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18110 67TH AVE NE_024942_2026
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IN V bffoas bftidAU Iii c';� . .}.% 1 liiI 111I1 dew MernoiwidtuTj To: Yvonne Page -- CC: Kerry Wentz From: Terri Littlejohn Date: Dec. 11 th 2002 Re: Ken Root plantings went out this morning per Yvonr-,, request an Landscape installation along 67 d ins and seeded an area , Ken Root has ins tilled gpected Ken Roots re passed inspection. per Yvonne s direction and all is instal Leland c quired Ypresses led properly and ( c� C �J CJ �V 1 1 JNG Y Cityof Arlington Devel Rment Services g ,gip es 1 Minor Devdfopment Permit ,t vFg9 oe 4��ro February 27, 2002 Ken Root M N-01-061 I. PROJECT DESCRIPTION AND REQUEST Ken Root is requesting a minor development permit for the development of a 2,700 square foot building on an approximately 39,000 square foot lot. The building will be used for storage of insulation. Utilities will be provided by the City of Arlington. The subject property is zoned Industrial. II. GENERAL INFORMATION 1. Applicant/Owner: Ken Root, 30901 247th Avenue NE, Arlington, WA 98223 2. Contact Person: Two Rivers Engineering, 307 Olympic Avenue Suite 208, Arlington, WA 98223 3. General Location: The site is located at 18110 67th Avenue NE, in Section 22, Township 31, Range 05, W.M. (Tax ID No. 310522-001-017-00) 4. Address of Property: 18110 67th Avenue NE, Arlington, WA 98223 5. Description of Proposal: 2,700 square foot building 6. Acreage: Approximately 0.90 of an acre or 39,000 square feet 7. Comprehensive Land Use Designations, Zoning Designation, and Existing Land Uses of the Site and Surrounding Area: Area Land Use Desi nation Zone Existing Use Subject Industrial Industrial Single-family Residence Property North Industrial Industrial GTE Building South Industrial Industrial Single-family Residence East Medium Density Residential GCR Single-family Residential West Industrial Industrial Baxter Pole Industrial *Gleneagle Contract Rezone HAKen Root MN-01-061\Root permit.doc kjr;2/27/02 Minor Development Permit February 27, 2002 Ken Root MN-01-061 8. Public Utilities and Services: Water: City of Arlington Gas: Cascade Natural Gas Sewer: City of Arlington Cable TV: TCI Cable Garbage: Waste Management Northwest Police: City of Arlington Storm Water: City of Arlington Fire: City of Arlington Telephone: General Telephone School: Arlington School District Electricity: Snohomish County PUD #1 Hospital: Cascade Valley Hospital District 9. Public Notification: Minor permits that are categorically exempt under Chapter 43.21 RCW (SEPA) are exempt from publication (UDC VII.C.S.c. and g. and WAC 197-11-800. III. ENVIRONMENTAL REVIEW The proposal was categorically exempt under Chapter 43.21 C RCW (SEPA). IV. BACKGROUND The subject minor development permit application was received by the City of Arlington on November 14, 2001, and the application was deemed complete on December 3, 2001. Additional/revised information was requested on February 4, 2002, and resubmitted on February 10, 2002. The Department has circulated the application to City departmental staff for review. V. FINDINGS OF FACT The following findings are made based on the project description, and the conditions of approval. 1. Application Process: The minor development permit application was received by the City of Arlington on November 14, 2001. The application was deemed complete on December 3, 2001. A minor development permit is an administrative review process per City of Arlington Uniform Development Code (UDC) Chapter VII, Sections CA and C.S. 2. Comprehensive Plan and Zoning: The City of Arlington Comprehensive Plan identifies this area as being Industrial, and the subject property is zoned Industrial per UDC Chapter III, zoning map, Page III-2. Storage facilities are a permitted use per UDC Chapter V, Section I. 3. Lot Dimensions, Density, and Related Requirements: The proposed development complies with the minimum lot dimensions for storage facilities (20,000 square feet in size and 100-foot minimum width) and yard setbacks (front 25 feet, rear 20 feet, and each side 20 feet) and with maximum building height (30 feet). Lot coverage is not applicable in the Industrial zone. 4. Non-residential Performance Standards: The proposed development must comply with the standards of performance for noise, lighting, odors and gases, particulate matter, electrical interference, hazardous materials storage, waste HAKen Root MN-01-061\Root permit.doc kjr;2/27/02 Page 2 of 7 Minor Development Permit February 27. 2002 Ken Root MN-01-061 disposal, open storage, maintenance and alterations, and hazardous waste facilities per UDC Chapter IX, Section B.2. 5. Off-Street Parking: The proposed use as calculated per UDC Chapter IX, Section CA Parking Requirements, requires 2 parking spaces, at 0.5 spaces per 1,000 square feet of storage area, which is 2,700 square feet. No loading space is required. The proposed site plan shows 8 parking stalls and 1 dumpster, which meets the minimum requirements. 6. Landscaping: The final site plan shall comply with the requirements of UDC Chapter IX, Section N, Landscaping. The required landscaping for a storage/distribution use is Category C, which requires 10 feet of Type III landscaping adjacent to all street frontages. The site plan complies with the landscaping requirements. Plant material must be guaranteed for one year, with any replacements guaranteed for one year also. Any additional development of this site may require additional information. 7. Transportation: The proposed development is located at 18110 67th Avenue NE. It is anticipated that this project will add 1 p.m.-peak-hour trip, to the street system, as well as pedestrian and bicycle trips. The site will be accessed off of 67th Avenue NE. Pursuant to Ordinancs' 1213, frontage improvements shall be installed along 671h Avenue NE in accordance with the Public Works construction standards and specifications. Improvements satisfying this requirement shall be shown on the site/civil construction drawings. Sufficient right-of-way shall be dedicated to the City of Arlington in which the required improvements are constructed. Additionally, Ordinance No. 1208 requires the developer to pay transportation impact fees for each new p.m.-peak-hour trip at the fee in effect at the time of payment to mitigate for off-site impacts. (NOTE: The current transportation impact fee is $1,038.00 for each p.m.-peak-hour trip, but this may change.) Transportation impact fees shall be paid and right-of-way shall be dedicated prior to issuance of the building permit. 8. Stormwater Management: The City has adopted storm drainage requirements per Arlington Municipal Code Chapter 13.24, Stormwater Management, and the Department of Ecology's Stormwater Management Manual for the Puget Sound Basin (The Technical Manual). A preliminary review of the system indicates that they have a conceptually feasible plan. A detailed drainage review will occur during the site/civil review process. The City believes that a storm system meeting these standards is best available science. However, the applicant is hereby advised that technical review will be extremely thorough, with the onus on the applicant to demonstrate adequate protection of groundwater and surface water resources. 9. Critical Areas: The site lies within the Arlington Aquifer Recharge Area. The groundwater in this area is the primary source of municipal and domestic potable water supply in the Arlington area. Locations of municipal wells for the City of Arlington and aquifer recharge areas are shown on Figure NF-2 of the Comprehensive Plan. The applicant will provide best management practices for HAKen Root MN-01-061\Root permit.doc kjr;2/27/02 Page 3 of 7 i Minor Development Permit February 27. 2002 Ken Root MN-01-061 the protection of the aquifer recharge area that adequately protects the groundwater resource in the Arlington Planning Area. 10. Airport Management: The Arlington Municipal Airport requires that street lamps or light poles located on the property be down-shielded as to avoid interfering with flight operations. 11. Water and Sanitary Sewer: Adequate water and sewer service is available to the site from the City of Arlington; utility services and fire hydrants and fire protection as required will be reviewed when construction drawings are submitted. All existing and planned utilities shall be shown on the site plan. 12. Criteria for Approval of an Application and Issuance of a Permit: Per UDC Chapter VII, Section D, Criteria for Approval, the Development Services Department, Planning Division, is required to review for compliance the following criteria before an application can be approved. a. The development is consistent with the dimensional, density requirements and Performance Standards of the UDC and other applicable laws and regulations; and Staff Analysis: As identified above, the development is consistent with the dimensional, density requirements and Performance Standards of the UDC and other applicable laws and regulations. b. The development as proposed incorporates, to the maximum extent feasible, mitigation measures to substantially lessen or eliminate all adverse environmental impacts of the development; and Staff Analysis: The development as proposed incorporates, to the maximum extent feasible, best management practices to lessen or eliminate all adverse environmental impacts of the development. C. The applicant has presented certification that the applicant has filed and paid all the taxes, penalties and interest, and that the applicant has satisfactorily made agreement to pay the taxes (NOTE: this requirement is only applicable to subdivision plats); and Staff Analysis: This requirement is only applicable to subdivision plats. d. Prior to final approval the applicant has followed all permit processing procedures and paid all applicable land use fees. Staff Analysis: As stated above, all permit processing procedures have been followed and a condition is included that requires that all applicable land use fees be paid prior to issuance of a building permit. VI. CONCLUSIONS 1. The City of Arlington Comprehensive Plan identifies this area as Industrial, and the subject property is zoned Industrial per UDC Chapter III, zoning map, Page III-2. A storage/distribution facility is a permitted use in the Industrial zone per UDC Chapter V, Section I. Therefore, the proposed development as noted and conditioned is consistent with policies governing industrial uses and is allowed in the Industrial zone. HAKen Root MN-01-061\Root permit.doc kjr;2/27/02 Page 4 of 7 f Minor Development Permit February 27, 2002 Ken Root MN-01-061 2. The requested minor development permit as conditioned meets all UDC requirements, including Chapter VII, Section D, Criteria for Approval, and all other applicable codes. 3. The minor development permit should be approved subject to conditions noted below. VII. DECISION The minor development permit is hereby APPROVED, subject to the following conditions: 1. All development shall be in substantial conformance with the approved site plan received by the City of Arlington on February 12, 2001, subject to any conditions or modifications that may be required as part of the minor development permit. 2. Prior to issuance of a building permit, the applicant shall file a drainage plan and construction plans, which meet the following conditions, in conjunction with a building permit application. The final site plan shall comply with all requirements of the Unified Development Code, Uniform Building Code, Uniform Fire Code, and Public Works Construction Standards and Specifications. 3. All exterior lighting, including streetlights, shall be down-shielded. 4. Prior to issuance of a building permit, the developer shall dedicated right of way along 671h Avenue NE for the entire length of the parcel per the 67 h Avenue Road Design. 5. Prior to issuance of a building permit, the developer shall submit payment of all required impact payments (transportation impact fees to the City of Arlington at $1,038.00 per pm peak hour trip, which is 1, for a total of $1,038.00). NOTE: Actual impact fees due are those as set by resolution at the time the fees are paid. These amounts are provided here as an estimate. They may either increase or decrease by the time they are paid. 6. Has the developer secured an access easement for ingress/egress on the property to north? 7. Prior to issuance of a building permit, the developer shall clear all outstanding land use permit-processing accounts with the City. 8. If the applicant decides to construct any buildings, expansions, or any future development of this site, the applicant shall obtain additional land use development permit(s) prior to commencing such work. 9. The minor development permit shall become null and void if use and reliance is not established within one year of the below date of approval. Vill. CODE REQUIREMENTS HAKen Root MN-01-061\Root permit.doc kjr;2/27/02 Page 5 of 7 • .� ;. • I I Minor Development Permit February 27, 2002 Ken Root MN-01-061 (NOTE: The following items are not conditions of permit approval, rather certain local, state, or federal code requirements of which the applicant needs to be aware. This is in no way intended to be a complete list of code requirements, but a general checklist of major steps and issues. Please refer to the AMC for a complete list of code requirements for your particular project type.) 1. Code Applicability. This application is subject to the applicable requirements contained in the Arlington Municipal Code, Zoning Code, and Building Code. It is the responsibility of the applicant to ensure compliance with the various provisions contained in these ordinances. 2. Pre-Construction Phase. Prior to commencing any site work, including installing any easement or right-of-way improvements, utility systems, drainage systems, street lights, mailbox structures, emergency facilities, storm water control systems, or any other improvements, improvement plans must be submitted for review and approval by the Development Services Department, Engineering Division. Said plans shall be in conformance with applicable code and below listed conditions. a. The applicant shall survey and mark all property corners prior to review of any submitted construction plans. b. The applicant will be required to design and install erosion control measures deemed necessary by the City. These measures must be installed and inspected by the City prior to site use. C. No site preparation or other disturbances shall be undertaken within environmentally sensitive areas or their required buffers. d. Submit to the Engineering Division and receive approval of a storm-water run-off and detention plan in conformance with the AMC Chapter 16.10, Stormwater Management, and the Department of Ecology's Stormwater Management Manual for the Puget Sound Basin (The Technical Manual) for both the construction phase and a permanent system. All site drainage must be directed through biofiltration swales prior to discharge into wetlands. e. All new utility lines shall be placed underground. f. A right-of-way permit is required for and prior to any work done in a public right-of-way. g. All lighting shall be low sodium or similar low intensity illumination and placed in a way as to not cause glare on an adjoining property or right-of- way. 3. Construction Phase. The following conditions shall apply during construction. a. All applicable noise and other nuisance codes are applicable. b. Mud and dirt shall not be tracked onto public rights-of-way, but if tracked HAKen Root MN-01-061\Root permit.doc kjr;2/27/02 Page 6 of 7 � _i l• Minor Development Permit February 27. 2002 Ken Root MN-01-061 by accident shall be immediately cleaned-up. C. During any site grading or clearing activity, the applicant, and contractor shall use all available means of controlling air pollution (dust, ash, and smoke). d. The restrictions of the AMC shall apply to any and all grading. 