately in front front of catch basin opening. Sediment) of the catch basin opening or is blocking capacity of basin by more than 10%. Trash or debris On 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. Trash or debris in any inlet or outlet pipe Inlet and outlet pipes free of trash or blocking more than 1/3 of its height debris. Dead animals or vegetation that could No dead animals or vegetation present generate odors that would cause within the catch basin. complaints or dangerous gases(e.g., methane). Deposits of garbage exceeding 1 cubic No condition present which would attract foot in volume, or support the breeding of insects or rodents. Structural Damage Corner of frame extends more than 3/4 Frame is even with curb. to Frame and/or inch past curb face into the street(f Top Slab applicable). Top slab has holes larger than 2 square Top slab is free of 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 flush on top slab,i.e., Frame is sitting flush on top slab. separation of more than 3/4 inch of the frame from the top slab. Cracks in Basin Cracks wider than 1/2 inch and longer Basin replaced or repaired to design Walls/Bottom than 3 feet,any evidence of soil particles standards. entering catch basin through cracks,or maintenance person judges that structure is unsound. Cracks wider than 1/2 inch and longer No cracks more than 1/4 inch wide at the than 1 foot at the joint of any inlet/outlet joint of inlet/outlet pipe. pipe or any evidence of soil particles entering catch basin through cracks. Settlement/ Basin has settled more than 1 inch or has Basin replaced or repaired to design Misalignment rotated more than 2 inches out of standards. alignment. Are Hazard Presence of chemicals such as natural No flammable chemicals present. gas,oil,and gasoline. Vegetation Vegetation growing across and blocking No vegetation blocking opening to basin. more than 10%of 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. Pollution Nonflammable chemicals of more than No pollution present other than surface 1/2 cubic foot per three feet of basin film. length. A-5 1/90 • KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL NO. 5 • CATCH BASINS (Continued) Maintenance Conditions When Maintenance Results Expected Component Defect Is Needed When Maintenance Is Performed Catch Basin Cover Cover Not in Place Cover is missing or only partially in place. Catch basin cover is dosed. My open catch basin requires maintenance. Locking Mechanism cannot be opened by one Mechanism opens with proper tools. Mechanism Not maintenance person with proper tools. Working Botts into frame have less than 1/2 inch of thread. Cover Difficult to One maintenance person cannot remove Cover can be removed by one Remove lid after applying 80 lbs.of lift;intent is maintenance person. keep cover from sealing off access to maintenance. Ladder Ladder Rungs Ladder is unsafe due to missing rungs, Ladder meets design standards and Unsafe misalignment,rust,cracks,or sharp allows maintenance person safe access. edges. Metal Grates Grate with opening wider than 7/8 inch. Grate openings meet design standards. (if applicable) Trash and Debris Trash and debris that is blocking more Grate free of trash and debris. than 20%of grate surface. Damaged or Grate missing or broken member(s)of Grate is in place and meets design Missing the grate. standards. A-6 1/90 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL NO. 6 - DEBRIS BARRIERS (e.g. Trash Racks) Maintenance Condtions When Maintenance Results Expected Component Defect is Heeded When Maintenance Is Performed General Trash and Debris Trash or debris that is plugging more Barrier Gear to receive capacity flow. than 20%of the openings in the barrier. Metal Damaged/Missing Bars are bent out of shape more than 3 Bars in place with no bends more than Bars inches. 