4. Installation of Improvements. Prior to receiving a certificate of occupancy, the applicant shall relocate any existing water facilities and/or install water services/fire hydrants prior to the required improvements at the expense of the developer. (NOTE: Infrastructure requirements are based on conceptual information as submitted by the applicant. Additional specific requirements may be required upon review of the engineered construction drawings as submitted by the applicant. All improvements are subject to review and approval by the Engineering Division. All utilities shall be constructed underground.) IX. APPEALS To appeal this decision, an appeal application must be filed, with all required fees, within 10 working days of the date of issuance of this decision. The City Council or a Hearing Examiner would hear the appeal of the permit and their decision would be considered the City's final decision on the underlying governmental action. X. EXHIBITS 1. Approved Site Plan dated February 12, 2002. 2. File MN-01-061 (Ken Root) (on file at City Hall). ORDERED THIS 27TH DAY OF FEBRUARY 2002 (Zo_� CIOIStrong, Planni anager onsible Official Distributed to the Following Party of Record: • Ken Root, 30901 2471h Avenue NE, Arlington, WA 98223 • Two Rivers Engineering, 307 Olympic Avenue Suite 208, Arlington, WA 98223 • Paul Richart, City Engineer, Development Services, Engineering Division • Marc Hayes, Streets/Code Compliance, Development Services, Engineering Division • Dave Anderson, Building Official, Development Services, Building Division • Kerry Wentz, Plans Examiner, Building Division • Bill Blake, Environmental Specialist, Development Services, Planning Division • Terry Castle, Utilities Superintendent, Development Services, Utilities Division • Sharree Lytle/Terri Littlejohn, Parks, General Services Larry Mills, Streets, General Services HAKen Root MN-01-061\Root permit.doc kjr;2/27/02 Page 7 of 7 11 t �f • i`, � rr ..+ pit iiis''Y - �Nti rri' .:,,r ,t-t l ��t�i�r"�riZ r t f t j t n � ,� .V1.tWy,Ya V y�y'o w. �,� „a;w ::.,�,,,,y� "'^rrarrq� •r.�s�.x4aYt"�cg� ;, '�• .y v. � .� . t�� �• m'`f.. fir, fW: - '�.• •� �� :•maxwaa<!Rnrc .r,.a�..., .. : .. ,....�x!.a lxxvaamn.�. .,�,.,:aaa!•!x'•x,u:_....n-..'MIXa:x v.� �...xa.n...4w..!xaa.:nrn ra u.u•..x.,! .anrnn..o.�. .r.�.!:_-.!:.:asww.0, v = y > w xx z ? _r Qo z �''� •' Y n z Q x °z > � � 3' �I tTl trl > Z I N _� (t 00 Q �i c' > CI) �••� f--r N F—�o r N CD w � H d C7 z rD 07 ITI Orl Z y h z n y d o C7 z ':a 0 p t17 O c �rl H � � z � Q- I try o C� C7 fD y r ri) n CD r. r. Q N z n N = �` uac - U [i� • y.. .. ,i"' 4Wb'bi:46XiVAWW,a -.•W'vi/�h ..ui�:.w+i((i+.4f.•!!•e�'CNwt NIY�UtW1\uN�•u:k•tiwaUa'..... ... •• . .. � A IX•Y.v(N?Y%itiP.a%labXiL ..e1uiJ.i•!� � 1 Q57r'R.AO!�}• l^^l^� % �!!5•�R17�0.•�+ q•,Rii ��.�� h}j.l� �\.. s h .rt'.J� =�'s's:. r.# ! .r? `s��ta ,� • ,.t•,��1"' s s".tib,��' �o Q� �a City of Arlington . . , ✓. Building Departmernfi _-r Y Ur AHLINUi[()N REQUEST FOR REVIEW FORM PROJECT NAME: Ptz-f PROJECT ADDRESS: !/e E BP #: PROJECT MANAGER: David Anderson,, Building Official DATE OF CIRCULATION: 6 .5 RETURN THIS FORM BY: 43 TYPE OF PROPOSAL: z45-)(&Z) VJUe&z e PROJECT SUMMARY: RESPONDING DEPARTMENTS: IJ TOM C., FIRE IJ JIM T., GALE & GALE TERRY C., KAREN L., UTILITIES QJ PLANNING DEPARTMENT IJ SHARREE L., GENERAL SERVICES GREGG E., ENGINEERING SUBMITTAL INFORMATION IS ATTACHED. Please review the information and return this form and your comments, either on the drawings or in memo form, to the Building Department. If you have no comments, please return the form with the"No Comments"box checked. PLEASE MARK ONE BOX, SIGN, DATE, AND RETURN THIS FORM TO LINDA. 03 MORE TIME REQUESTED, WILL SUBMIT ON 0 COMMENTS FOR THIS REVIEW ARE ON ATTACHED DRAWING IR COMMENTS FOR THIS REVIEW ARE IN ATTACHED MEMO IJ NO COMMENTS FOR THIS REVIEW, OKAY TO ISSUE PERMIT REVIEWED BY �- MEMO Date: March 18, 2002 To: Gregg Eaton cc: Paul Richart From: Debbie Maroon, P.E. Subject: Ken Root Storage Building—#MN-01-061 Storm Drainage Calculations Review As requested, we have completed our review of the storm drainage design for the above referenced project. The documents reviewed include (1)Drainage Plan for Root Commercial Building, Arlington, Washington, and (2) Construction drawings for Root Commercial Building —Sheets C1 through C7 of 7, both prepared by Two Rivers Engineering. Below please find a list of our comments/concerns: 1. The engineer is proposing to collect the runoff from the roofs in a french drain that will be constructed around the foundation of the new building. Footing drains, which the french drain will function as, and roof drains should be separate. The downspouts should be connected to a non-perforated pipe and the runoff from the roof should be conveyed away from the building. 2. Calculations need to be provided for the proposed 60-foot long trench. Our calculations show that by reducing the impervious area from 28,000 square feet to 12,175 square feet the flows only decrease by 22-38%, but the trench length has been reduced by 56%. 3. Grades and/or spot elevations need to be provided for the biofiltration swale. The plans do not have sufficient information for the contractor to construct the biofiltration swale. 4. Based on the information presented on the plans, we are unsure of how the water gets from the biofiltration swale into the infiltration trench. Per City of Arlington standards runoff must pass through an oil/water separator prior to entering an infiltration trench. 5. The flow paths used in the time of concentration must be shown on the construction drawings or on a drawing in the report. 6. Seeding specifications for the biofiltration swale should be provided. 7. We noted a drafting error on Section C-C on sheet C5. The water quality depth should be 0.15', not 0-15'. E 43032.41 - r 7 I� 1+I� I e 2 To: Gregg Eaton Page From: Debbie Maroon Date: March 18, 2002 Subject: Ken Root Building 8. As per our original review, the project is accessing from a parcel owned by Baxter. The owner must provide proof that he has a legal right to access from that parcel. (This may have already been provided to the City) 9. The datum for the plans is not shown. The plans should be on NAVD 1988. If the plans are not on NAVD 1988 an equation should be provided for converting the project datum to NAVD 1988. 10. Per Section III-6.3 of the Ecology manual the biofiltration swale should be lined to prevent infiltration. 11. Per Section III-3.6.5 of the Ecology manual, an overflow route must be identified in the event that the trench capacity is exceeded. The overflow route should be designed to meet Minimum Requirement#2 (Preservation of Natural Drainage Systems). If you have any questions, please call. E rootbldgreview2 43032.02 i i I ti C Y1T 0 1�' |1R I_-I MC T 0�il` � ���-�c�z��,~\(���� �� r!N2NYOFCOy��4UN|TYDEV Ph6E�T ���� u uz� '��u— uu���au\��uuuuuu 233 N. 0|ympio, Arlington, WA 98223 DATE .1 FAX (206') 435-3906 ATTENTION TO Ck .^ VVE ARE SENDING YOU V4� ched O Under separate cover via the following items: » O Shop drawings O Prints O Plans O Samples O Specifications O Copy ofletter O Change order O COPIES DATE NO. DESCRIPTION THESE ARE TRANSMITTED an checked below: O For approval O Approved oosubmitted O Rosubmit-------_copiosforapproxa| O For your use O Approved aonoted O Submit---------copinsfordistributinn O As requested O Returned for corrections O Return—corrected prints > DJ"p�, revin*and comment O O FORBIDS DUE 19 -----_-- O PRINTS RETURNED AFTER LOAN TOUS REMARKS COPY TO �«""m *" '^»� �����so��psn' 4� po*.«""""m"' S|GN o enclosures apnno/0000ted,aim»' wtwmoe. / / | " / � | I I Cityjof Arlington Building Dept PUBLIC WORKS CHECKLIST MAR 6 20w Utilities Div. PERMIT# l- ! `-( � DATE -- LEGAL l l�5dJ "601 7 -� Plat Lot Tax ID# NAME �Pn IA f) T ADDRESS _l 1S i l �1 � A (/� BUILDING USE Ik #of BUILDING UNITS Existing Required Signature Date l Water Meter ,w— Fire Hydrant Q W_4v (L/ Side Sewer Permit Monitoring Manhole/ Cross-Connection Control sklt �eICQ, Sewer: Off site s 44 a+ On site ale 7 Water: Off site n B� c On site Pretreatment Discharge Permit Water/Sewer Fees Date received Date Yellow returned J /1 16 6a4V S5 by S 7 Date Pink returned '"7 W had 4 I City of Arlington Building Dept PUBLIC WORKS CHECKLIST PERMIT # - `� DATE ��^ S � LEGAL Jr � '(JIJI -&'/7 -n 1 Platr(//� Lot Tax ID# NAME ��P n ADDRESSfIG �, �y / ( I/C'.• f' BUILDING USE �� �� r t(,1d ` # of BUILDING UNITS Existing Required Signature Date r Water Meter r wdS 4 Fire Hydrant CIA Side Sewer Permit aC. +l Monitoring Manhole 4/) 4 Cross-Connection Control IA�n� ( S WP y SV 0 (` Lc Sewer: Off site /Y\.e. � OAJ On site 71'►L� �!c.� Gt-t►fl I Water: Off site _�V to 6( ww� voce On site ►`'� Pretreatment_Discharge Permit Water/Sewer Fees RE C E I V Off. received — ��i1',i� 62(19;1 BUJ Date Yellow returned 3 — 7— / Tb I o 6u5l Utilities Div. Date Pink returned 6W I �' City of Arlington Building Dept PUBLIC WORKS CHECKLIST PERMIT# (�^ `1 DATE LEGAL c3 O�5d� —ODI 7 "n Plat Lot Tax ID# NAME VMT ADDRESS �5 �� �� A(le, IVr BUILDING USE LOCL W # of BUILDING UNITS Existing Required Signature Date Water Meter Fire Hydrant Side Sewer Permit Monitoring Manhole Cross-Connection Control Sewer: Off site On site Water: Off site On site Pretreatment Discharge Permit Water/Sewer Fees Date received Date Yellow returned Date Pink returned Low, 13 ) 5 b� t 1� 1 1 1 1 1 I 1 II Ire 1 I• _ 1 I _ � • 1 1 1 � 11 ■ r u I I I I I li o lu _ 1. '•. - _ 1 _ L 117 7m • I t •I u � L 1 11 5 1 � 1 ) City of Arlington Building Dept �) FIRE DEPARTMENT CHECKLIST PERMIT # CO _'P4 DATE: - NAME: �i o knt ADDRESS: 1 b I® l� Z ' Ave- -LEGAL: BUILDING USE: kip rtpu._X OCCUPANCY CLASSIFICATION: A B E F H L�jJ2 2.1 3 1 4 1 2 F3 1 2 1 1 2 1 3 4 1 5 6 7 I M R S U 1.1 1 1.2 1 2 3 1 3 1 1 2 3 4 1 5 1 2 TYPE OF CONSTRUCTION I II III 1V V F.R. F.R. ONE-HOUR N ONE-HOUR N H.T. ONE-HOUR _F N Item inspected&completed Site Plan: Approved Denied Signature & Date: Access Requirements: Required: Fire lane: Sprinkler system: Alarm system: Knox Box: Fire extinquishers: Hydrant: # of hydrants required: Location of Hydrant: Location of Knox Box: Location of Fire Extinquishers: Fire Flow requirements: Location of address on building: FIRE DEPT: Date: Signature Builfform\fdchecklist IL 11.10 op •lr�rJ r ti J • 1 4� ti � I 11si ■' MIA M Emma " I T '' IN I ' �h ■ )f ■ a i ■ �� L MIN L W- ■ r . Ir . . E.M. ■ ■ ■ � � � u r w' • ■ 16 1 G1�Y City of Arlington Development Services Minor Development Permit �tN G t 2 ?Q0� �V February 27, 2002 R�tNG Ken Root MN-01-061 I. PROJECT DESCRIPTION AND REQUEST Ken Root is requesting a minor development permit for the development of a 2,700 square foot building on an approximately 39,000 square foot lot. The building will be used for storage of insulation. Utilities will be provided by the City of Arlington. The subject property is zoned Industrial. II. GENERAL INFORMATION 1. Applicant/Owner: Ken Root, 30901 2471h Avenue NE, Arlington, WA 98223 2. Contact Person: Two Rivers Engineering, 307 Olympic Avenue Suite 208, Arlington, WA 98223 3. General Location: The site is located at 18110 671h Avenue NE, in Section 22, Township 31, Range 05, W.M. (Tax ID No. 310522-001-017-00) 4. Address of Property: 18110 671h Avenue NE, Arlington, WA 98223 5. Description of Proposal: 2,700 square foot building 6. Acreage: Approximately 0.90 of an acre or 39,000 square feet 7. Comprehensive Land Use Designations, Zoning Designation, and Existing Land Uses of the Site and Surrounding Area: Area Land Use Designation Zone I Existing Use Subject Industrial Industrial Single-family Residence Property North Industrial Industrial GTE Building South Industrial Industrial Single-family Residence East Medium Density Residential GCR Single-family Residential West Industrial Industrial Baxter Pole Industrial "Gleneagle Contract Rezone HAKen Root MN-01-061\Root permit.doc kj r;2/27/02 I Minor Development Permit February 27, 2002 Ken Root MN-01-061 8. Public Utilities and Services: Water: City of Arlington Gas: Cascade Natural Gas Sewer: City of Arlington Cable TV: TCI Cable Garbage: Waste Management Northwest Police: City of Arlington Storm Water: City of Arlington Fire: City of Arlington Telephone: General Telephone School: Arlington School District Electricity: Snohomish County PUD #1 Hospital: Cascade Valley Hospital District 9. Public Notification: Minor permits that are categorically exempt under Chapter 43.21 RCW (SEPA) are exempt from publication (UDC VII.C.5.c. and g. and WAC 197-11-800. III. ENVIRONMENTAL REVIEW The proposal was categorically exempt under Chapter 43.21 C RCW (SEPA). IV. BACKGROUND The subject minor development permit application was received by the City of Arlington on November 14, 2001, and the application was deemed complete on December 3, 2001. Additional/revised information was requested on February 4, 2002, and resubmitted on February 10, 2002. The Department has circulated the application to City departmental staff for review. V. FINDINGS OF FACT The following findings are made based on the project description, and the conditions of approval. 1. Application Process: The minor development permit application was received by the City of Arlington on November 14, 2001. The application was deemed complete on December 3, 2001. A minor development permit is an administrative review process per City of Arlington Uniform Development Code (UDC) Chapter VII, Sections CA and C.S. 2. Comprehensive Plan and Zoning: The City of Arlington Comprehensive Plan identifies this area as being Industrial, and the subject property is zoned Industrial per UDC Chapter III, zoning map, Page III-2. Storage facilities are a permitted use per UDC Chapter V, Section I. 3. Lot Dimensions, Density, and Related Requirements: The proposed development complies with the minimum lot dimensions for storage facilities (20,000 square feet in size and 100-foot minimum width) and yard setbacks (front 25 feet, rear 20 feet, and each side 20 feet) and with maximum building height (30 feet). Lot coverage is not applicable in the Industrial zone. 4. Non-residential Performance Standards: The proposed development must comply with the standards of performance for noise, lighting, odors and gases, particulate matter, electrical interference, hazardous materials storage, waste HAKen Root MN-01-061\Root permit.doc kjr;2/27/02 Page 2 of 7 Minor Development Permit February27, 2002_ Ken Root MN-01-061 disposal, open storage, maintenance and alterations, and hazardous waste facilities per UDC Chapter IX, Section B.2. 5. Off-Street Parking: The proposed use as calculated per UDC Chapter IX, Section C.4, Parking Requirements, requires 2 parking spaces, at 0.5 spaces per 1,000 square feet of storage area, which is 2,700 square feet. No loading space is required. The proposed site plan shows 8 parking stalls and 1 dumpster, which meets the minimum requirements. 6. Landscaping: The final site plan shall comply with the requirements of UDC Chapter IX, Section N, Landscaping. The required landscaping for a storage/distribution use is Category C, which requires 10 feet of Type III landscaping adjacent to all street frontages. The site plan complies with the landscaping requirements. Plant material must be guaranteed for one year, with any replacements guaranteed for one year also. Any additional development of this site may require additional information. 7. Transportation: The proposed development is located at 18110 67th Avenue NE. It is anticipated that this project will add 1 p.m.-peak-hour trip, to the street system, as well as pedestrian and bicycle trips. The site will be accessed off of 67th Avenue NE. Pursuant to Ordinance 1213, frontage improvements shall be installed along 67th Avenue NE in accordance with the Public Works construction standards and specifications. Improvements satisfying this requirement shall be shown on the site/civil construction drawings. Sufficient right-of-way shall be dedicated to the City of Arlington in which the required improvements are constructed. Additionally, Ordinance No. 1208 requires the developer to pay transportation impact fees for each new p.m.-peak-hour trip at the fee in effect at the time of payment to mitigate for off-site impacts. (NOTE: The current transportation impact fee is $1,038.00 for each p.m.