3/4 inch. Bars are missing or entire barrier is Bars in place according to design. missing. Bars are loose and rust is causing 50% Fepair or replace barrier to design deterioration to any part of barrier. standards. A-7 1/90 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL NO. 7 - ENERGY DISSIPATORS Maintenance Conditions When Maintenance Results Expected Component Defect la Needed When Maintenance is Performed External: Rock Pad Missing or Moved Only one layer of rock exists above native Replace rocks to design standard. Rock soil in area five square feet or larger,or any exposure of native soil. Dispersion Trench Pipe Plugged with Accumulated sediment that exceeds 20% Pip.cleaned/flushed so that it matches Sediment of the design depth. design. Not Discharging Visual evidence of water discharging at Trench must be redesigned or rebuilt to Water Properly concentrated points along trench (normal standard. condition is a'sheet flow'of water along trench). Intent is to prevent erosion damage. Perforations Over 1/2 of perforations in pipe are Clean or replace perforated pipe. Plugged plugged with debris and sediment Water Rows Out Maintenance person observes water Facility must be rebuilt or redesigned to Top of'Distributor' flowing out during any storm less than standards. Catch Basin the design storm or it is causing or appears likely to cause damage. Receiving Area Water in receiving area is causing or has No danger of landslides. Over-Saturated potential of causing landslide problems. Internal: Manhole/Chamber Worn or Damaged Structure dissipating flow deteriorates to Replace structure to design standards. Posts, Baffles, 1/2 or original size or any concentrated Sides of Chamber worn spot exceeding one square foot which would make structure unsound. Other Defects See'Catch Basins'Standard No.5 See'Catch Basins'Standard No.5 A-8 1/90 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL NO. 8 - FENCING Maintenance ContiMons When Maintenance Results Expected Component Defect la Needed When Maintenance Is Performed General Missing or Broken My defect in the fence that permits easy Parts in place to provide adequate Parts entry to a facility. security. Parts broken or missing. Broken or missing parts replaced. Erosion Erosion more than 4 inches high and 12- No opening under the fence that exceeds 18 inches wide permitting an opening 4 inches in height under a fence. Wire Fences Damaged Parts Posts out of plumb more than 6 inches. Posts plumb to within 1.1/2 inches. Top rails bent more than 6 inches. Top rail free of bends greater than 1 inch. My part of fence (including posts,top Fence is aligned and meets design rails,and fabric)more than 1 foot out of 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 less 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 with 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 Structurally adequate posts or parts with or Protective condition that has affected structural a uniform protective coating. 