-peak-hour trip, but this may change.) Transportation impact fees shall be paid and right-of-way shall be dedicated prior to issuance of the building permit. 8. Stormwater Management: The City has adopted storm drainage requirements per Arlington Municipal Code Chapter 13.24, Stormwater Management, and the Department of Ecology's Stormwater Management Manual for the Puget Sound Basin (The Technical Manual). A preliminary review of the system indicates that they have a conceptually feasible plan. A detailed drainage review will occur during the site/civil review process. The City believes that a storm system meeting these standards is best available science. However, the applicant is hereby advised that technical review will be extremely thorough, with the onus on the applicant to demonstrate adequate protection of groundwater and surface water resources. 9. Critical Areas: The site lies within the Arlington Aquifer Recharge Area. The groundwater in this area is the primary source of municipal and domestic potable water supply in the Arlington area. Locations of municipal wells for the City of Arlington and aquifer recharge areas are shown on Figure NF-2 of the Comprehensive Plan. The applicant will provide best management practices for HAKen Root MN-01-061\Root permit.doc kir;2/27/02 Page 3of7 i Minor Development Permit February 27, 2002 Ken Root MN-01-061 the protection of the aquifer recharge area that adequately protects the groundwater resource in the Arlington Planning Area. 10. Airport Management: The Arlington Municipal Airport requires that street lamps or light poles located on the property be down-shielded as to avoid interfering with flight operations. 11. Water and Sanitary Sewer: Adequate water and sewer service is available to the site from the City of Arlington; utility services and fire hydrants and fire protection as required will be reviewed when construction drawings are submitted. All existing and planned utilities shall be shown on the site plan. 12. Criteria for Approval of an Application and Issuance of a Permit: Per UDC Chapter VII, Section D, Criteria for Approval, the Development Services Department, Planning Division, is required to review for compliance the following criteria before an application can be approved. a. The development is consistent with the dimensional, density requirements and Performance Standards of the UDC and other applicable laws and regulations; and Staff Analysis: As identified above, the development is consistent with the dimensional, density requirements and Performance Standards of the UDC and other applicable laws and regulations. b. The development as proposed incorporates, to the maximum extent feasible, mitigation measures to substantially lessen or eliminate all adverse environmental impacts of the development; and Staff Analysis: The development as proposed incorporates, to the maximum extent feasible, best management practices to lessen or eliminate all adverse environmental impacts of the development. C. The applicant has presented certification that the applicant has filed and paid all the taxes, penalties and interest, and that the applicant has satisfactorily made agreement to pay the taxes (NOTE: this requirement is only applicable to subdivision plats); and Staff Analysis: This requirement is only applicable to subdivision plats. d. Prior to final approval the applicant has followed all permit processing procedures and paid all applicable land use fees. Staff Analysis: As stated above, all permit processing procedures have been followed and a condition is included that requires that all applicable land use fees be paid prior to issuance of a building permit. VI. CONCLUSIONS 1. The City of Arlington Comprehensive Plan identifies this area as Industrial, and the subject property is zoned Industrial per UDC Chapter III, zoning map, Page III-2. A storage/distribution facility is a permitted use in the Industrial zone per UDC Chapter V, Section I. Therefore, the proposed development as noted and conditioned is consistent with policies governing industrial uses and is allowed in the Industrial zone. HAKen Root MN-01-061\Root permit.doc kjr;2/27/02 Page 4 of 7 i _.� I Minor Development Permit February 27, 2002 Ken Root MN-01-061 2. The requested minor development permit as conditioned meets all UDC requirements, including Chapter VII, Section D, Criteria for Approval, and all other applicable codes. 3. The minor development permit should be approved subject to conditions noted below. VII. DECISION The minor development permit is hereby APPROVED, subject to the following conditions: 1. All development shall be in substantial conformance with the approved site plan received by the City of Arlington on February 12, 2001, subject to any conditions or modifications that may be required as part of the minor development permit. 2. Prior to issuance of a building permit, the applicant shall file a drainage plan and construction plans, which meet the following conditions, in conjunction with a building permit application. The final site plan shall comply with all requirements of the Unified Development Code, Uniform Building Code, Uniform Fire Code, and Public Works Construction Standards and Specifications. 3. All exterior lighting, including streetlights, shall be down-shielded. 4. Prior to issuance of a building permit, the developer shall dedicated right of way along 67th Avenue NE for the entire length of the parcel per the 67h Avenue Road Design. 5. Prior to issuance of a building permit, the developer shall submit payment of all required impact payments (transportation impact fees to the City of Arlington at $1,038.00 per pm peak hour trip, which is 1, for a total of $1,038.00). NOTE: Actual impact fees due are those as set by resolution at the time the fees are paid. These amounts are provided here as an estimate. They may either increase or decrease by the time they are paid. 6. Has the developer secured an access easement for ingress/egress on the property to north? 7. Prior to issuance of a building permit, the developer shall clear all outstanding land use permit-processing accounts with the City. 8. If the applicant decides to construct any buildings, expansions, or any future development of this site, the applicant shall obtain additional land use development permit(s) prior to commencing such work. 9. The minor development permit shall become null and void if use and reliance is not established within one year of the below date of approval. VIII. CODE REQUIREMENTS HAKen Root MN-01-061\Root permit.doc kj r;2/27/02 Page 5 of 7 i Minor Development Permit February 27. 2002 _ Ken Root MN-01-061 (NOTE: The following items are not conditions of permit approval, rather certain local, state, or federal code requirements of which the applicant needs to be aware. This is in no way intended to be a complete list of code requirements, but a general checklist of major steps and issues. Please refer to the AMC for a complete list of code requirements for your particular project type.) 1. Code Applicability. This application is subject to the applicable requirements contained in the Arlington Municipal Code, Zoning Code, and Building Code. It is the responsibility of the applicant to ensure compliance with the various provisions contained in these ordinances. 2. Pre-Construction Phase. Prior to commencing any site work, including installing any easement or right-of-way improvements, utility systems, drainage systems, street lights, mailbox structures, emergency facilities, storm water control systems, or any other improvements, improvement plans must be submitted for review and approval by the Development Services Department, Engineering Division. Said plans shall be in conformance with applicable code and below listed conditions. a. The applicant shall survey and mark all property corners prior to review of any submitted construction plans. b. The applicant will be required to design and install erosion control measures deemed necessary by the City. These measures must be installed and inspected by the City prior to site use. C. No site preparation or other disturbances shall be undertaken within environmentally sensitive areas or their required buffers. d. Submit to the Engineering Division and receive approval of a storm-water run-off and detention plan in conformance with the AMC Chapter 16.10, Stormwater Management, and the Department of Ecology's Stormwater Management Manual for the Puget Sound Basin (The Technical Manual) for both the construction phase and a permanent system. All site drainage must be directed through biofiltration swales prior to discharge into wetlands. e. All new utility lines shall be placed underground. f. A right-of-way permit is required for and prior to any work done in a public right-of-way. g. All lighting shall be low sodium or similar low intensity illumination and placed in a way as to not cause glare on an adjoining property or right-of- way. 3. Construction Phase. The following conditions shall apply during construction. a. All applicable noise and other nuisance codes are applicable. b. Mud and dirt shall not be tracked onto public rights-of-way, but if tracked HAKen Root MN-01-061\Root permit.doc kj r;2/27/02 Page 6 of 7 i Minor Development Permit February 27. 2002 Ken Root MN-01-061 by accident shall be immediately cleaned-up. C. During any site grading or clearing activity, the applicant, and contractor shall use all available means of controlling air pollution (dust, ash, and smoke). d. The restrictions of the AMC shall apply to any and all grading. 4. Installation of Improvements. Prior to receiving a certificate of occupancy, the applicant shall relocate any existing water facilities and/or install water services/fire hydrants prior to the required improvements at the expense of the developer. (NOTE: Infrastructure requirements are based on conceptual information as submitted by the applicant. Additional specific requirements may be required upon review of the engineered construction drawings as submitted by the applicant. All improvements are subject to review and approval by the Engineering Division. All utilities shall be constructed underground.) IX. APPEALS To appeal this decision, an appeal application must be filed, with all required fees, within 10 working days of the date of issuance of this decision. The City Council or a Hearing Examiner would hear the appeal of the permit and their decision would be considered the City's final decision on the underlying governmental action. X. EXHIBITS 1. Approved Site Plan dated February 12, 2002. 2. File MN-01-061 (Ken Root) (on file at City Hall). ORDERED THIS 27TH DAY OF FEBRUARY 2002 (Z"__ C1018trong, Planni anager 17 onsible Officia Distributed to the Following Party of Record: • Ken Root, 30901 2471h Avenue NE, Arlington, WA 98223 • Two Rivers Engineering, 307 Olympic Avenue Suite 208, Arlington, WA 98223 • Paul Richart, City Engineer, Development Services, Engineering Division • Marc Hayes, Streets/Code Compliance, Development Services, Engineering Division • Dave Anderson, Building Official, Development Services, Building Division • Kerry Wentz, Plans Examiner, Building Division • Bill Blake, Environmental Specialist, Development Services, Planning Division • Terry Castle, Utilities Superintendent, Development Services, Utilities Division • Sharree Lytle/Terri Littlejohn, Parks, General Services Larry Mills, Streets, General Services HAKen Root MN-01-061\Root permit.doc kir;2/27/02 Page 7 of 7 odT 1w c1�ri3 gUrlsvA *1,4 � f 10fal 40 pfl(L %?�' ��� �•�'FITl(i���E3�l� _fie % DRAINAGE PLAN for ROOT COMMERCIAL BUILDING ARLINGTON, WA for RECEIVE® Ken Root MAR 12 2002 30901247' Ave. NE ��� Arlington, WA CITY OF ARLINGTON (360) 435-3086 C 111110 x � 15210 '�1srs�'°. f EJ(FIRES. 1/20/�� BY TWO RIVERS ENGINEERING ARLINGTON, WA (360) 435-8167 Root Commercial Building Arlington,WA 1. AUTHORIZATION -This report was authorized by Ken Root in August 2001. 2. PURPOSE -This report has been prepared to comply with the City of Arlington storm drainage requirements for new development. This report describes the drainage system that meets or exceeds City storm water runoff control and water quality treatment requirements. 3. PROJECT SITE- The project is located at 18110 67`h Ave., Arlington, WA. Sheet C 1 shows the present general site arrangement. The lot is approximately 0.9 acres in area. I 4. EXISTING LAND USE -The site is presently a single-family residence with a garage & an out building. The site is landscaped. 5. PROPOSED DEVELOPMENT -The property will be construction of a new storage building and parking. 6. TOPOGRAPHY - Sheet C-1 shows 2' contours of the existing site. This information was obtained from City maps. Spot elevations were obtained from survey work using the railroad crossing as a benchmark. The site generally slopes to the west with slopes ranging between 3 to 10 %. 7. SOIL TYPE-The existing soils reported at the site by SCS Soils Conservation Maps is Everett Gravelly Sandy Loam. The hydrologic group designation of this soil is type A. SCS reports infiltration rates of 2-6"/hr in the top 6" of soil and 6-20"/hr. between 6-60" of soil depth. Soils test pits were excavated and soil logs are shown on sheet C-3. The area is generally composed of P of topsoil with gravelly sand beneath. One test pit encountered glacial till at a depth of 7 feet. No ground water was encountered during initial excavation in August 2001. Three additional test pits were excavated in December 2001 to investigate for ground water. All three were located on the western most boundary area. Groundwater was encountered about elevation 137 or below. The test pits Jwere generally consistent along the west boundary of the project area. The infiltration basin was placed there due to the lack of observed hard pan. The basin's bottom is more than 3' above the observed groundwater table. 1 8. EXISTING STORM DRAINAGE SYSTEM - The site has no specific storm drainage system at this time. The land slopes to the west into a drainage swale that has been constructed by the railroad fill to the west. 9. UPSTREAM DRAINAGE SYSTEMS - No improved drainage systems enter the site. Drainage from the west half of 67th flows onto the site via sheet flow. The City is preparing to construct a road improvement project that will include curbs and sidewalks for this area. Runoff from 671h will be collected and routed away from the site. No runoff from 671h should enter the site. 10. Downstream Drainage Systems—No downstream drainage systems will be effectted due to controlling all drainage onsite. Any offsite drainage shall flow to the swale and then south along the railroad right of way until it infiltrates into the ground. See Appendix B for photographs. 11. DESIGN STORM -The project site is located at latitude N 48' 9.62', longitude W 122' 8.46'. The design rainfall quantities for a 24-hour storm have been obtained from NOAA ATLAS 2, Volume IX. The rainfall for the 2-year storm is 1.8", 2.8" for the 10 year storm and 3.75 "for the 100 year storm. Copies of the data are shown in Appendix A. 01-13 2 Two Rivers Engineering 1 i Root Commercial Building Arlington,WA 12. DESIGN CRITERIA -The system is designed as on on-site infiltration system. Rooftop and pavement drainage from impermeable areas will be designed to criteria established by the Department of Ecology. 13. DESIGN CALCULATIONS - Drainage calculations were developed using the computer program WaterWorksTM by Engenious Systems, Inc. Appendix A includes the basin hydrograph for the 100 year storm as routed through the infiltration system. 14. INFILTRATION CRITERIA - SCS permeability rates for sandy material vary from 6 to 20" per hour. The average rate would then be 13.5 "/ hr. Using a safety factor of 2 the design permeability rate is 6.75 " / hr. The infiltration rate is calculated to be: l 6.75 " / hr/ 12"/ft. x 60 min/hr. x 60 sec/ min = 0.00015 cfs/sf The City has requested the use of Ecology infiltration rates therefore for sand the infiltration is 8"/ hour. This infiltration rate is calculated to be: 4" / hr/ 12"/ft. x 60 min/hr. x 60 sec/ min = 0.000093 cfs/sf The Department of Ecology Drainage Manual, 1992 requires 3 feet between the bottom of an infiltration basin and the ground water table or an impermaible layer. All test pits ' were excavated 8 feet or more below the ground surface. Three of the test pits did not encounter any ground water or impermeable soil layer. One test pit encountered a layer of impermeable soil at 7' depth. Three additional test pits were excavated in December 2001 to investigate for ground water. All three were located on the western most boundary area. Groundwater was encountered about elevation 137 or below. The test pits were generally consistent along the west boundary of the project area. Infiltration basin was placed there due to the lack of observed hard pan. The basin's bottom is more than 3' above the observed groundwater table. 1 15. PROPOSED DRAINAGE SYSTEM—TREATMENT-. The roof runoff shall be I routed directly to the infiltration trench. The parking area and the driveway will be collected in a bioswale and routed to the southern end of the infiltration basin. The flow time is calculated to be 5.5 minutes for the water quality storm that is greater than the ;I Ecology criteria of 2.2 minutes. 16. FLOW CONTROL -The proposed drainage system is composed of one collection system. The parking area will drain into a bioswale. The design trench base size is 5' x 135', 2:1 side slopes and 33% voids. The bottom of the infiltration basin was set at elevation 141.00 which is 3' above the bottom of the test pit elevations. The top of the basin has been set at the native ground elevation as to not require an impermeable fill for the side slope of the roadway.The present impermeable area to be controlled is 12, 175 sf. This area includes the existing house, carport and garage plus the new building and additional parking. The infiltration system has been designed for a total of 28,000 sf of impermeable area that is intended to handle possible future expansion on the site. Reducing the infiltration basin length to 60' shall provide total infiltration of the design storm for the planned 12, 175 sf of development. This dimension was determined by proportion of the 12,175 sf vs. the original 28,000 sf of impermeable area. The shorter length of infiltration basin The rooftop runoff will be routed directly to the infiltration 01-13 3 Two Rivers Engineering 1 Root Commercial Building Arlington,WA trench via a french drain constructed around the building. Specific routes will be coordinated with the structural design by the contractor. 16. CONSTRUCTION SEQUENCING -The project shall be constructed according to City permit requirements. The owner may choose to construct the new system in winter conditions. The plans call for specific additional efforts that will be required if construction is conducted in wet weather. The potential for offsite erosion and sedimentation is low from this site due to the small size, the sandy soil type, and the lack of any downstream conveyance system. Any eroded material will be caught and trapped by the railroad fill. 17. OPERATION & MAINTENANCE PLAN —A separate operation and maintenance plan has been included after Appendix B to inform the owner what activities shall be required to successfully use and infiltration basin for storm runoff control. While the design of the basin adequately addresses the site conditions, the actual construction methods and care as well as the operation of the sites drainage system shall determine the longevity of the system. I 1 i 01-13 4 Two Rivers Engineering i Root Commercial Building Arlington,WA Appendix A Root Commercial Building Drainage Design Calculations Index 1 Project Site Sketch 1 Project Site & Soils Type 2 Soil Legend 3 Soil Water Features 4 Soil Physical & Chemical Properties of Soil SCS 5 SCS Curve Numbers 6 2 Year 24 Hour Storm Isopluvial Map 7 10 Year 24 Hour Storm Isopluvial Map 8 100 Year 24 Hour Storm Isopluvial Map 9 Area Calculations 10 Basin Runoff Data 2,10 &100 Year Storm 12 Stage Storage Curve Calculations 13 l Percolation Stage Discharge Curve Calculation 14 Stage Storage Table 5' x 135' vault with 33% voids 15 Stage Discharge Table 16 Level Pool Routing Summary 17 I 1 01-13 Two Rivers Engineering l Amni ROAD rJ , IN mom _ .:- �p_ '"_-- `- - •1 _..r.r••fw..a.2r+ OV bjD ca 1111 W 144 yy Q t - —W 1?21-9 5ILI i i ,,q', 'I •�• ... n� z 1141b z m OL ��...'•l__ ��` ' 1 Z 122, :a m r• � rV7 },1 �u t�(�,. ,,..,.��b• m •� •• av j,} j i r ,ey, + ,'` ,�{"�,Y�iltM_�.Il.r'� r r' � l ���'• �i rr• R^ � St�fr. 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S DEPARTMENT OF AGRICULTURE SNOHOMISH COUr SOIL CONSERVATION SERVICE i SOIL LEGEND i SYMBOL NAME j 1 Alderwood gravelly sandy loam,2 to 8 percent slopes 2 Alde wood gravelly sandy loam,8 to 15 percent slopes c' 3 Alderwood gravelly sandy loam,15 to 25 percent slopes 4 Aidervwod-Everett gravelly Bendy looms,25 to 70 percent slopes 5 Alderwood-Urban land complex,2 to 8 percent slopes j 6 Aiderwood-Urban land complex,8 to 15 percent slopes I 7 Bellingham silty clay loam 8 Bellingham Variant mucky silty clay loam 9 Cathcart loam,3 to 15 percent slopes 10 Cathcart loam,15 to 25 percent slopes r 11 Cathcart loam,25 to 50 percent slopes 12 Cryohemists,nearly level 13 Custer fine sandy loam 14 Elwell silt loam,3 to 30 percent slopes 16 Elwell-Olomount complex,15 to 30 percent slopes 16 Elwell-Olomount-Rock outcrop complex,30 to 60 percent slopes 17 Everett gravelly sandy loam,0 to B percent slopes 18 Everett gravelly sandy loam,8 to 15 percent slopes r �19 Everett gravelly sandy loam,15 to 25 percent slopes 20 Fluvaquents,tidal 21 Getchell silt loam,3 to 30 percent slopes 22 Getchell-Oso complex,15 to 30 percent slopes 23 Getchell-Oso-Rock outcrop complex,30 to 65 percent slopes 24 Greenwater loamy sand i 25 Hartnit-Potchub-Rock outcrop complex,65 to 90 percent slopes 26 Indianola loamy sand,15 to 26 percent slopes 27 Kitsap silt loam 0 to 8 percent slopes 28 Kitsep silt loam,8 to 25 percent slopes 29 Kitsap silt loam,25 to 50 percent slopes 30 Lynnwood loamy sand,0 to 3 percent slopes 31 Lynnwood-Nargar complex,65 to 90 percent slopes 32 McKenna gravelly silt loam,0 to 8 percent slopes 33 Menzel silt loam,0 to 3 percent slopes 34 Mukllteo muck 35 Nargar fine sandy loam,0 to 15 percent slopes 36 Nargar fine sandy loam,15 to 30 percent slopes 37 Nargar-Lynnwood complex,30 to 65 percent slopes 38 Nargar Variant sandy loam,3 to 30 percent slopes 39 Norma loam 40 Norma Variant loam 41 Ogarty-Tokul-Rock outcrop complex,65 to 90 percent slopes 42 Olomount gravelly loam,3 to 15 percent slopes 43 Olomount-Elwell-Rock outcrop complex,65 to 90 percent slopes 44 Orcas peat 45 Oso gravelly loam,3 to 15 percent slopes 46 Oso-Getchell-Rock outcrop complex,65 to 90 percent slopes 47 Pastik silt loam,0 to 8 percent slopes 48 Postik silt loam,8 to 25 percent slopes 49 Postik silt loam,25 to 60 percent slopes 50 Pilchuck loamy sand 51 Pits 52 Potchub silt loam,3 to 30 percent slopes 53 Potchub-Hartnit complex,15 to 30 percent slopes 54 Potchub-Hartnit-Rock outcrop complex,30 to 65 percent slopes 55 Puget silty clay loam 56 Puyallup fine sandy loam 57 Bogner fine sandy loom,0 to 8 percent slopes 58 Ragnar fine sandy loam,8 to 15 percent slopes 59 Riverwesh 60 Bober silt loam,0 to 15 percent slopes 61 Bober silt loam,15 to 30 percent slopes 62 Bober silt loam,30 to 65 percent slopes 63 Skykomish gravelly loam,0 to 30 percent slopes 64 Snohomish silt loam 65 Sulsaver gravelly loam,0 to 8 percent slopes 66 Sultan silt loam 67 Sultan Variant silt loam 68 Sumas silt loam 69 Terric Medisaprists,nearly level 70 Tokul silt loam,2 to 8 percent slopes 71 Tokul silt loam,8 to 15 percent slopes 72 Tokul gravelly loam,0 to B percent slopes 73 Tokul gravelly loam,8 10 15 percent slopes 74 Tokul gravelly loam, 15 to 25 percent slopes 75 Tokul-Ogarty-Rock outcrop complex,0 to 25 percent slopes 76 Tokul-Ogorty-Rock outcrop complex,25 to 65 percent slopes 77 Tokul-Winston gravelly looms,25 to 66 percent slopes 78 Urbanland 79 Verlot mucky silt loam,3 to 25 percent slopes 80 Winston gravelly loam,0 to 3 percent slopes 81 Winston gravelly loam,3 to 30 percent slopes 82 Xerorthents,nearly level r t r f f f I f f i 1. l f t Snohomish County Area, Washington 189 TABLE 15.--HATER FEATURES 1 ["Flooding" and "water table" and terms such as "rare," "apparent," and "perched" are explained in the text. The symbol < means less than; > means more than. Absence of an entry indicates that the feature is not a concern) 0o nq g wa er a e Soil name and IHydrologicl map symbol I group I Frequency I Duration ` Months t Depth I - Kind I Months I I --- C INone------------I 1 --- 11 .5-3.0 IPerched I Jan-Mar :1. 2, 3------------ I --- 1 I I l Alderwood 1 I I I 1 I I I I I 4t: I I ___ 11.5-3.0 IPerched Jan-Mar Alderwood--- -----I C INone------------I --- I I --- --- ' I ___ I • Everett----------------� A ;None------------I --- I >6.0 I I I I I I I I I I ► 1 .5-3.0 IPerched I Jan-Mar 5" ' 6*: --- --- { Alderwood--------------1 C INone------------- I I � Urban land. 1 I I I I I I C (None------------' --- 1 Oct-Jun 1 +1-1.0 !Apparent 1 Oct-Jun ------------ I Bellingham I I 1 I I 8-----------------------I D !Frequent--------IVery long-----I Oat-Jun 1 +1-1 .0 ;Apparent I Oct-Jun Bellingham Variant I ! I 1 I I I I 9, 10, 11---------------I C INone------------I --- I --- Cathcart I I I I 1 I { I 1 12* I I Cryohemists { I I I I 'I I ' I -- I --- 0-1.0 !Apparent 1 Nov-Mar ` 13----------------------I C INone------------I I i I 1 Custer I I I I I I I --- 1 t.5-3.0 IPerched I Nov-Jun 14--------- { C INone------------I --- Elwell I I I I I I 1 I ! I I I I I 15.: I I I 1 Elwell-----------------I C INone------------I --- I --- 11.5-3.0 IPerched I Nov-Jun I C INone------------1 I --- 11 .5-3.5 IPerched I Nov-May Olomount---------------I 1 1 1 I � I I 160: 1 1 I I --- II 1.5-3.0 IPerched ; Nov-Jun Elwell-----------------I C INone------------I I I I -- Olomount-------- - I C INone------------1 --- I --- 1 1.5-3.5 IPerched , Nov-May I--- I I I I I I I Rock outcro 1 I I I I I I 1 I I I I >6.0 17, 18, 19--------------I A INone------------I --- Everett I I I I j I I I 200. { I I I Fluvaquents I 1 I I I I 1 --- I --- 1 .5-3.0 IPerched I Dec-May 21----------------------I C INone------------I Getchell I I I I I I ' I I I 220: I I 11 1.5-3.0 IPerched I Dec-May Getchell---------------I C :None------- --- --- ' 1 I ' Oso--------------------I C !None--------- -1 --- I 11 .5-3.0 IPerched I Nov-May I1 ' 23": I I I ' 1 I Getchell----------- I C INone---.--------- --- I 1 .5-3.0 IPerched Dec-May See footnote at end of table. I r I I I I r I I 1 �_ �_ `_ 184 Soil survey TABLE 14.--PHYSICAL AND CHEMICAL PROPERTIES OF SOILS--Continued 1 Erosion 1 Soil name and lDepthlClay <2mml Permeability I Available I Soil Shrink-swell 1 factors Organic map symbol ; ; i 1 water capacity Ireactionl potential ;-—f I matter I I I 1 K 1 T ; n e n r n n p .. 160: olomount--------1 0-2 I --- 0.6-2.0 ' 0.13-0.16 15. 1-5.5 4Low------------i0.241 2 1 2-5 1 2-181 --- I o.6-2.0 1 0.11-0.14 15.6-6.0 ;Low------------ �0.281 ; 118-321 --- I 0.6-2.0 1 0.08-0.10 15.6-6.5 ;Low------------;0.28, I 32 1 --- 1 --- 1 --- 1 --- ---------------I----1 I 1 I i 1 1 1 Rock outcro ' i I 1 1 1 10-15 17, 18, 2.0-6.0 0.08-0.12 15.6-6.5 ILow------------10.17 Everett 1 6-181 5-10 1 6.0-20 1 0.05-0.08 15.6-6.5 1Low------------10.10, 1 118-601 0-5 1 6.0-20 1 0.02-0.05 15.6-6.5 !Low------------10.101 1 , I 1 1 1 1 1 200. Fluvaquents 1 I I i 1 I I i i 21---------------1 0-2 1 --- 1 0.6-2.0 i 0. 19-0.21 13.6-5.0 !Low------------10.371 2 1 10-15 Getchell 1 __ 2-36, --- , 0.6-2.0 ► 0. 19-0.21 ;4.5-5.5 !Low------ --10.43�1 1 36 1 --- 1 --- 1 --- 1 --- 1------------- 1----1 1 220: 1 I I 1 1 Getchell--------; 0-2 1 --- i 0.6-2.0 1 0. 19-0.21 13.6-5.0 1Low------------10.371 2 10-15 2-36; --- I 0.6-2.0 1 0. 19-0.21 14.5-5.5 ILow------------i0.43 1 36I 1 f --- 1 I I I I 1 1 Oso-------------i 0-5 1 --- i 0.6-2.0 1 0.12-0.16 13.6-5.0 ILow------------10.321 2 i 5-10 5-291 --- 1 0.6-2.0 1 0.13-0.17 14.5-5.5 ILow------------10.371 I 29 1 --- I --- 1 --- I --- 1---------------1----1 1 230: Getchell--------, ----'0.37i 2 1 10-15 ' 0-2 1 --- I 0.6-2.0 1 0.19-0.21 13.6-5.0 ILow-------- � 1 2-361 --- i 0.6_2.0 1 0.19-0 21 14.5-5.5 !Low------------10.43 ' 36 1 --- 1 - 1 1---------------i----1 1 Oso-------------1 0-5 1 --- 1 0.6-2.0 1 0.12-0.16 13.6-5.0 !Low------------E0.321 2 5-10 5-291 --- I 0.6-2.0 1 0.13-0.17 14.5-5.5 Mow------------ 0.37i , 1 29 1 --- I --- 1----1 I I ► 1 , � 1 _ Rock outcrop. 24---------------I 0-9 I 0-5 1 6.0-20 1 0.06-0.08 15.6-6.5 !LOW------------10. 17: 5 1 .5-1 Greenwater 1 9-211 0-5 1 6.0-20 1 0.06-0.08 15.6-6.5 1Low------------10.17 21-601 0-5 1 6.0-20 1 0.05-0.07 15.6-6.5 ILow------------10.101 ' , i 1 2Hartnit---------I 0-4 1 --- 1 0.6-2.0 i 0.18-0.21 C3.6-6.0 ILow------------10.241 2 1 10-15 4-271 --- i 0.6-2.0 1 0,17-0.20 14.5-6.0 ILow------------10.371 i 27 1 --- 1 --- I --- I i---------------I----1 1 Potchub--------- 0-7 l --- 1 0.6-2.0 1 0.21-0.23 13.6-5.0 !Low------------10.241 2 1 15-25 r3 � 1 7-101 --- 1 0.6-2.0 i 0.19-0.21 14.5-5.0 ILow------------(0.371 I `' 110-341 --- 1 0.6-2.0 1 0.18-0.20 14.5-6.0 ILow-------------10.371 1 34 1 --- 1 --- 1 --- I --- i---------------I----1 I Rock outcrop. 26---------------1 0-4 1 0-5 1 2.0-6.0 0.08-0.11 ;5. 1-7.3 Low------------10.241 5 1 1-5 Indianola 1 4-241 0-5 1 6.0-20 i 0.07-0.10 15. 1-7.3 ILow------------10.241 i 124-601 0-5 1 6.0-20 1 0.04-0.07 15. 1-7.3 ILow------------10.201 27, 28, 29-------1 0-6 1 5-15 ( 0.6-2.0 0.19-0.21 15.6-7.3 ILow------------10.321 5 I 3-10 Kitsap 6-331 20-35 I 0.6-2.0 i 0.18-0.20 15.6-7.3 lModerate-------10.371 1 t1 133-601 20-35 i 0.06-0.2 i 0.17-0.20 15.6-7.3 i Moderate-------`0.371 See footnote at end of table. Lt.11 i ISTORNWATER MANAGEMENT MANUAL FOR THE PUGET .SOUND BASIN Table III-1.3 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. LAND USE DESCRIPTION CURVE NUMBERS• BY- HYDROLOGIC SOIL GROUP A B C D Cultivated land 1 s winter condition 66 91 94 95 Mountain open areas: low growing brush & grasslands 74 82 69 92 Meadow orpasture: 65 78 S5 89 Wood or forest land: undisturbed 42 64 76 81 Wood or forest lands young second growth or brush 55 72 81 86 Orchard: with cover crop 81 88 92 94 Open spaces, lawns, parks, golf courses, cemeteries, landscaping. Good conditions grass cover on 0 5% of the 68 80 86 90 area Fair conditions- grass cover on 50-75% of 77 85 90 92 the area Gravel roads & parking lots: 76 85 89 91 Dirt roads & parking lots: 72 82 87 89 Impervious surfaces, pavement, roofs etc. 98 98 98 98 Open 'water bodies:- lakes wetlandsponds etc. 100 100 100 100 Single family residential(2): Dwelling Unit/Gross Acre %Impervious(3) Separate curve number 1.0 DU/GA 15 shall be selected for 1.5 DU/GA 20 pervious & impervious 2.0 DU/GA 25 portions of the site 2.5 DU/GA 30 or, basin 3.0 DU/GA 34 3.5 DU/GA 38 4.0 -QU/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 'PUD's, condos, apartments, %impervious • commercial businesses & must be industrial areas computed (1) For a more detailed description of agricultural land use curve numbers refer to National Engineering Handbook, Sec. 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. iii-1-12 FEBRUARY, 1992 v .t V p ■I -.. I e � - J r cm rI tt••�� —�-- 7 I I '- i P •. ! � I I .. r \� b k t 88 t ` _ I _ C ` -�- tlj -� p in U I N • I � � . f R R • q y ^J • R I N 6' , m v " rn c 1 � ' n I � l� ✓ °0 l " NN yl 12 P a0 n O v ,p v ,P c / '•.i�. � .•mil � � AS 0-M fail l;•`.t�,.Y�.�o��.,.��_ • `Y/ice ", rill 3 J:•� M ink t A of ` i i mow. Z co 11 E 0 " N co a°D m 00 a � ch xs ao v OD m o0 T w "Pry ��•0 � 13.� S� = c� , �d ��- l l I 1 I 1T a I o I � � mco ar ro 00 n 0 v CO m ao a JCD CD W J - 1 J i 11/6/01 10 : 16 : 7 am Two Rivers Engineering page 1 Root Insulation Future Devlopment 0 . 64 Ac Impermiable 2 , 10 & 100 Year Storm BASIN SUMMARY BASIN ID: Root100f NAME : Root Insulation 100 Yr Future SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 94 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPEIA PERV IMP PRECIPITATION. . . . : 3 . 75 inches AREA. . : 0 . 30 Acres 0 . 64 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 98 . 00 TC. . . . . 14 . 50 min 1 . 