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 1/90 I ! KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL NO. 9 - GATES IMaintenance Condtdons When Maintenance Results Expected Component Defect is Needed When Maintenance is Performed IGeneral Damaged or Missing Members Missingor gatelocking devices. Gates and locking devices in place. Broken or missing hinges such that gate 14nges intact and tubed. Gate is working cannot be easily opened and dosed by a freely. maintenance person. Gate is out of plumb mom than 6 inches Gate is aligned and vertical. and more than 1 foot out of design alignment Missing 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 I I I I I I I I A-10 1/90 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL NO. 11 - GROUNDS (Landscaping) Maintenance conditions When Maintenance Results Expected Component Defect is Needed When Maintenance is Performed General Weeds Weeds growing in more than 20%of the Weeds present in less than 5%of the (Nonpoisonous) landscaped area(trees and shrubs only). landscaped area. Safety Hazard My presence of poison ivy or other No poisonous vegetation present in a poisonous vegetation. landscaped area. Trash or Litter Paper,can,bottles,totalling more than 1 Area dear of litter. cubic foot within a landscaped area (trees and shrubs only)of 1,000 square feet. Trees and Shrubs Damage Limbs or parts of trees or shrubs that are Trees and shrubs with less than 5%of the split or broken which affect more than total foliage with split or broken limbs. 25%of the total foliage of the tree or shrub. Trees or shrubs that have been blown Tree or shrub in place free of injury. down or knocked over. Trees 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 1/90 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL NO. 12 - ACCESS ROADS/EASEMENTS Maintenance Conditions When Maintenance Resutts Expected Component Defect Is Needed When Maintenance is Performed General Trash and Debris Trash and debris exceeds 1 cubic foot Trash and debris cleared from site. per 1,000 square feet,i.e.,trash and debris would fill up one standard size garbage can. Blocked Roadway Debris which could damage vehicle tires Roadway free of debris which could (glass or metal). damage tires. My obstructions which reduce clearance Roadway overhead clear to 14 feet high. above road surface to less than 14 feet. My obstructions restricting 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-foot width. Road Surface Settlement, When any surface defect exceeds 6 Road surface uniformly smooth with no Potholes,Mush inches in depth and 6 square feet in area, evidence of settlement,potholes,mush Spots,Ruts In general,any surface defect which spots,or ruts. hinders or prevents maintenance access. Vegetation in Road Weeds growing in the road surface that Road surface free of weeds taller than 2 Surface are more than 6 inches tall and less than inches. 6 inches apart within a 400-square-foot area. Shoulders and Erosion Damage Erosion within 1 foot of the roadway more Shoulder free of 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 and brush cut to 2 inches in Might or hinder maintenance access. height or cleared in such a way as to allow maintenance access. • A-13 1/90 6.0 SPECIAL REPORTS & STUDIES Not applicable. - 17 - 9.0 EROSION/SEDIMENTATION CONTROL DESIGN Erosion control facilities include perimeter control with silt fence, V-ditch, straw bales, one sediment trap and a gravel cone filter. Refer to Appendix D sediment trap sizing calculations. - 20 - t 10.0 BOND QUANTITIES WORKSHEET, RETENTION/DETENTION FACILITY SUMMARY SHEET Refer to the followi g pages. C- C--$)r c50 M oi\J Oki( • (0 ovi _ f 14 'rw (yuivc- i4AK ex(ck\ ktowtio - 21 - < King County Building and Land Development Division BOND QUANTITIES WORKSHEET COMMERCIAL/MULTIFAMILY GROUP Page 1 of 2 Date: a -.Z l - n tt I BALD Project No.: S FR 93 - Q O (mil I 1 7I Project Name: C u e_ IN A I I Site Address: 3 ((. •T.4 S i ' 2,3 '`St AO/r I F=`rDv/2A . GJ A y Fill in those items which pertain to this project and return to the Commercial/Multifamily Group - Site Development Review Unit. PUBLIC ROADWAY IMPROVEMENTS PRIVATE ON-SITE IMPROVEMENTS Unit Price Unit Quantity Price Quantity Price A.C.Pavement S 8.00 SY S 5-/OO S y0,$Oct Cement Conc. Curb & Gutter . . . 