47 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 190 . 00 ns : 0 . 1500 p2yr: 1 . 80 s : 0 . 0720 TcReach - Channel L: 130 . 00 kc: 17 . 00 s : 0 . 0080 impTcReach - Sheet L: 25 . 00 ns : 0 . 0110 p2yr: 1 . 80 s : 0 . 0200 impTcReach - Channel L: 240 . 00 kc : 20 . 00 s : 0 . 0460 PEAK RATE: 0 . 64 cfs VOL : 0 . 25 Ac-ft TIME : 470 min BASIN ID: RootlOf NAME: Root Insulation 10 Yr Future SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 94 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPEIA PERV IMP PRECIPITATION. . . . : 2 . 80 inches AREA. . : 0 . 30 Acres 0 . 64 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 98 . 00 TC. . . . . 14 . 50 min 1 .47 min ABSTRACTION COEFF: 0 . 20 TcReach - Sheet L: 190 . 00 ns : 0 . 1500 p2yr: 1 . 80 s : 0 . 0720 TcReach - Channel L: 130 . 00 kc: 17 . 00 s : 0 . 0080 impTcReach - Sheet L: 25 . 00 ns : 0 . 0110 p2yr: 1 . 80 s : 0 . 0200 impTcReach - Channel L: 240 . 00 kc : 20 . 00 s : 0 . 0460 PEAK RATE : 0 .46 cfs VOL: 0 . 17 Ac-ft TIME: 470 min BASIN ID: Root2f NAME : Root Insulation 2 Yr Future SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 94 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPEIA PERV IMP PRECIPITATION. . . . : 1 . 80 inches AREA. . : 0 . 30 Acres 0 . 6`4 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 98`. QQ, TC. . . . . 14 . 50 min 1 .47 min ABSTRACTION COEFF: 0 . 20 TcReach - Sheet L: 190 . 00 ns : 0 . 1500 p2yr: 1 . 80 s : 0 . 0720 TcReach - Channel L: 130 . 00 kc: 17 . 00 s : 0 . 0080 impTcReach - Sheet L: 25 . 00 ns : 0 . 0110 p2yr: 1 . 80 s : 0 . 0200 impTcReach - Channel L: 240 . 00 kc : 20 . 00 s : 0 . 0460 PEAK RATE: 0 .27 cfs VOL: 0 . 10 Ac-ft TIME : 470 min 1-013 Perc Stage /Storage 135x5 CLIENT Root PROJECT NAME_ — JOB # 01-13 DATE 9/18/01 SHEET STAGE/ STORAGE CURVE - Perc Basin Design f Parameters' _ lenght _ _ 135 ft Void ratio . 33% width 5 ft area 675 sf perimeter 280 ft Surface Elebvation 146 Basin Bottom Elev. 141 1 Trench Side Slope 2 I Number of curve points 5 — Elev Gross Are Net Vol/ft Total Vol, cf Sta eft 0 141 675 0 318 _ 1 142 1251 3M _ 513 — 2 143 1859 - 831 719 3 _ 144 2499 1550' _ _ 936 41 1451 31711 2486 Page 1 i Percolation Stage Discharge Curve Project Name Root Insulation Project Number 01-13 Date 3/5 By tmk Soil Type Percolation Rate SCS Range 6 20 in. / hr Sand Ecology Rate 8 in. /hr 1.85E-04 Cfs/sf Design Rate 9.26E-05 cfs/sf Area base 135.0 side slope 2 width 5.0 side slope 2 starting Elevation 141 depth 4 Ground elevation 146 Increment 0.5 ft stage elev Length Width Area Discharge 0 141.0 135 5 675 0.063 0.5 141.5 137 7 959 0.089 1 142.0 139 9 1251 0.116 1.5 142.5 141 11 1551 0.144 2 143.0 143 13 1859 0.172 2.5 143.5 145 15 2175 0.201 3 144.0 147 17 2499 0.231 3.5 144.5 149 19 2831 0.262 4 145.0 151 21 3171 0.294 4.5 145.5 153 23 3519 0.326 5 146.0 155 25 3875 0.359 5.5 146.5 157 27 4239 0.393 3/7/02 4 :24 : 30 pm Two Rivers Engineering page 1 Root Insulation Development 2 , 10 & 100 Year Developed Site Runoff 135 x 5 x2 : 1 SS 4"/hr perc rate STAGE STORAGE TABLE I I CUSTOM STORAGE ID No. 1355233 Description: 135 x 5 2 : 1 SS 33% Voids STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- ------------------------------------------- - - 141.00 0.0000 0.0000 142.30 471.90 0.0108 143.60 1262 0.0290 144.90 2392 0.0549 141.10 31.800 0.0007 142.40 523.20 0.0120 143.70 1334 0.0306 145.00 2486 0.0571 141.20 63.600 0.0015 142.50 574.50 0.0132 143.80 1406 0.0323 145.10 2667 0.0612 141.30 95.400 0.0022 142.60 625.80 0.0144 143.90 1478 0.0339 145.20 2849 0.0654 141.40 127.20 0.0029 142.70 677.10 0.0155 144.00 1550 0.0356 145.30 3030 0.0696 141.50 159.00 0.0037 142.80 728.40 0.0167 144.10 1644 0.0377 145.40 3212 0.0737 I 141.60 190.80 0.0044 142.90 779.70 0.0179 144.20 1737 0.0399 145.50 3393 0.0779 141.70 222.60 0.0051 143.00 831.00 0,0191 144.30 1831 0.0420 145.60 3574 0.0821 141.80 254.40 0.0058 143.10 902.90 0.0207 144.40 1924 0.0442 145.70 3756 0.0862 I 141.90 286.20 0.0066 143.20 974.80 0.0224 144.50 2018 0.0463 145.80 3937 0.0904 142.00 318.00 0.0073 143.30 1047 0.0240 144.60 2112 0.0485 145.90 4119 0.0946 142.10 369.30 0.0085 143.40 1119 0.0257 144.70 2205 0.0506 146.00 4300 0.0987 142.20 420.60 0.0097 143.50 1191 0.0273 144.80 2299 0.0528 I 1 1 I 1 _ J J �J I I 3/7/02 4 :24 : 30 pm Two Rivers Engineering page 2 Root Insulation Development 2 , 10 & 100 Year Developed Site Runoff 135 x 5 x2 : 1 SS 4"/hr perc rate STAGE DISCHARGE TABLE DISCHARGE LIST ID No. 13554 Description: 136x5 2 : 1SS Perc 4"/hr STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---Cfs-- ------- (ft) ---cfs-- ------- (ft) ---Cfs-- ------- (ft) ---Cfs-- ------- ----------- -------------- 141,00 0.0630 142.30 0.1328 143.60 0.2074 144.90 0.2877 141.10 0.0683 142.40 0.1384 143.70 0.2133 145.00 0.2940 141.20 0.0736 142.50 0.1440 143.80 0.2192 145.10 0.3037 141.30 0.0789 142.60 0.1496 143.90 0.2251 145.20 0.3134 141.40 0.0842 142.70 0.1552 144.00 0.2310 145.30 0.3231 141,50 0.0895 142 80 0.1608 144.10 0.2373 145.40 0.3328 141.60 0.0948 142.90 0.1664 144.20 0.2436 145.50 0.3425 141.70 0.1001 143.00 0.1720 144.30 0.2499 145.60 0.3522 141.80 0.1054 143.10 0.1779 144.40 0.2562 145.70 0.3619 141.90 0.1107 143.20 0.1838 144.50 0.2625 145.80 0.3716 142.00 0.1160 143.30 0.1897 144.60 0.2688 145.90 0.3813 142.10 0,1216 143.40 0.1956 144.70 0.2751 146.00 0.3910 142.20 0.1272 143.50 0.2015 144.80 0.2814 �l�l i i 3/7/02 4 : 24 : 32 pm Two Rivers Engineering page 3 Root Insulation Development 2 , 10 & 100 Year Developed Site Runoff 135 x 5 x2 : 1 SS 4"/hr pert rate LEVEL POOL TABLE SUMMARY 1 MATCH INFLOW -STO- -DIS- <-PRAK-> STORAGE <--------DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id VOL (cf) ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- 2 Year Storm ................ 0.00 0.27 1355233 Coma 142.19 5 414,30 cf 10 Year Storm ............... . 0.00 0.46 1355233 Coma 143.26 6 1016,97 cf 100 Year Storm ...... . . ...... . 0.00 0.65 1355233 Coma 144.19 7 1728.20 cf el � I 1 I I . 1 _ l J J J i I � I Root Insulation - Phase 1 Bioswale Water Quality Storm Man Made Channels -- English Units Civil Tools for Windows (03-05-2002, 15:25:12) Flow Depth = 0.153 ft l Flowrate = 0.160 cfs Channel Bottom Width = 1.500 ft Channel Side Slope 3.000 ft/ft Channel Slope = 0.01100 ft/ft 1 Channel Roughness s 0.070 Wetted Area = 0.30 sf Wetted Perimeter = 2.47 ft Velocity = 0.54 fps 1 Froude No. = 0.27 Flow = Sub-Critical r"7 Root Insulation - Phase 1 Bioswale 100 Year Storm Man Made Channels -- English Units 1 Civil Tools for Windows I (03-05-2002, 15:23:40) Flow Depth = 0.267 ft 1 Flowrate = 0.460 cfs Channel Bottom Width = 1.500 ft Channel Side Slope = 3.000 ft/ft Channel Slope = 0.01100 ft/ft 1 Channel Roughness = 0.070 Wetted Area 0. 61 sf Wetted Perimeter = 3. 19 ft Velocity = 0.75 fps l Froude No. = 0.30 Flow = Sub-Critical TR� �� CD,�s 2�0� M �/V U771;'S > /--' Ui 1 1 1 _ 1 J �1 J _ 1 J J Root Insulation - Total Development Bioswale 100 Year Storm Man Made Channels -- English Units Civil Tools for Mindows (03-05-2002, 15:24:22) Flow Depth = 0.319 ft 1 Flowrate = 0. 640 cfs Channel Bottom Width = 1.500 ft Channel Side Slope = 3.000 ft/ft Channel Slope = 0.01100 ft/ft 1 Channel Roughness = 0.070 Wetted Area = 0.78 sf Wetted Perimeter = 3. 51 ft Velocity = 0.82 fps Froude No. = 0.30 Flow = Sub-Critical I I I I 1 1 1 1 . I J 1 J J i _ � �� 1 Root Commercial Building Arlington, WA ' t 1 Appendix B Root Commercial Building IDownstream Analysis 1 1 1 1 1 01-13 Two Rivers Engineering Existing Residence .J New Site Area View 1 1 Southwest fromAccess Road ■ ■ • �-Mrs1 ■� J • ! J I ■ ■ ■ j • ■ - • 91f F• • 1 }• ■ . `• c . . 1 ' • - - L . . . f j 16 r � Building Si SW te View fromComer •a t Y t Downstream Area WestofSiteShowing Railroad Berm . + •� iL r1 � T • ' • 1 7 1 'r � � . ■ 1 1 � � • 1 _ 9 r , ■ ■ ■ r 1 IV ■ 1 ■ 1 Downstream Downstream - J -A L L■ NE- _01 -� . . _ - L . • -El 1 -f _ r r r - 1 7 r LU 1, 1 � T • r- SE Corner of Railroad Crossing Note No Culvert Pipe NE Comer of RR Crossing—No Culvert 3 - ■ 1 . f Root Commercial Building Arlington,WA Operation and Maintenance Plan Root Commercial Building Drainage System Arlington WA March 11, 2002 BY TWO RIVERS ENGINEERING Arlington, WA (360) 435-8167 01-13 Two Rivers Engineering Root Commercial Building Arlington, WA I 1. RESPONSIBLE PARTY -The owner of the subject property is responsible to operate 1 and maintain the drainage system at their sole cost and expense. 2. INSPECTION -The infiltration basins and collection systems will require periodic 1 maintenance involving basin inspection and cleaning. Prior to the traditional wet weather season, the bioswales and catch basins require inspection. Remove all debris, rocks, etc. which could plug the infiltration basins. Mow the swale to a height of vegetation between 3-4" before the wet season. Inspect the system after major rainfall events to insure proper operation. 3. MAINTENANCE - Asphalt pavement areas should be swept several times per year to remove fine sediment that will wash into the drainage system when it rains. Sweeping should be scheduled to occur before the beginning of the fall season and after extended periods without rain. Gravel parking and driveways should not be swept except for large debris. Do not wash or spray the parking areas or roof for cleaning. In other areas, accumulated debris should be removed before it enters the pipe system. Remove vegetation from the bioswales when mowing. Do not allow vegetation to accumulate. Catch basins should be inspected semi annually and cleaned when the catch area is 30% full or more. Local contractors can provide this service on a scheduled basis at minimal cost. All necessary repairs, cleaning etc. are to be done in a timely manner as to not cause damage to surrounding areas or structures. Do not let sediment enter the infiltration basin. Observe the water table within the infiltration basin by using the observation wells. If standing water observed after 72 hours of a major storm, investigate. Correct as necessary. The longevity of the system is based upon the quality of construction and maintenance. 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Z U W < F z p a O ' _ J {o l�`���i{{ J O r =' r 3 ,<� m ¢ > / NZ Y u O of m z ,c z J m x n } f V �..a0 jW O u O s z < ., p ; a ^ 00 U1 < 1 Z oC '� �C r J J - Y J m N UIZ �/OV Z Y ❑ 3 cYc N N W _ 3 l: 3 u LO O O O p O O > > Li < ¢ < Z - ¢ J J Q O Z , Z Z ,",..i11U V V V 3 3 ' n (� z oJc W Z 3 od n L J U - > x n x m �L S W LLI < ❑ ii oc - o<c a m �n .J a cc 2 Q J - W f J „ � y � L'i2 w x �+ U b < x li O p d i Q V a Z v Z iJ ] < Z J :n J < m J z '^ > J_ U a..s m--sr .. �, 1 CITY OF ARLINGTON rz) 238 N.01yrnPic AVE). Arlington,WA 98223 RECEIPT No. 24110 7 (360)435-5785 ING'i 4 RECEIVED 00 co REF.NO. 00 AMOUNT DATE, REC.NO. 2 RECEIVED FROM r.7, C,'l--IECP' 5 'T1 17. 01 C J:." LLJ C-\, 0 Lu co Zj cQ cc 11�c Lu ca � cc 0 d o N z iU co cc E V Q 3 0 0) cn vi cu z V 0 co _c o a c w Q c Q, 2 0 3 a C >,•- U (u (6 U 06 a) Q c U o p oo E E o _ .C] CQ 7 . � k }; O- W U E U = a) con ~ o 2 o "� —� m U 0 0 2i > � o � (' F- co Q cn c!) cn CO o Y a a n. Q o f o � � o o � 00 0 0 0E .cc' _ LLo I— a Co a`) a`) ai ai a�'i o U `cv '� p O 0 "~'� 0 0 o •3 oU o o roCn d Q O cUD U o a) -a Z U U m UCU U W w ,,_ c a U a MU m o .�O n `. - >, U ZO N O = �x c'' C -E t U _' c c U U U ai coi 0 � rn •3 o m cn L cm " Q d a Q W U CDQ U = _� -0 S Q Q � ` D c a� c 0 E a-o 0 Q o o co -p Z c •F U w w aS E E o O vJ a v `� U U 0 U � o 3 w E C N ` Q O M ,J "O J a) U (n �- a) p 0- -�CL N �. O O c 'a Q cn Q y >' 0. c9 � 3 o a (D E c6 z w o 0 0 c � N �' cn O °� 2 cb cu a. o c ai W J cn cn ,� E co Q v c ccu cn o F) D o f o o v °, c N O Q U U o N - 0 IL (L fn W U O U U C E o a) y , c i N NU O U •v = O LL � oLLoLLL IL H •3 aXi City of Arlington o It N G`� Approved/Signed Plan Distribution TO: Dave A., Terry C., Marc H., Sharree L. FROM: Gregg Eaton, Engineering Technician DATE: May 9, 2002 PROD: Ken Root Commercial Building Please find attached the approved/signed plans for the above referenced project. Thanks File n Site Civil Review Checklist: Updated March 26,2002 Ken Root Printed March 28, 2002 Completeness of Application Letter of Transmittal 8 copies of plans Engineers cost estimate Application Fee & Deposit Drainage Calculations Any additional supporting documents Construction Plans—TESC/Gradin raina e Catch Basin Protection Construction Entrance Silt Fence Placement/Installation & Filtering Devices Temporary Sedimentation Basin Special Measures Re 'd? (steep slopes, wetland, duration etc.) Restoration Timing & type Rockery Details Drainage Calculations Storm Drain Pipe Materials CB type & depth, spacing Black Vinyl Fencing Misc. Fencing Requirements n 1 Construction Plans—Roadway and Related Work Proposed R/W meets classification standards Road Slope meets maximums Excavation Details in Paved Areas, road surface replacement Driveway details and placement Roadway type, geometrics, sight distances, traffic flow, ect Sidewalk and Curb placement, curb cuts,ADA, old Curb Cut removal Parking lot layout and section, Signing, Striping, Si nalization Review by County,WSDOT, Marysville if needed Roads allow for future connections Traffic Control Signing & Striping R-16 R/W dedication Construction Plans—Water System Meets Comp, Plan Sizing is sufficient including future Installation per Standard details, material, hydrants, services, valve Meter placement Hydrant placement Cross ConnectionfRackwater Marysville review re 'd Aquifer—public & private Cross Connection Control Requirements Construction Plans—Sewer Meets Comp, Plan Special Discharge into WWTP Sizing is sufficient including future Installation per Standard details Grease trap or Monitoring manhole re 'd Marysville review re 'd Sidesewer placement i i Construction Plans —Misc Landscaping er UDC,frontage & parking, Landscaping Plan Parks per Landuse permit & ADA Meets any special LU permit requirements G-5, sheets for SD, Water, Sewer, Street Meets G-4 to G-8 Meets IX-4 or IX-7 or IX-40 (UDC) i Gregg Eaton From: Maroon, Debbie [DMAROON@earthtech.com] Sent: Tuesday, April 23, 2002 2:07 PM To: 'geaton @ci.arlington.wa.us' Subject: Ken Root Gregg: I reviewed Tom's letter and verified most of his calculations. Obviously without the drawings I was not able to verify that all my comments were addressed. As long as he has shown spot elevations in the biofiltration Swale, has added an oil/water separator prior to the infiltration trench and the elevation of the yard drain near the biofiltration swale is set correctly, i.e. the yard drain is the low spot in the system and the grading around the yard drain will direct flow into the infiltration trench, I have no objections to approving the design. Debbie Maroon Earth Tech RAC V E� Mgy13 ?o o� i 1 / / %� N � ®( }n5 2 . E / � § } - CD2 - ® / } © % \ \ Sr / ) / 2 CD \ _ n2o a k \ � to g 3CL } { � 2 § 0 � \ Cl� k / \ C- a oeo o = to CD CD \ / / \\ / \/ / / k 10 7 k p / \ } � \ /\ ) \k\/ m03 aw & \ E G1�Y City of Arlington Development Services o Minor Development Permit l jN G`t February 27, 2002 Ken Root MN-01-061 I. PROJECT DESCRIPTION AND REQUEST Ken Root is requesting a minor development permit for the development of a 2,700 square foot building on an approximately 39,000 square foot lot. The building will be used for storage of insulation. Utilities will be provided by the City of Arlington. The subject property is zoned Industrial. II. GENERAL INFORMATION 1. Applicant/Owner: Ken Root, 30901 2471h Avenue NE, Arlington, WA 98223 2. Contact Person: Two Rivers Engineering, 307 Olympic Avenue Suite 208, Arlington, WA 98223 3. General Location: The site is located at 18110 67th Avenue NE, in Section 22, Township 31, Range 05, W.M. (Tax ID No. 310522-001-017-00) 4. Address of Property: 18110 67th Avenue NE, Arlington, WA 98223 5. Description of Proposal: 2,700 square foot building 6. Acreage: Approximately 0.90 of an acre or 39,000 square feet 7. Comprehensive Land Use Designations, Zoning Designation, and Existing Land Uses of the Site and Surrounding Area: Area I Land Use Designation Zone Existing Use Subject Industrial Industrial Single-family Residence Property North Industrial Industrial GTE Building South Industrial Industrial Single-family Residence East Medium Density Residential GCR Single-family Residential West Industrial Industrial Baxter Pole Industrial "Gleneagle Contract Rezone HAKen Root MN-01-061\Root permit.doc kjr;2/27/02 i J ._, � Minor Development Permit February 27, 2002 Ken Root MN-01-061 8. Public Utilities and Services: Water: City of Arlington Gas: Cascade Natural Gas Sewer: City of Arlington Cable TV: TCI Cable Garbage: Waste Management Northwest Police: City of Arlington Storm Water: City of Arlington Fire: City of Arlington Telephone: General Telephone School: Arlington School District Electricity: Snohomish County PUD #1 Hospital: Cascade Valley Hospital District 9. Public Notification: Minor permits that are categorically exempt under Chapter 43.21 RCW (SEPA) are exempt from publication (UDC VII.C.5.c. and g. and WAC 197-11-800. III. ENVIRONMENTAL REVIEW The proposal was categorically exempt under Chapter 43.21 C RCW (SEPA). IV. BACKGROUND The subject minor development permit application was received by the City of Arlington on November 14, 2001, and the application was deemed complete on December 3, 2001. Additional/revised information was requested on February 4, 2002, and resubmitted on February 10, 2002. The Department has circulated the application to City departmental staff for review. V. FINDINGS OF FACT The following findings are made based on the project description, and the conditions of approval. 