9.00 LF /KO S 124, a S Extruded Asphalt Curb 2.50 LF S /6 OO S Y OOZ) Concrete Sidewalk 9.00 LF /'-{D s i2.60 62.O s 4 (O c7 6" pipe 7.50 LF S SO s 600 8" pipe 10.00 LF S - S 12" pipe 15.00 LF S 573 s 8 ‹ 15" pipe 16.00 LF S S 18" pipe 20.00 LF S S 24" pipe 26.00 LF S S 36" pipe 30.00 LF S S 48" pipe 50.00 LF S S 60" pipe 65.00 LF S s 72" pipe 80.00 LF S S Curb Inlet 500.00 EA. I S 560 S CB TYPE I & 1-L 750.00 EA. I S 7 S'-O 3 S Z i' CB TYPE II - 48" 1400.00 EA. S y S '6o 0 CB TYPE II - 54" 2100.00 EA. S S CB TYPE II - 72" 3400.00 EA. S S CB TYPE II - 96" 4000.00 EA. S S Restrictor/Separator 12" . . . . 450.00 EA. S / S 4/5 D Restrictor/Separator 15" . . . . 500.00 EA. S S Restrictor/Separator 18" . . . . 600.00 EA. S S Restrictor/Separator 24" . . . . 750.00 EA. S S Fencing (around pond) 10.00 LF S $O 0 S SOC.,O Riprap 30.00 CY S S Rockery, Gabion & ecology wall . 7.00 SF S S Concrete Retaining Wall . . . . 8.00 SF S S Excavation for Pond 5.00 CY S SO s 2 2S 0 Infiltration Trench 15.00 LF S S Flow Spreader 15.00 LF S S Trench Drain 15.00 LF S S Trash Rack 100.00 EA. S S Detention Pipe Riser 400.00 EA. S / S yoy S S _ s s s S SUBTOTAL : $ 3 770 SUBTOTAL : $ 74/54-K- - 22 - 1/90 BOND QUANTITIES WORKSHEET King County Building and Land Development Division Commercial/Multifamily Group page 2 of 2 EROSION/SEDIMENTATION CONTROL FACILITIES Unit Price Unit Quantity Price Silt Fence S 3.00 LF g' - S Z 5 3 S Seeding/Mulch 3000.00 ACRE b.S S /�O a Temporary Pond 5.00 CY 410 S z o 0 Standpipe 200.00 EA. / S Z.0O CB Interim Protection 25.00 EA. Z- S $C7 Quarry Spell/Rip-rap 30.00 CT Z. S 6D Rock Construction Entrance . . 300.00 EA. 1 S 3 O O Pipe ( inch dia.) LF S • • • S . . . S SUBTOTAL : S y%yS t I Signature: /j � r 1 Telephone No.: (.� , ZcG £ 9 Z4(70 I Firm Name: "DO/ti L Lj1VC�/ ed?.. S 1 The following information will be completed by the King County Site Development Review Unit. PUBLIC ROADWAY IMPROVEMENTS: S PRIVATE ON-SITE IMPROVEMENTS: S EROSION/SEDIMENTATION CONTROL : S SUBTOTAL : S 20% CONTINGENCY : S f � I TOTAL BOND AMOUNT : S I I 1 � RIGHT-OF-WAY BOND : S #B:BONDSHEE.WPF 11/25/1989 - 23 - 1/90 11.0 MAINTENANCE & OPERATION The private detention system will be jointly owned, maintained and operated by the owners of Lots 2 and 3. A copy of the maintenance agreement between the owners will be provided to the City of Federal Way under separate cover. Appendix E contains King County maintenance requirements for a privately maintained drainage facility. These requirements will be incorporated into the owners maintenance agreement. - 24 - 5.0 CONVEYANCE SYSTEM ANALYSIS & DESIGN The design criteria for conveyance system located within this site is the 25-year, 24-hour storm event. The analysis for the 100-year, 24-year event indicated peak run-off into the pond at 2.6 cfs. The minimum pipe diameter on-site is 12 inches and the minimum slope is 1.0%. Full flow capacity for this pipe is 3.8 cfs. All storm drain piping on-site meets this design criteria. 1 I + - 16 - . , A DOWL ENGINEERS COMPUTATIONS WO.# ;, , Project Name Client Name Sheet of Prepared by: Date Checked by: Date vC_l�V{a , - , 1%AA i.