1. Application Process: The minor development permit application was received by the City of Arlington on November 14, 2001. The application was deemed complete on December 3, 2001. A minor development permit is an administrative review process per City of Arlington Uniform Development Code (UDC) Chapter VII, Sections CA and C.5. 2. Comprehensive Plan and Zoning: The City of Arlington Comprehensive Plan identifies this area as being Industrial, and the subject property is zoned Industrial per UDC Chapter III, zoning map, Page III-2. Storage facilities are a permitted use per UDC Chapter V, Section I. 3. Lot Dimensions, Density, and Related Requirements: The proposed development complies with the minimum lot dimensions for storage facilities (20,000 square feet in size and 100-foot minimum width) and yard setbacks (front 25 feet, rear 20 feet, and each side 20 feet) and with maximum building height (30 feet). Lot coverage is not applicable in the Industrial zone. 4. Non-residential Performance Standards: The proposed development must comply with the standards of performance for noise, lighting, odors and gases, particulate matter, electrical interference, hazardous materials storage, waste HAKen Root MN-01-061\Root permit.doc kjr;2/27/02 Page 2 of 7 ti U � Minor Development Permit February 27, 2002 Ken Root MN-01-061 disposal, open storage, maintenance and alterations, and hazardous waste facilities per UDC Chapter IX, Section B.2. 5. Off-Street Parking: The proposed use as calculated per UDC Chapter IX, Section CA Parking Requirements, requires 2 parking spaces, at 0.5 spaces per 1,000 square feet of storage area, which is 2,700 square feet. No loading space is required. The proposed site plan shows 8 parking stalls and 1 dumpster, which meets the minimum requirements. 6. Landscaping: The final site plan shall comply with the requirements of UDC Chapter IX, Section N, Landscaping. The required landscaping for a storage/distribution use is Category C, which requires 10 feet of Type III landscaping adjacent to all street frontages. The site plan complies with the landscaping requirements. Plant material must be guaranteed for one year, with any replacements guaranteed for one year also. Any additional development of this site may require additional information. 7. Transportation: The proposed development is located at 18110 67th Avenue NE. It is anticipated that this project will add 1 p.m.-peak-hour trip, to the street system, as well as pedestrian and bicycle trips. The site will be accessed off of 671h Avenue NE. Pursuant to Ordinance 1213, frontage improvements shall be installed along 67th Avenue NE in accordance with the Public Works construction standards and specifications. Improvements satisfying this requirement shall be shown on the site/civil construction drawings. Sufficient right-of-way shall be dedicated to the City of Arlington in which the required improvements are constructed. Additionally, Ordinance No. 1208 requires the developer to pay transportation impact fees for each new p.m.-peak-hour trip at the fee in effect at the time of payment to mitigate for off-site impacts. (NOTE: The current transportation impact fee is $1,038.00 for each p.m.-peak-hour trip, but this may change.) Transportation impact fees shall be paid and right-of-way shall be dedicated prior to issuance of the building permit. 8. Stormwater Management: The City has adopted storm drainage requirements per Arlington Municipal Code Chapter 13.24, Stormwater Management, and the Department of Ecology's Stormwater Management Manual for the Puget Sound Basin (The Technical Manual). A preliminary review of the system indicates that they have a conceptually feasible plan. A detailed drainage review will occur during the site/civil review process. The City believes that a storm system meeting these standards is best available science. However, the applicant is hereby advised that technical review will be extremely thorough, with the onus on the applicant to demonstrate adequate protection of groundwater and surface water resources. 9. Critical Areas: The site lies within the Arlington Aquifer Recharge Area. The groundwater in this area is the primary source of municipal and domestic potable water supply in the Arlington area. Locations of municipal wells for the City of Arlington and aquifer recharge areas are shown on Figure NF-2 of the Comprehensive Plan. The applicant will provide best management practices for HAKen Root MN-01-061\Root permit.doc kj r;2/27/02 Page 3 of 7 �: I I Minor Development Permit February 27,2002 Ken Root MN-01-061 the protection of the aquifer recharge area that adequately protects the groundwater resource in the Arlington Planning Area. 10. Airport Management: The Arlington Municipal Airport requires that street lamps or light poles located on the property be down-shielded as to avoid interfering with flight operations. 11. Water and Sanitary Sewer: Adequate water and sewer service is available to the site from the City of Arlington; utility services and fire hydrants and fire protection as required will be reviewed when construction drawings are submitted. All existing and planned utilities shall be shown on the site plan. 12. Criteria for Approval of an Application and Issuance of a Permit: Per UDC Chapter VII, Section D, Criteria for Approval, the Development Services Department, Planning Division, is required to review for compliance the following criteria before an application can be approved. a. The development is consistent with the dimensional, density requirements and Performance Standards of the UDC and other applicable laws and regulations; and Staff Analysis: As identified above, the development is consistent with the dimensional, density requirements and Performance Standards of the UDC and other applicable laws and regulations. b. The development as proposed incorporates, to the maximum extent feasible, mitigation measures to substantially lessen or eliminate all adverse environmental impacts of the development; and Staff Analysis: The development as proposed incorporates, to the maximum extent feasible, best management practices to lessen or eliminate all adverse environmental impacts of the development. C. The applicant has presented certification that the applicant has filed and paid all the taxes, penalties and interest, and that the applicant has satisfactorily made agreement to pay the taxes (NOTE: this requirement is only applicable to subdivision plats); and Staff Analysis: This requirement is only applicable to subdivision plats. d. Prior to final approval the applicant has followed all permit processing procedures and paid all applicable land use fees. Staff Analysis: As stated above, all permit processing procedures have been followed and a condition is included that requires that all applicable land use fees be paid prior to issuance of a building permit. VI. CONCLUSIONS 1. The City of Arlington Comprehensive Plan identifies this area as Industrial, and the subject property is zoned Industrial per UDC Chapter III, zoning map, Page III-2. A storage/distribution facility is a permitted use in the Industrial zone per UDC Chapter V, Section I. Therefore, the proposed development as noted and conditioned is consistent with policies governing industrial uses and is allowed in the Industrial zone. HAKen Root MN-01-061\Root permit.doc kjr;2/27/02 Page 4 of 7 Minor Development Permit February 27, 2002 Ken Root MN-01-061 2. The requested minor development permit as conditioned meets all UDC requirements, including Chapter VII, Section D, Criteria for Approval, and all other applicable codes. 3. The minor development permit should be approved subject to conditions noted below. VII. DECISION The minor development permit is hereby APPROVED, subject to the following conditions: 1. All development shall be in substantial conformance with the approved site plan received by the City of Arlington on February 12, 2001, subject to any conditions or modifications that may be required as part of the minor development permit. 2. Prior to issuance of a building permit, the applicant shall file a drainage plan and construction plans, which meet the following conditions, in conjunction with a building permit application. The final site plan shall comply with all requirements of the Unified Development Code, Uniform Building Code, Uniform Fire Code, and Public Works Construction Standards and Specifications. 3. All exterior lighting, including streetlights, shall be down:-shielded. 4. Prior to issuance of a building permit, the developer shall dedicated right of way along 671h Avenue NE for the entire length of the parcel per the 67h Avenue Road Design. 5. Prior to issuance of a building permit, the developer shall submit payment of all required impact payments (transportation impact fees to the City of Arlington at $1,038.00 per pm peak hour trip, which is 1, for a total of $1,038.00). NOTE: Actual impact fees due are those as set by resolution at the time the fees are paid. These amounts are provided here as an estimate. They may either increase or decrease by the time they are paid. 6. Has the developer secured an access easement for ingress/egress on the property to north? 7. Prior to issuance of a building permit, the developer shall clear all outstanding land use permit-processing accounts with the City. 8. If the applicant decides to construct any buildings, expansions, or any future development of this site, the applicant shall obtain additional land use development permit(s) prior to commencing such work. 9. The minor development permit shall become null and void if use and reliance is not established within one year of the below date of approval. VIII. CODE REQUIREMENTS HAKen Root MN-01-061\Root permit.doc kjr;2/27/02 Page 5 of 7 r e ,� �� I Minor Development Permit February 27, 2002 Ken Root MN-01-061 (NOTE: The following items are not conditions of permit approval, rather certain local, state, or federal code requirements of which the applicant needs to be aware. This is in no way intended to be a complete list of code requirements, but a general checklist of major steps and issues. Please refer to the AMC for a complete list of code requirements for your particular project type.) 1. Code Applicability. This application is subject to the applicable requirements contained in the Arlington Municipal Code, Zoning Code, and Building Code. It is the responsibility of the applicant to ensure compliance with the various provisions contained in these ordinances. 2. Pre-Construction Phase. Prior to commencing any site work, including installing any easement or right-of-way improvements, utility systems, drainage systems, street lights, mailbox structures, emergency facilities, storm water control systems, or any other improvements, improvement plans must be submitted for review and approval by the Development Services Department, Engineering Division. Said plans shall be in conformance with applicable code and below listed conditions. a. The applicant shall survey and mark all property corners prior to review of any submitted construction plans. b. The applicant will be required to design and install erosion control measures deemed necessary by the City. These measures must be installed and inspected by the City prior to site use. C. No site preparation or other disturbances shall be undertaken within environmentally sensitive areas or their required buffers. d. Submit to the Engineering Division and receive approval of a storm-water run-off and detention plan in conformance with the AMC Chapter 16.10, Stormwater Management, and the Department of Ecology's Stormwater Management Manual for the Puget Sound Basin (The Technical Manual) for both the construction phase and a permanent system. All site drainage must be directed through biofiltration swales prior to discharge into wetlands. e. All new utility lines shall be placed underground. f. A right-of-way permit is required for and prior to any work done in a public right-of-way. g. All lighting shall be low sodium or similar low intensity illumination and placed in a way as to not cause glare on an adjoining property or right-of- way. 3. Construction Phase. The following conditions shall apply during construction. a. All applicable noise and other nuisance codes are applicable. b. Mud and dirt shall not be tracked onto public rights-of-way, but if tracked HAKen Root MN-01-061\Root permit.doc kjr;2/27/02 Page 6 of 7 . � * - � ~ ' � - - - - ---' - - Y | | Minor Development Permit February 27, 2002 Ken Root MN-01-061 by accident shall be immediately cleaned-up. C. During any site grading or clearing activity, the applicant, and contractor shall use all available means of controlling air pollution (dust, ash, and smoke). d. The restrictions of the AMC shall apply to any and all grading. 4. Installation of Improvements. Prior to receiving a certificate of occupancy, the applicant shall relocate any existing water facilities and/or install water services/fire hydrants prior to the required improvements at the expense of the developer. (NOTE: Infrastructure requirements are based on conceptual information as submitted by the applicant. Additional specific requirements may be required upon review of the engineered construction drawings as submitted by the applicant. All improvements are subject to review and approval by the Engineering Division. All utilities shall be constructed underground.) IX. APPEALS To appeal this decision, an appeal application must be filed, with all required fees, within 10 working days of the date of issuance of this decision. The City Council or a Hearing Examiner would hear the appeal of the permit and their decision would be considered the City's final decision on the underlying governmental action. X. EXHIBITS 1. Approved Site Plan dated February 12, 2002. 2. File MN-01-061 (Ken Root) (on file at City Hall). ORDERED THIS 27TH DAY OF FEBRUARY 2002 Cli Strong, Planni anager F�onsible Official Distributed to the Following Party of Record: • Ken Root, 30901 2471h Avenue NE, Arlington, WA 98223 • Two Rivers Engineering, 307 Olympic Avenue Suite 208, Arlington, WA 98223 • Paul Richart, City Engineer, Development Services, Engineering Division • Marc Hayes, Streets/Code Compliance, Development Services, Engineering Division • Dave Anderson, Building Official, Development Services, Building Division • Kerry Wentz, Plans Examiner, Building Division • Bill Blake, Environmental Specialist, Development Services, Planning Division • Terry Castle, Utilities Superintendent, Development Services, Utilities Division • Sharree Lytle/Terri Littlejohn, Parks, General Services Larry Mills, Streets, General Services HAKen Root MN-01-061\Root permit.doc kir;2/27/02 Page 7 of 7 Gregg Eaton To: Tom Kearns Subject: Ken Root Tom, I 've approved the mylars for Paul's signature. Once he signs them, you will need to produce 8 copies and return them to City Hall for distribution. However, the following items need to be resolved prior to the mylars going out the door: 1. A bond or assignment of funds needs to be produced for the driveway paving. 