•.,�:,.) y-9 y G- V {Z- e� !r,Ns. L.c:..3 Ou e` Pc,to �i' D, 0 7 G;rS (3to) c(1 p e. r MAN-MADE CHANNELS ( \ I`A I t1\ VARIABLES LIST. Y - FLOW DEPTH B - CHANNEL BOTTOM WIDTH S - CHANNEL SLOPE Q - FLOWRATE M - CHANNEL SIDE SLOPE N - CHANNEL ROUGHNESS VARIABLE TO BE SOLVED (Y, Q,B,M, S OR N) ? B Y (FT) ? . 0833 RESULTS Q (CFS) ? . 07 M (FT/FT) ? 3 B= 1. 95 FT S (FT/FT) ? . 02 A= 0. 18 SF %,-,0- F1',Y^r,`,,,, C-�`:C-1 N (FT^1/6) ? . 1 P= 2 . 48 FT V= 0 .38 FPS < (45 "' F= 0.25 SUB-CRITICAL FLOW - I 9 - _. • c , t. ` ,f 4) r `T =-t) — 4-I 1,0 Fi. ,... A DOWL ENGINEERS w.o.# COMPUTATIONS ,t t, Project Name Client Name Sheet or Prepared by: Date Checked by: Date �v,2- n..' D. t 1 W PSC rJ 41 -9q 3 ! 0 j t c._;'iZ.-;--►-i j.t '*.:......t•�_'`,: r tf_ . .) = r -' 0 a 0,-, 1�1-- t.i r-- 0, o "r ,. ( $ rt.. rj a 6 e f MAN-MADE CHANNELS VARIABLES LIST: Y - FLOW DEPTH B - CHANNEL BOTTOM WIDTH S - CHANNEL SLOPE Q - FLOWRATE M - CHANNEL SIDE SLOPE N - CHANNEL ROUGHNESS VARIABLE TO BE SOLVED (Y,Q,B,M, S OR N) ? Y Q (CFS) ? .74 RESULTS B (FT) ? 4 M (FT/FT) ? 3 Y= 0. 12 FT S (FT/FT) ? . 02 A= 0 . 53 SF ^= fC..-"T`' 2 ,=C N (FT^1/6) ? . 035 P= 4 . 77 FT ;. r., , V= 1. 39 FPS `='-^ r� -.� F= 0 . 73 SUB-CRITICAL FLOW AT i iT ette:c9 (ArD 6 ei/( -1,,,,,q,0 _. 1 ---10tC.0 1ti �` f°L c c�'W l�I'� 8.0 OTHER PERMITS Not applicable. - 19 - 7.0 BASIN & COMMUNITY PLAN AREAS This project shall comply with the executive proposed plan for the Hylebos Creek and Lower Puget Sound. Specifically, basin-wide recommendation 2 requires peak rate control to pre- developed conditions for the 2-and 10-year, 7-day storm event. - 18 - CUCINA! CUCINA! ITALIAN CAFE Located within the S.W.% of Sec. 9, T. 20 N., R. 4 E., W.M. TECHNICAL INFORMATION REPORT Commercial Development Prepared for: RMM Corporation 19437 Edgecliff Drive S.W. Seattle, Washington 98188 Prepared by: A DOWL IINOIN III 6Fas A Olvlslon of OOWI_. Inoorporat.d 8320 154th Avenue NE,Redmond,WA 98052 April 1994 S11465-02 CUCINA! CUCINA! ITALIAN CAFE Located within the S.W.1/4 of Sec. 9, T. 20 N., R. 4 E., W.M. TECHNICAL INFORMATION REPORT Commercial Development April 1994 Prepared by: DOWL ENGINEERS Darren A. Simpson, P.E. This report has been prepared by the staff of DOWL Engineers under the direction of the undersigned professional engineer whose stamp and signature appears hereon. SIB . C wss lc'SO Qom. 'oIA a44.0-- Darren A. Simpson, P.E. I:xP; c s ,o— tie I Project Engineer TABLE OF CONTENTS Page 1.0 PROJECT OVERVIEW 1 1.1 Project Description 1 1.1.1 Purpose 1 1.1.2 Existing Conditions- Terrain 1 1.1.3 Existing Conditions - Vegetation 1 1.1.4 Existing Conditions - Soil Type 2 1.1.5 Storm Water Disposition 2 TIR Worksheet 4 2.0 PRELIMINARY CONDITIONS SUMMARY 8 2.1 Review of Resources 8 2.1.1 Adopted Basin Plan 8 2.1.2 Basin Reconnaissance Summary Reports& 1" =400' Scale Problem Summary Maps 8 2.1.3 Critical Drainage Area Maps 8 2.1.4 Flood Plain/Floodway(FEMA Maps) 8 2.1.5 Other Off-site Analysis Reports (in same subbasin) 8 2.1.6 Sensitive Areas Folio 8 2.1.7 SWM Division Drainage Investigation Section Problem Maps 8 2.1.8 USDA King County Soils Survey 9 2.1.9 Wetlands Inventory Maps 9 2.1.10 Other Resources (Metro, DOW, DOF, DOE, USACOE) 9 2.2 Drainage Requirements 9 2.2.1 General Requirements of Site Drainage System 9 2.2.2 Special Requirements of Site Drainage System 10 2.2.3 Evidence of Existing or Predicted Problems 11 3.0 OFF-SITE ANALYSIS 12 3.1 On-site Drainage Systems 12 3.2 Downstream Investigation 12 4.0 DETENTION ANALYSIS & DESIGN 14 4.1 Existing Site Hydrology 14 4.2 Proposed Site Hydrology 14 4.3 Design Criteria 14 4.4 Pond Design 14 4.5 Biofiltration 15 5.0 CONVEYANCE SYSTEM ANALYSIS & DESIGN 16 6.0 SPECIAL REPORTS & STUDIES 17 7.0 BASIN& COMMUNITY PLAN AREAS 18 8.0 OTHER PERMITS 19 9.0 EROSION/SEDIMENTATION CONTROL DESIGN 20 10.0 BOND QUANTITIES WORKSHEET, RETENTION/DETENTION FACILITY SUMMARY SHEET 21 11.0 MAINTENANCE& OPERATION 24 TABLE OF CONTENTS (Continued) Page Tables 1 Design Characteristics 14 2 Final Pond Storage Stage 15 Figures 1 Vicinity Map 3 2 Site Plan-Existing 6 3 Site Plan -Proposed 7 Appendices A Correspondence (Drainage) B Detention Pond Calculations C Biofiltration Swale Calculations D Sedimentation Trap Calculations E Maintenance& Operation '!2" DtA- F3LACIC 0,153ego PM8 � t l2 C-A• Wt� oLU R L �LOFF TOP %v FROOTFBA� � . PI,ANTiNC PSACKt=1LL �Q 1505A!< VP Si DF� I P.G yTGiV1 OF ?lT � Deciduous Tree Planting N =2Y 2 H�irA� Ft R S�r� - GRtvF,r,Q -a ;MtPV L S i SF.CLE iro I W/2 Nvi2S�1'ZY--- yl -�4^N'S TNM rnNT TOP Of - WIND \7 Evergreen Tree Planting (uwE:V, gib N.T. S. PLANT SN►RvPS OP SAME r P0- PS NvRt;cRY /n^f2'< MVL_C+� .FO47 JF5ACL' - tx..MOVV 1%INISH 6j�PFi F Dy %,GNT AS St'�C'G •��N� '�Ck1=1 L-L N.i.S. Landscape Legend ,symbol scien'(' name / common name size, condition, remarks Trees: Acer rubrum 'Red Sunset' 2" caliper, minimum 12-14' height, B&B, densely Red Sunset Maple branched, well -foliated, matched specimens Fraxinus p. 'Raywood' 2" caliper, minimum 12-14' height, B&B, densely Raywood Ash branched, well foliated, matched specimens Prunus lusitanica / 2" caliper, minimum 12-14' height, l?,.f >r container, densely Portugal Laurel Standard OR branched, healthy, unblemished leaves, branched Magnolia g. 'Victoria' or'St. Mary'/ above 6', matched specimens Dwarf Magnolia Pyrus caileryana 'Redspire7 2" caliper, minimum 12-14' height, B&B, densely branched Flowering Pear matched specimens Acer p. 'Sango Kaku'/ Min. (3) 3/4" trunks, min. 6-7 height, full, multi -stemmed Coral Bark Maple trees, select for broad spreading growth habit 0 Cupressus sempervirensv 10-12' height, full to base, symmetrical, Italian Cypress self-supporting, wide specimens • Pinus sylvestris/Scots Pine Sizes as noted on plan, B&B, full and bushy to base Vines: 24-30"" height, B&B or container, full, multi -stemmed Wisteria sinenss/ Chinese Wsteria 24-30" height, B&B or container, full, rounded densely Clematis armandii/ foliated, multi -stemmed shrubs • Evergreen Dematis 24-30" height, minimum 36" spread,'B&B or container, Groundcovers: full, spreading habit Arctostaphylos uva-ursi/ 18-24" height, B&B or container, densely branched Kinnickinnbk 24-30" height, minimum 24" spread, B&B or container, full, clear unblemished leaves, prune into hedge form Rosmarinus o. 'Prostratus' 24" height, minimum 18" spread, B&B or container, Rosemary full, very densely branched, prune into hedge form Na 5y77,5d1 Thymus pseudolanuginosis/ 30-36' height, minimum 30" spread, container. or B&B Woolly Thyme full specimens g p N�� S�d� RioyMaoc Hedera h. `Needlepoint'/ 24-30 height, minimum 30" spread, container or B&B Needlepoint Ivy full specimensof I . Vinca minor'Atropurpurea' / / 18" height, minimum 18" spread, B&B or container, '*4*bXL 9V%G1"&Wl.0 Dwarf Periwinkle full, arching habit Seasonal Flowers ® Lavandula angustiblia/ 12" height, gallon containers, very bushy, dense Lavender specimens. Provide and install additional (14) plants in outdoor dining area ® Helichtotrichon sempervirens/ 15-18" height, minimum 18" spread, minimum 2 gal container, No River Rock Blue Oat