2 . There are outstanding fees that need to be paid. 3 . A deposit balance of $500 needs to be maintained for 30 days to cover consultant invoices. 4. Need copy of the Baxter Easement/Agreement. Once these have been accomplished the signed mylars will be available to you. Please remind Ken that he needs to schedule a pre-construction meeting prior to any work being performed. He can do that by calling me at 403 .3527 . Thanks Gregg Eaton, Engineering Division geaton@ci.arlington.wa.us City of Arlington Cc: Sonya 1 Gregg Eaton From: Maroon, Debbie [DMAROON@earthtech.com] Sent: Tuesday, April 23, 2002 2:07 PM To: 'geaton@ci.arlington.wa.us' Subject: Ken Root Gregg: I reviewed Tom's letter and verified most of his calculations. Obviously without the drawings I was not able to verify that all my comments were addressed. As long as he has shown spot elevations in the biofiltration swale, has added an oil/water separator prior to the infiltration trench and the elevation of the yard drain near the biofiltration swale is set correctly, i.e. the yard drain is the low spot in the system and the grading around the yard drain will direct flow into the infiltration trench, I have no objections to approving the design. Debbie Maroon Earth Tech Date�1 of8 Post-it®Fax Note 7671 T pages To From 1 � Co./Dept LJ Co. COA Phone# Phone 4 Fax q Fax Zs �?� 9 �[ �oc.t2 E� i M E M 0 Date: March 18, 2002 To: Gregg Eaton cc: Paul Richart From: Debbie Maroon, P.E. Subject: Ken Root Storage Building—#MN-01-061 Storm Drainage Calculations Review As requested, we have completed our review of the storm drainage design for the above referenced project. The documents reviewed include (1)Drainage Plan for Root Commercial Building, Arlington, Washington, and (2) Construction drawings for Root Commercial Building —Sheets Cl through C7 of 7, both prepared by Two Rivers Engineering. Below please find a list of our comments/concerns: 1. The engineer is proposing to collect the runoff from the roofs in a french drain that will be constructed around the foundation of the new building. Footing drains, which the french drain will function as, and roof drains should be separate. The downspouts should be connected to a non-perforated pipe and the runoff from the roof should be conveyed away from the building. 2. Calculations need to be provided for the proposed 60-foot long trench. Our calculations show that by reducing the impervious area from 28,000 square feet to 12,175 square feet the flows only decrease by 22-38%, but the trench length has been reduced by 56%. 3. Grades and/or spot elevations need to be provided for the biofiltration swale. The plans do not have sufficient information for the contractor to construct the biofiltration swale. 4. Based on the information presented on the plans, we are unsure of how the water gets from the biofiltration swale into the infiltration trench. Per City of Arlington standards runoff must pass through an oil/water separator prior to entering an infiltration trench. 5. The flow paths used in the time of concentration must be shown on the construction drawings or on a drawing in the report. 6. Seeding specifications for the biofiltration swale should be provided. 7. We noted a drafting error on Section C-C on sheet C5. The water quality depth should be 0.15', not 0-15'. E 43032.41 i i i i� i 1 To: Gregg Eaton Page 2 From: Debbie Maroon Date: March 18, 2002 Subject: Ken Root Building 8. As per our original review, the project is accessing from a parcel owned by Baxter. The owner must provide proof that he has a legal right to access from that parcel. (This may have already been provided to the City) 9. The datum for the plans is not shown. The plans should be on NAVD 1988. If the plans are not on NAVD 1988 an equation should be provided for converting the project datum to NAVD 1988. 10. Per Section III-6.3 of the Ecology manual the biofiltration swale should be lined to prevent infiltration. 11. Per Section III-3.6.5 of the Ecology manual, an overflow route must be identified in the event that the trench capacity is exceeded. The overflow route should be designed to meet Minimum Requirement#2 (Preservation of Natural Drainage Systems). If you have any questions, please call. E rootbldgreview2 43032.02 I� I J..,H. BAXTER &CO., a Cali a Limited Partnership axle r May 3,2002 To Whom It May Concern: Please be advised that Ken Root,has J.H.Baxter's permission to use the roadway West of 6711,Ave for his business access and new building. Sincerely, f Thomas Orthmeyer Director of Operations 6520 188TH STREET • ARLINGTON, WA • 98223 PHONE: (360) 435-2146 • FAX: (360) 435-3035 N 6520-188th NE P.O. Box 305 Arlington,WA 98223 Phone 360 435 2146 Fax 360 435 3035 La r ' TWO RIVERS ENGINEERING TO City of Arlington April 16, 2002 238 North Olympic Ave. Arlington, WA 98223 Attn: Mr. Greg Eaton RE: Root Insulation Commercial Building, Drainage Plan Modifications Dear Greg: Enclosed for your use are the original Mylar drawings of the subject Drainage Plan. Various modifications have been done which address City comments. Specifically addressing Debbie Maroon's memo, the following modifications have been made: 1) The building drainage has been modified to address the City's concerns. Please not the building is a quonset type structure that has no roofline where roof gutters can be placed. The collection system using a french drain was provided to addle two issues at one facility. The footing design provided by the owner does not show a footing drain nor address the issue of a moisture barrier under the slab foundation. That issue is to be addressed by the owners building designer. I any event, the system corresponds to a more conventional founding design. 2) The infiltration trench has been redesigned for an impermeable area of 12, 175 sf if the owner wishes to address only the initial development. Calculations, which are attached, show that a 100' x 5' basin with a 2:1 side slope will handle the 100-year storm. 3) A channel slope plus spot elevations for the bioswale have been added on sheet C-5. 4) A yard drain detail has been added which will collect runoff from the bioswale and discharge to the infiltration basin. The yard drain is also shown on the plan view. 5) A flow path sheet is attached which should be added to the drainage report. 6) The hydroseed specifications are to match the City standard specification. See notes on C-4 and C-7. 7) The drafting error has been corrected. 8) The owner has addressed this item. 307 N. OLYMPIC AVE. • SUITE 208 • ARLINGTON, WA 98223 (360) 435-8167 9 FAX: (360) 403-0188 '' s�. ��-. t . 9) The datum is NAVD 1988 that the datum used for the City's mapping. A note has been added on C-1. 10)A plastic liner has been added to the bioswale cross section. 11)An overflow outlet for the infiltration basin has been added. It is the yard drain on the south end of the basin. An overflow rock pad ahas also been added. If you have additional comments or needs, please contact me at my office. Yours truly Thomas M. Kearns P. E. Principal Two Rivers Engineering Copy: Ken Root 1-013 Perc Stage /Storage 100x5 CLIENT Root PROJECT NAME JOB # 01-1 8 DATE &Axalo f A 40 1 n SHEET r. STAGE/ STORAGE CURVE Perc Basin Design Parameters len ht 100 ft Void ratio 33% width 5 ft area 500 sf perimeter 210 ft Surface Elebvation 146 Basin Bottom Elev. 141 Trench Side Slope 2 Number of curve points 5 Elev Gross Are Net Vol/ft Total Vol, cf Sta e,ft 0 141 500 0 237 1 142 936 237 386 2 143 1404 623 546 3 144 1904 1169 716 4 145 24361 1885 Page 1 Percolation Stage Discharge Curve Project Name Root Insulation Project Number 01-13 ; � . Date V5 r By tmk Soil Type Percolation Rate SCS Range 6 20 in. / hr Sand Ecology Rate 8 in. /hr 1.85E-04 Cfs/sf Design Rate 9.26E-05 cfs/sf Area base 100.0 side slope 2 width 5,0 side slope 2 starting Elevation 141 depth 4 Ground elevation 146 Increment 0.5 ft stage elev Length Width Area Discharge 0 141.0 100 5 500 0.046 0.5 141.5 102 7 714 0.066 1 142.0 104 9 936 0.087 1.5 142.5 106 11 1166 0.108 2 143.0 108 13 1404 0.130 2.5 143.5 110, 15 1650 0.153 3 144.0 112 17 1904 0.176 3.5 144.5 114 19 2166 0.201 4 145.0 116 21 2436 0.226 4.5 145.5 118 23 2714 0.251 5 146.0 120 25 3000 0.278 5.5 146.5 122 27 3294 0.305 4/16/02 2 :53 :59 &M Two Rivers Engineering page 1 Root Insulation Building 100 Year Storm 100 x 5 x 2 :1 SS Infiltration Basin BASIN SUMMARY BASIN ID: Root100I NAME: Root Isulation Initial 100 Yr SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 .94 Acres BASEFLOWS: 0 .00 cfs RAINFALL TYPE. , . . : TYPEIA PERV IMP PRECIPITATION. . . . : 3 . 75 inches AREA. . : 0 . 66 Acres 0 .28 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 98 . 00 TC. . . . : 14 .50 min 1 .47 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 190 . 00 ns :0 .1500 p2yr: 1.80 s : 0 .0720 TcReach - Channel L: 130 . 00 kc:17 . 00 s : 0 . 0080 impTcReach - Sheet L: 25 . 00 ns : 0 .0110 p2yr: 1 . 80 s :0 . 0200 impTcReach - Channel L: 240 .00 kc:20 . 00 s : 0 .0460 PEAK RATE: 0 .52 cfs VOL: 0 .21 Ac-ft TIME: 480 min i 4/16/02 2 :53 :59 pm Two Rivers Engineering page 2 Root Insulation Building 100 Year Storm 100 x 5 x 2 : 1 SS Infiltration Basin ----------- STAGE STORAGE TABLE CUSTOM STORAGE ID No. 1005233 Description: Root 100 x 5 2 : 1SS 33% Voids STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> (ft) ---cf--- --Ac-Ft- (ft) •--cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- 141.00 0.0000 0.0000 142.30 352.80 0.0081 143.60 950.60 0.0218 144.90 1813 0.0416 141.10 23,700 0.0005 142.40 391.40 0.0090 143.70 1005 0,0231 145.00 1885 0.0433 141.20 47.J00 0.0011 142.50 430.00 0 Q099 143.80 1060 0.0243 145.10 2127 0.0488 141.30 71.100 0,0016 142.60 468.60 0.0108 143.90 1114 0.0256 145.20 2368 0.0544 141.40 94.800 0.0022 142.70 507.20 0.0116 144.00 1169 0.0268 145.30 2610 0.0599 141.50 118.50 0.0027 142.80 545.80 0.0125 144.10 1241 0.0285 145.40 2851 0.0654 141.60 142.20 0,0033 142.90 584.40 0.0134 144,20 1312 0.0301 145.50 3093 0.0710 141.70 165.90 0.0038 143.00 623.00 0,0143 144.30 1384 0,0318 145.60 3334 0.0765 141.80 189,60 0,0044 143.10 677.60 0.0156 144.40 1455 0.0334 145.70 3576 0.0821 141.90 213.30 0.0049 143.20 732.20 0.0168 144.50 1527 0.0351 145.80 3817 0.0876 142.00 237.00 0,0054 143.30 786.80 0.0181 144.60 1599 0.0367 145.90 4059 0.0932 142.10 275.60 0.0063 143.40 841.40 0,0193 144.70 1670 0.0383 146.00 4300 0.0987 142.20 314.20 0.0072 143.50 896.00 0.0206 144.80 1742 0.0400 4/16/02 2 :53 :59 pm Two Rivers Engineering page 3 Root; Insulation Building 100 Year Storm 100 x 5 x 2 : 1 SS Infiltration Basin STAGE DISCHARGE TABLE DISCHARGE LIST ID No. 10054 Description: 100x5x2 :1 SS 4"/hr Perc rate STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---Cfs-- ------- (ft) ---cfs-- ------• (ft) ---Cfs-- ------- (ft) ---Cfs-- ------- ------------- 141.00 0.0460 142.30 0,1002 143.60 0.1580 144.90 0.2210 141.10 0.0501 142.40 0.1046 143.70 0,1625 145.00 0.2260 141.20 0.0542 142.50 0.1090 143.80 0.1670 145.10 0.2312 141.30 0,0583 142.60 0.1134 143.90 0.1715 145.20 0.2364 141.40 0.0624 142.70 0,1178 144.00 0.1760 145.30 0.2416 141.50 0.0665 142.80 0.1222 144.10 0.1810 145.40 0.2468 141.60 0.0706 142.90 0.1266 144.20 0.1860 145.50 0.2520 141.70 0,0747 143.00 0.1310 144.30 0.1910 145.60 0.2572 141.80 0.0788 143.10 0,1355 144.40 0.1960 145.70 0,2624 141.90 0.0829 143.20 0.1400 144.50 0.2010 145.80 0.2676 142.00 0.0870 143.30 0.1445 144,60 0.2060 145.90 0.2728 142.10 0.0914 143.40 0.1490 144.70 0,2110 146.00 0.2780 142.20 0.0958 143.50 0.1535 144.80 0,2160 4/16/02 2 :54 :0 pm Two Rivers Engineering page 4 Root Insulation} Building 100 Year Storm 100 x 5 x 2 :1 SS Infiltration Basin LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DI.S- <-PEAR-> STORAGE <--------DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id VOL (cf) 100 Year >28 Ac 0.00 0.52 1005233 10054 144,44 1 1484.21 cf DRAINAGE PLAN for ROOT COMMERCIAL BUILDING ARLINGTON, WA ,AAR 12 2002 CITY OF ARLINGTON for Ken Root 30901247t' Ave. NE Arlington, WA (360) 435-3086 C12 3 x I ��5z�� a �XFIF�ES� 1/20/�.3 BY TWO RIVERS ENGINEERING ARLINGTON, WA (360) 435-8167 Root Commercial Building l Arlington, WA 1. AUTHORIZATION -This report was authorized by Ken Root in August 2001. 2. PURPOSE - This report has been prepared to comply with the City of Arlington storm drainage requirements for new development. This report describes the drainage system that meets or exceeds City storm water runoff control and water quality treatment 1 requirements. 3. PROJECT SITE - The project is located at 18110 671h Ave., Arlington, WA. Sheet C 1 shows the present general site arrangement. The lot is approximately 0.9 acres in area. 4. EXISTING LAND USE-The site is presently a single-family residence with a garage & an out building. The site is landscaped. i 5. PROPOSED DEVELOPMENT -The property will be construction of a new storage building and parking. j 6. TOPOGRAPHY - Sheet C-1 shows 2' contours of the existing site. This information J was obtained from City maps. Spot elevations were obtained from survey work using the railroad crossing as a benchmark. The site generally slopes to the west with slopes ranging between 3 to 10 %. 7. SOIL TYPE - The existing soils reported at the site by SCS Soils Conservation Maps is Everett Gravelly Sandy Loam. The hydrologic group designation of this soil is type A. I SCS reports infiltration rates of 2-6"/hr in the top 6" of soil and 6-20"/hr. between 6-60" of soil depth. Soils test pits were excavated and soil logs are shown on sheet C-3. The area is generally composed of 1' of topsoil with gravelly sand beneath. One test pit 1 encountered glacial till at a depth of 7 feet. No ground water was encountered during initial excavation in August 2001. Three additional test pits were excavated in December 2001 to investigate for ground water. All three were located on the western most boundary area. Groundwater was encountered about elevation 137 or below. The test pits were generally consistent along the west boundary of the project area. The infiltration basin was placed there due to the lack of observed hard pan. The basin's bottom is more than 3' above the observed groundwater table. 1 8. EXISTING STORM DRAINAGE SYSTEM -The site has no specific storm drainage system at this time. The land slopes to the west into a drainage Swale that has been constructed by the railroad fill to the west. 9. UPSTREAM DRAINAGE SYSTEMS - No improved drainage systems enter the site. Drainage from the west half of 67th flows onto the site via sheet flow. The City is preparing to construct a road improvement project that will include curbs and sidewalks for this area. Runoff from 671h will be collected and routed away from the site. No runoff from 67`h should enter the site. 10. Downstream Drainage Systems — No downstream drainage systems will be effectted due to controlling all drainage onsite. Any offsite drainage shall flow to the Swale and then south along the railroad right of way until it infiltrates into the ground. See Appendix B for photographs. 11. DESIGN STORM -The project site is located at latitude N 48' 9.62', longitude W 122° 8.46'. The design rainfall quantities for a 24-hour storm have been obtained from NOAA ATLAS 2, Volume IX. The rainfall for the 2-year storm is 1.8", 2.8" for the 10 year storm and 3.75 "for the 100 year storm. Copies of the data are shown in Appendix A. 01-13 2 Two Rivers Engineering .t r� � Root Commercial Building Arlington,WA 12. DESIGN CRITERIA -The system is designed as on on-site infiltration system. Rooftop and pavement drainage from impermeable areas will be designed to criteria established by the Department of Ecology. 13. DESIGN CALCULATIONS - Drainage calculations were developed using the computer program WaterWorksTM by Engenious Systems, Inc. Appendix A includes the basin hydrograph for the 100 year storm as routed through the infiltration system. 