Grass full specimens Viburnum davidii 15-18" spread, container, dense specimens -Viburnum Lawn: Notes- Yucca f.'Bright Eagle' 18" spread, full, clear unblemished blades, B&B Seeded Lawn Variegated Yucca or container: Rough Seeding 1. All plant material is to be of SPECIMEN quality. Plants should be of the highest quality available. It is expected the ��, j�% f Contractor will conduct an extensive search to obtain the specified materials. Substitutions will be permitted onl0y f7rIAV `t��1�(,�V II with sub p P y G� �' y� � ��!l — �m"�- substantial documentation of unavailability. , 2. Lavender, Woollv Thvme, Needlepoint Ivv to hp nlantpd in nuMom dininn nrpn in 1' fnnt niantinn area ndinrpnt 1 SCALE 1 "=20' NORTH Shrubs: Cornus stolonifera/ Redtwig Dogwood E) Cotinus coggygria'Purpureus'/ Purple Smokebush Cotoneaster parneyi/ O Parney Cotoneaster 0 Elaeagnus p. 'Marginata7 Silver Edge Elaeagnus Osmanthus h..'Variegatus'/ Variegated Osmanthus 0 Ilex crenata'Convexa'/ Japanese Holly Phormium t. 'Rubrum' New Zealand Flax 00 Pleris japonica/ Lily -of -the -Valley Shrub O Juniperus c.'Pfitzerana Compacta Compact Pfitzer Juniper 3' staked height, container, one main stem, plant adjacent column. Secure to column. 3' staked height, container, multi -stemmed, plant adjacent column. Secure to column. 4" pots. min (3) runners at 8" length, plant at 18 o.c. adjacent\ to bldg. pad, or 1 gal cont. 30" o.c. all other areas, begin first row of plants 12" from edge of planting area, plant groundcover in all planting areas including areas underneath trees and shru' 4" pots, min. 6" spread, plant at 18" o.c., begin firsts row of plants from edge of planting area, plant groundcover all planting areas including areas beneath trees and shrubs 4" pot, very dense plants, provide and install (30) plants in outdoor dining area. i 4" pots, min. (3) runners @ 12" length, provide and install (14) plants in outdoor dining area 4" pots, min (3) runners at 12" length, plant at 18" on center, begin first row of plants 12" from edge of planting area, ptant groundcover in all planting areas including areas u ndemuM orms and shrubs 4" pots top quality annuals @ 8" o.c. Varieties to be selected by Landscape Architect from list of those available at the time of planting. Provide and install additional (50) pots where directed by L.A. 2"-5" diameter washed river rock, 4" deep, Submit sample for approval. For use in outdoor dining area in 1' wide planting area adjacent perimeter. See specifications See specifications 1 •, i I 1 1 REVISION DATE I AUG 2-2 1994 I 1 1 1 LANDSCAPE PLAN APPROVAL ° Permit Number: Approved By: Date:77 Comments. e00 k b� �Tti'�srnanDesig�■1r�1�� GroINCu ■y��J�) Landscape Architecture Site Planning Developmental Planning 2329 East Madison Seattle. Washington 98112 (20$ 322.1732 STATE OF WAS HI TON REGI ERED N E,_—RCHITECT F MARK ALAN WEISR"N CERTIFICATE NO. 321 v i 0 m �A E S Z >11 m Sheet No. L1 of sheets ,,. . ... .. , ..:... a .... - Y '.. .. . �: I- ... ... : , .. .. .. n .. ... .. .. \ {{ �� ._��Qdi. �. ;x. ♦iO ' Qd{IOiO .., $�Ijflf� G1dt �OC10t�i. .,Y' 1�.. , r , .. .G. ,. �l ... 4 _ .., �� :c- a , .fir. �r r �;-•.:-, _., , r: ,k. t .f ':"r. a_:.. .. '. , ., f ., ✓P .. M, .•S vv ar .. .. ,. ,. h ...).. .r .. .> , f, : i .- .t- �), ri. -.. i.., � ... !• ..i ..A .`fit ,,f �i• I.L ik ') i ., k '{. !•S . , 2 [... .. v. a >. - .. �i.. }x, .. .i' .. ., ., r .. 4 .. .. ... .. ♦� Y .. ,. ...e. .. : .Yh ... - .. t r ^� d >: a ,' .. +` l ... ... , . ... ..-,. ., ., f ,... , .r r. _ a l 1 ♦ 4 � ^ A i .d xb THE r . .. .. ....... .. .. ._ :: .�}: .... .. ,. 1. .,. .. .,: n 1 -1 4 FRAME ISTL .. 'r1QE C.OI�tERB WELD � i/Z BRTUGT Stl� DE : , _., b `xb xt/h: TA EXTEND STEM WALE. ,. _ 4, . f �:.Dfi. WEt..D :_ ,. GRIND gh1007 H_ , ;. . _ � -..'�' . .. 't. '. .. .. .. ,;'.-::. ..' ... ', x:,... ... .,;w r'iA ':: Li. r� .._ ., r.i,*.,.: -. .. .. _. M •-Sli`VJV �' Gt. T R 74 WA T ail D, (; V VANF E FI f ZU'l[X1 F R=�"--'TE N 1140331 PROFILE BY DATE SURVEYED NOTEBOOK No. PLOTTED, GRADES CHECKED IL MA NOTED STRUCTURE NOTATIONS CHECKED BY DATE PLAN SURVEYED NOTE BOOK No PLOTTED ALIGNMENT CHECKED RT. 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Lo rw f z r 7, _j b. e— In r x m .4 fn C> ta :4 ft 0 Ln �4 ql� m til. 14 z iz .0 X a Z to 14 L4 rn m 7z MC M -m r m td W m Zi ML CC '10 40 m M ids M - li7 T-,iN4 =� - c Z .4 LU o m m cw d �A C/) ul Lh m Z rn 31, mc 0 to CD rn r) -4-1-4c Lo -0 b�� r > r 0 L_P4 rTI i, T tp 4. f -4' :2:1 0 z _4 < C 4 > e- jL SW 1/4 OF SEC. 9, Tim 21 Nag R. 4 Ent W.M. K ui O 0 L_ I 1� �� 11 cl OX CATCH BASIN GRATE=439.84 Jf7= A '<7 7n `10" (-KID L: BLUE FAINT MARmS (WATER)` ASPHALT PAVIN G G PLANTER AREA UNDERGROUND LIGHT STD. (TYP.) 4'-fHAIN LINK FENCE PO WER VAULT )c x 11 y X 01 0 5 36 jz 0 SETAEBAR WICAP x_ _ _ i -- - i ,I4_2 '_�2 116� 0% 22.0' LIJ 0,p 0 .0 C) (1) L Z ai (j I A ui 0 ui A, L4j z 0 0 x PROPOSED RESTAURANT I. FINISH,,.,FLOOR 445.5' CATCH 13ASIN\ GRA -E=448.53 '�E=� 44.48 12" �P-N 0 E-44.53 12 "FOR SALE P-Z SIGIN b 1E=� 44.47 12 cmp 00 b.D.C.4 z E.D.C./— ------------- P H IN AALK & CURB 5' FOR U EIR [ASE GROU D ONJIMUN4CAT Jb J_�Mf k� EC NUMBER 21 090629," L C14 Co c U- CENTER 25' CL RB CUT REVERSE SLOPE PER co KCRS DWG No.13 A ENT FO UNDERGR I) ELIE I AL ER ORDI NUMBER 3Qt220329 FACILITt 4 —8% 135.5'-6 loom wo, N —t77 &7 (TYF E 1, 70' Mm 'Apo, cy D Lr) i i �+ SET R AR W T AA E 3 0:�OLW N 4'x8"ELEC'r. VAULT BY PUGET SOUND EXTRUDED CONCRETE CURI3`(TYP.) POWER & UGHT 4' HIGH CONCRETE WALL 00 NO Awl W/ 4' HIGH METAL HANID_rfEAIL ie �0 0 05'36" 3 0 )z uj FOUND CASED CONC. MON. DATUM: K.C.A.S. BENCHMARK: NORTHEAST CORNER OF POWER VAULT (PAINTED BLUE) AT THE SOUTHEAST RETURN OF 20TH AVENUE S. AND S. 316TH STREET (BEHIND SIDEWALK IN PLANTER). ELEVATION= 453.22 TEMPORARY BENCHMARK: NORTHWEST PROPERTY CORNER OF THIS PARCEL REBAR AND CAP. ELEVATION= 449-09 12" CMP TO DETENTION POND WET AREA W1 CAT TAILS x kl_ IQ9 q0c0<Fp B X_ j OUND REBAR W/CAP 'N� 15650 m >1 1 cv) UJ 1- LIJ 0 z LLJ 0 ICIE Fn Ld p < C\j 0(0 M0) 00 N cy) 6 (0 CID 6 0 do (0 z N 0-, Z m x un, ti Latta � O0 uJ z zZ 0 Lij LJ N > C < DULLVrU) Tr-.) > —3% C o- 7 TIMBE WALL CL 4 6 CN cn z e. V) 0 < e w ; �?I /I P oo 3d 00 0 cn q s 00 z < 4) 0 CL z LLJ �4\ u ai 0 x 0 C) < 00 2-WATER VALVES 10.1 TRANSFORMER DRAINAGE .[3. BASIN BOUNDRY [r -TELEPHONE PEDISTAL FIRE HYDRANT o# TIE OF. CONCEN-TRATI "FOR SALE" SIGN 0 APPROX. LOCATION 00W TRAVEL 60 WAY (DIRT) ------------ lop 'moo 4 CATCH BASIN GRATE=424.89 � IE=423.19 FOUID PK ASPHALT RAVING WATER VALVE & BLUE PAINT NOTES SAN SEWER MH RIM=423.99 1) BOUNDARY & TOPOGRAPHIC INFORMATION SHOWN HEREON L STORM DRAIN MH 111=418.39, 10" PVC-N WAS DIGITIZED FROM STEPAN & ASSOCIATES BOUNDARY CATCH BASIN TOPOGRAPHIC MAPS DATED A_,)rrIgr) Py rlD TE' All n RIM=431-83 IE=418.31, 10" PVTOPOGRAPHICPAUL S. ANDERSON. 2) SPOT ELEVATIONS SHOWN NEAR THE SE CORNER OF THE SITE WERE SURVEYED BY DOWL ENGINEERS IN AUTUSE,1993 10- IE=426.22, 18" CMP-W IE=UNACCESSABLE, 18" CMP-N IE=426.17, 18" CMP-S IE=422.83, 36" CMP-W z lui l"° 0 z z VI a Z ca 0 z N Q z 4c iiri CL cc K w ul SCALE: j =2v F.B.: 62 W.O.: S11465 13 FILE NO.: 100-99 SHEET 1 OF