14. INFILTRATION CRITERIA - SCS permeability rates for sandy material vary from 6 1 to 20" per hour. The average rate would then be 13.5 "/ hr. Using a safety factor of 2 the design permeability rate is 6.75 " / hr. The infiltration rate is calculated to be: 6.75 " / hr/ 12"/ft. x 60 min/hr. x 60 sec/ min = 0.00015 cfs/sf The City has requested the use of Ecology infiltration rates therefore for sand the infiltration is 8"/ hour. This infiltration rate is calculated to be: 4" / hr/ 12"/ft. x 60 min/hr. x 60 sec/ min = 0.000093 cfs/sf The Department of Ecology Drainage Manual, 1992 requires 3 feet between the bottom of an infiltration basin and the ground water table or an impermaible layer. All test pits were excavated 8 feet or more below the ground surface. Three of the test pits did not encounter any ground water or impermeable soil layer. One test pit encountered a layer of impermeable soil at 7' depth. Three additional test pits were excavated in December 2001 to investigate for ground water. All three were located on the western most boundary area. Groundwater was encountered about elevation 137 or below. The test pits were generally consistent along the west boundary of the project area. Infiltration basin was placed there due to the lack of observed hard pan. The basin's bottom is more than 3' above the observed groundwater table. 15. PROPOSED DRAINAGE SYSTEM—TREATMENT-. The roof runoff shall be routed directly to the infiltration trench. The parking area and the driveway will be collected in a bioswale and routed to the southern end of the infiltration basin. The flow time is calculated to be 5.5 minutes for the water quality storm that is greater than the Ecology criteria of 2.2 minutes. 16. FLOW CONTROL - The proposed drainage system is composed of one collection system. The parking area will drain into a bioswale. The design trench base size is 5' x 135', 2:1 side slopes and 33% voids. The bottom of the infiltration basin was set at elevation 141.00 which is 3' above the bottom of the test pit elevations. The top of the basin has been set at the native ground elevation as to not require an impermeable fill for the side slope of the roadway. The present impermeable area to be controlled is 12, 175 sf. This area includes the existing house, carport and garage plus the new building and additional parking. The infiltration system has been designed for a total of 28,000 sf of impermeable area that is intended to handle possible future expansion on the site. Reducing the infiltration basin length to 60' shall provide total infiltration of the design storm for the planned 12, 175 sf of development. This dimension was determined by proportion of the 12,175 sf vs. the original 28,000 sf of impermeable area. The shorter 1 length of infiltration basin The rooftop runoff will be routed directly to the infiltration 01-13 3 Two Rivers Engineering Root Commercial Building Arlington,WA trench via a french drain constructed around the building. Specific routes will be coordinated with the structural design by the contractor. 16. CONSTRUCTION SEQUENCING -The project shall be constructed according to City permit requirements. The owner may choose to construct the new system in winter conditions. The plans call for specific additional efforts that will be required if construction is conducted in wet weather. The potential for offsite erosion and sedimentation is low from this site due to the small size, the sandy soil type, and the lack of any downstream conveyance system. Any eroded material will be caught and trapped l by the railroad fill. I 17. OPERATION & MAINTENANCE PLAN—A separate operation and maintenance plan has been included after Appendix B to inform the owner what activities shall be required to successfully use and infiltration basin for storm runoff control. While the design of the basin adequately addresses the site conditions, the actual construction methods and care as well as the operation of the sites drainage system shall determine the longevity of the system. i I 1 01-13 4 Two Rivers Engineering Root Commercial Building Arlington,WA r Appendix A i Root Commercial Building Drainage Design Calculations Index Project Site Sketch 1 Project Site & Soils Type 2 Soil Legend 3 Soil Water Features 4 Soil Physical & Chemical Properties of Soil SCS 5 SCS Curve Numbers 6 2 Year 24 Hour Storm Isopluvial Map 7 10 Year 24 Hour Storm Isopluvial Map 8 100 Year 24 Hour Storm Isopluvial Map 9 Area Calculations 10 Basin Runoff Data 2,10 &100 Year Storm 12 Stage Storage Curve Calculations 13 Percolation Stage Discharge Curve Calculation 14 Stage Storage Table 5' x 135' vault with 33% voids 15 Stage Discharge Table 16 Level Pool Routing Summary 17 1 _ l _ 1 J J _J J `1 01-13 Two Rivers Engineering - �• • ��!"� - b. —wit ,. � .Zrse • to i �•t' �- // ="" _" ROAD ,` � '`fir.••_- i ��� _ ' ,, 'r a -` •a 1 `� ___=-,=a :'/,; ., � ,���?:•��•i; tea• �( �' o yaa'_ 'Wt .,1 w ' t, i r �• _ u ' M I I • r o „ • I I 00000 •f a .r� �� r• W IZ12''S v � • . ® it � wt�iT•9 ° a — o. s o :fit 2 •rrfeop - -_-- ~ Z S I LAI 4 y"O. dr IMP I.A cc is o CNI 71 IT, ON, OIL% IA it Go Pr o It 01 co ul • �: r i I U S DEPARTMENT OF AGRICULTURE SNOHOMISH COUI\ SOIL CONSERVATION SERVICE SOIL LEGEND i SYMBOL NAME t 1 Aldetwood gravelly sandy loam,2 to 8 percent slopes 2 Alderwood gravelly sandy loam,8 to 15 percent slopes 1 3 Aldetwood gravelly sandy loam, 15 to 25 percent slopes 4 Alder wood-Everett gravelly sandy looms,25 to 70 percent slopes 5 Alderwood-Urban land complex,2 to 8 percent slopes 6 Al der wood-Urban land complex,8 to 15 percent slopes 7 Bellingham silty clay loam 8 Bellingham Variant mucky silty clay loam 9 Cathcart loam,3 to 15 percent slopes 10 Cathcart loam,15 to 25 percent slopes 11 Cathcart loam,25 to 50 percent slopes i 12 Cryohemists,nearly level 13 Custer fine sandy loam 14 Elwell silt loam,3 to 30 percent slopes 16 Elwell-Olomount complex,15 to 30 percent slopes 16 Elwell-Olomount-Rock outcrop complex,30 to 60 percent slopes 17 Everett gravelly sandy loam,0 to B percent slopes 18 Everett gravelly sandy loam,B to 15 percent slopes 19 Everett gravelly sandy loam,15 to 25 percent slopes 1 20 riuvaouents,tidal 21 Getchall slit loarn,3 to 30 percent slopes 22 Getchall-Oso complex,15 to 30 percent slopes 23 Getchall-Oso-Rock outcrop complex,30 to 65 percent slopes 24 Greenwater loamy sand I 25 Hartnit-Potchub Rock outcrop complex,66 to 90 percent slopes 26 Indianola loamy sand,15 to 25 percent slopes 27 Kitsop silt loam 0 to 8 percent slopes 28 Kinep silt loam,8 to 25 percent slopes 29 Kitsep silt loam,25 to 50 percent slopes 30 Lynnwood loamy sand,0 to 3 percent slopes 31 Lynnwood-Nargar complex,65 to 90 percent slopes 32 McKenna gravelly slit loam,0 to 8 percent slopes 33 Menzel silt loam,0 to 3 percent slopes 34 Mukilteo muck 35 Nargar fine sandy loam,0 to 15 percent slopes 36 Nargar fine sandy loam,15 to 30 percent slopes 37 Nargar-Lynnwood complex,30 to 65 percent slopes 38 Narger Variant sandy loam,3 to 30 percent slopes 39 Norma loam 40 Norme Variant loam 41 Ogarty-Tokul-Rock outcrop complex,65 to 90 percent slopes 42 Olomount gravelly loom,3 to 15 percent slopes 43 Olomount-Elwell-Rock outcrop complex,65 to 90 percent slopes 44 Orcas peat 45 Osc gravelly loam,3 to 15 percent slopes 46 Oso-Getchell-Rock outcrop complex,65 to 90 percent slopes 47 Pastik silt loam,0 to 8 percent slopes 48 Pastik silt loam,8 to 25 percent slopes 49 Pastik silt loam,26 to 50 percent slopes 50 Pilchuck loamy send 51 Pits 52 Potchub silt loam,3 to 30 percent slopes 53 Potchub-Hartnit complex,15 to 30 percent slopes 54 Potchub-Hartnit-Rock outcrop complex,30 to 65 percent slopes 55 Puget silty clay loam 56 Puyallup fine sandy loam 57 Rrxlnar fine sandy loam,0 to 8 percent slopes 58 Ragner fine sandy loam,8 to 16 percent slopes 59 Riverwash 60 Rober silt loam,0 to 16 percent slopes 61 Rober slit loam,15 to 30 percent slopes 62 Rober silt loam,30 to 65 percent slopes 63 Skykomish gravelly loam,0 to 30 percent slopes 64 Snohomish slit loam 65 Sulsavar gravelly loam,0 to 8 percent slopes 66 Sultan silt loam 67 Sultan Variant silt loam 68 Sumas silt loam 69 Terric Medisaprlsts,nearly level 70 Tokul silt loam,2 to 8 percent slopes 71 Tokul silt loam,8 to 15 percent slopes 72 Tokul gravelly loam,0 to 8 percent slopes 73 Tokul gravelly loam,8 to 15 percent slopes 74 Tokul gravelly loam, 15 to 25 percent slopes 75 Tokul-Ogarty-Rock outcrop complex.0 to 25 percent slopes 76 Tokul•Ogarty-Rock outcrop complex,25 to 65 percent slopes 77 Tokul-Winston gravelly loam%,25 to 65 percent slopes 78 Urban land 79 Varlot mucky silt loam,3 to 26 percent slopes 80 Winston gravelly loam,0 to 3 percent slopes 81 Winston gravelly loam,3 to 30 percent slopes 82 Xerorthents,nearly level r r ;� r a � f ' L i_ 189 Snohomish County Area, Washington ' TABLE 15.--WATER FEATURES ,�["Flooding" and "water table" and terms such as "rare," "apparent," and "perched" are explained in the text. The symbol < means less than; > means more than. Absence of an entry indicates that the Y feature is not a concern] —.---TFlooding g wa er a e Soil name and IHydrologicl map symbol 1 group I Frequency i Duration I Months i Depth i Kind i Months 1 I _ I I I I I ___{ C iNone------------I --- ! --- 11.5-3.0 IPerched ` Jan-Mar i, 2, 3-------------- { I Alderwood I I I I I I I I q* I I 1 1 I I 11.5-3.0 (Perched Jan-Mar Alderwood--------------I C INone------------I --- I -^- I I I I --- 1 >6.0 I --- 1 I --- A (None------------ Everett } --- { I ----------------i } I I I I I { 1 5*, 6*: 1 I 11.5-3.0 (Perched I Jan-Mar I --- 1 Alderwood-- --------' C !None------------I 1 I 1 I Urban land. } I I I 1 ( Oct-Jun I +1-1.0 {Apparent I Oct-Jun C !None------------I --- 7-----------------------I I I Bellingham I 1 1 I D 1Frequent--------(Very long-----I Oct-Jun I +1-1.0 (Apparent I Oct-Jun 8_______________________{ Bellingham Variant I I 1 I I --- C !None------------I 1 I Cathcart l I { I 12*. Cryohemists I I 1 I I 1 ' I 0-1.0 (Apparent I Nov-Mar , C (None------------I --- I --- , Custer i _ _{ C INone------------I --- --- 11.5-3.0 Perched I Nov-Jun 1E1we11---------------- 1 I I 1 I I { I I I I { I I 15*. I { ___ 11 .5-3.0 IPerched 1 Nov-Jun ' C INone------------I --- i - Elwell-----------------� I i I I , ___ I ___ 11.5-3.5 IPerched 1 Nov-May Olomount---------------I C (None------ -I I I { I 16* I I 1 Elwell--------- -----------------I C INone------------} I --- 1 1.5-3.0 IPerched { Nov-Jun I C (None------------! --- I --- i 1.5-3.5 IPerched 1 Nov-May Olomount-------- - I I 1 I I Rock outcro I } I 1 1 { 1 I 1 I I I >6.0 1 --- ________ , A (None------------i --- } --- , 17, 18, 19----- -� I I Everett I I I { ! 20*. I I I Fluvaquents - 1 I } C INone------------1 -- I 11.5-3.0 IPerched I Dec-May 21----------------------I I Getchell I I I I I I I * , I I I 1 • 22 ___ ( --- 11 .5-3.0 IPerched Dec-May I C 'None--------�---I Getchell--------------- I jC (None--------- --- --- 11.5-3.0 !Perched 1 Nov-May I 23*: 1 ___ --- 1 1 .5-3.0 IPerched Dec-May Getchell---------------I C INone------------ I I I 1 See footnote at end of table. �� 1 i �_. r i 184 Soil survey TABLE 14.--PHYSICAL AND CHEMICAL PROPERTIES OF SOILS--Continued _ ros on Soil name and iDepth1Clay <2mm1 Permeability I Available 1 Soil I Shrink-swell 1 factors O ic map symbol I ; ` water capacity Ireactionl potential 1----T-1 matter I K 1 T ! i n c n r , n77n p e_ ' — 1 160: ' Olomount-------- i 0-2 I --- 0.6-2.0 0.13-0.16 15.1-5.5 ;Low-- 0.241 2 1 2-5 1 2-181 --- o. 11-0.14 15.6-6.0 1Low------------1 0.281 . . 10.281 118-321 --- 1 0.6-2.0 0.08-0.10 15.6-6,5 !Low------------ 1 --- Rock ! 32 1 1 --- 1 --- i --- l----1 outcro 1 � ` 1 ' 1 1 10-15 17, 18, 19- -----I 0-6 I 5-10 1 2.0-6.0 1 0.08-0.12 15.6-6.5 ILow------------,0.17i Everett 1 6-181 5-10 1 6.0-20 { 0.05-0.08 15.6-6,5 :Low------------10.101 118-601 0-5 1 6.0-20 1 0.02-0.05 15.6-6.5 !Low------------10.10, 1 , 20;. Fluvaquents 21---------------1 0-2 1 --- 1 0.6-2.0 1 0.19-0.21 13.6-5.0 ILow------------10.371 2 ! 10-15 Getchell 2-361 --- I 0.6-2.0 1 0.19-0.21 14.5-5.5 (Low------------10.431 1 36 1 --- I --- --- 1 --- 1---------------I---- 1, 1 1 1 ; I I � •. 222: Getchell------- 0-2 1 --- 1 0.6-2.0 1 0.19-0.21 13.6-5.0 ILow------------10.371 2 10-15 2_361 _-- 1 0.6-2.0 1 0.19-0.21 14.5-5.5 1Low------------l0_43i 136 1 --- I --- i --- 1 --- i---------------`- i { I I Oso-------------1 0-5 1 --- I 0.6-2.0 ! 0.12-0.16 13.6-5.0 ILow------------i0.32! 2 ! 5-10 ! 5-291 --- I 0.6-2.0 i 0.13-0.17 14.5-5.5 ILow------------i0 371 i' 1 29 I 1 1 --- ; --- 1---------------1----! I ;• 23"• { I I i I I i I I Getchell--------! 0-2 { --- 1 0.6-2.0 1 0.19-0.21 !3.6-5.0 1Low------------10.371 2 1 10-15 1 2-361 --- I ---'0.431 i 0.6-2.0 1 0.19-0.21 14.5-5.5 1Low--------- � 1 1 36 1 --- I --- I --- I --- i--------------- ----1 , 3 oso-------------1 0-5 1 --- 1 0 12-0.16 14.5-5.5 1Low------------10. 2' 2 1 5-10 ! 5-291 --- 1 0.6-2.0 ! 0.13-0.17 14.5-5.5 ILow------------10.375 I 1 29 I --- I --- I --- I --- 1---------------1-- I 1 ! 1 Rock outcrop. I I I I 1 1 ! 1 1 I ---_10.171 5 1 .5-1 24---------------1 0-9 ! 0-5 i 6.0-20 ! 0.06-0.08 ;5.6-6.5 ILow-------- , Greenwater 1 9-211 0-5 1 6.0-20 1 0.06-0.08 15.6-6.5 1Low-------------10.171 I 121-601 0-5 1 6.0-20 1 0.05-0.07 15.6-6.5 ILow------------10.101 , k I 25*: I 1 I 1 1 t 1 ' ! r Hartnit---------1 0-4 1 --- ! 0.6-2,0 � 0.18-0.21 13.6-6.0 ,Low------------i0.241 2 10-15 1 4-271 --- 1 0.6-2,0 { 0. 17-0.20 14.5-6.0 ILow------------10_371 1 1 27 ! --- i --- 1 --- I --- I---------------1- , Potchub---------; 0-7 1 --- ! 0.6-2.0 1 0.21-0.23 3.6-5.0 !Low------------10.241 2 1 15-25 1 7-101 --- 1 o.6-2.0 1 0.19-0.21 14.5-5.0 ILow------------10.371 1 110-341 --- I 0.6-2.0 1 0.18-0.20 14.5-6.0 1Low-------------10.371 i }, ---- 1 34 1 --- i --- 1 --- 1 --- I---------------I I I I 1 Rock outcrop. 26---------------1 0-4 1 0-5 { 2.0-6.0 ! 0.08-0.11 15.1-7.3 1Low------------10.241 5 1 1-5 Indianola 1 4-241 0-5 ! 6.0-20 1 0.07-0.10 15.1-7.3 ILow------------10.241 124-601 0-5 1 6.0-20 1 0.04-0.07 15.1-7.3 ILow------------I0.20I 27 28 29-------I 0-6 1 5-15 1 0.6-2.0 1 0. 19-0.21 15.6-7.3 ILow------------10.321 5 1 3-10 ' Kitsap i 6-331 20-35 1 0.6-2.0 1 0. 18-0.20 5.6-7.3 Moderate-------10.371 { 133-601 20-35 1 o.o6-0.2 1 0. 17-0,20 15.6-7.3 1 Moderate-------10.371 { ': See footnote at end of table. r1 ISTORMWATER MANAGEMENT MANUAL FOR THE PUGET ,SOUND BASIN i Table II1-1.3 SCS Western Washington Runoff Curve Numbers (Published by SCS in 1982) Runoff curve numbers for selected agricultural, suburban and urban land use for Tvpe 1A rainfall distribution 24-hour storm duration. LAND USE DESCRIPTION CURVE NUMBERS BY. HYDROLOGIC SOIL GROUP A B C D P=od ted land 1 : winter condition 66 91 94 95 n open areas: low growingbrush 6grasslands 74 82 89 92 or pasture: 65 78 85 89 forest land: undisturbed 42 64 76 81 wood or forest land: young second growth or brush 55 72 82 86 Orchard: with cover crop 81 88 92 94 Open spaces, lawns, parks, golf courses, cemeteries, landscaping. Good condition: grass cover on z75% of the 68 80 86 90 area Fair condition:. - grass cover on 50-75% of 77 85 90 92 the area Gravel roads ` parking lots: 76 85 89 91 Dirt roads @ parking lots: 72 82 87 89 Impervious surfaces, pavement, roofs etc. 98 98 98 98 Qpon �water bodies:" lakes wetlandsponds etc. 100 100 100 100 Single family residential(2): Dwelling Unit/Gross Acre %Impervious(3) Separate curve number 1.0 DU/GA 15 shall be selected for 1.5 DU/GA 20 pervious i impervious 2.0 DU/GA 25 portions of the site 2.5 DU/GA 30 or basin 3.0 DU/GA 34 3.5 DU/GA 38 4.0 QU/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 VUD's, condos, apartments, %impervious commercial businesses 6 must be industrial areas computed (1) For a more detailed description of agricultural land use curve numbers refer to National Engineering Handbook, Sec. 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. !11-1-12 FEBRUARY, 1991 P a0 n .O a v v v a cm • ■ ■ Y • f ry • —O ry 3 • � a i a, ME R a Yt � a ■ � � $ IR ry fV v " cw " r l� •� CS k, t� Lf v v v '0 v v _ 709 Ad IR!RIM am. �.:. r� 1� j r V �•�1 Mom- P4 VA PRO e. 01 �� l�J rA 3 ,5 -16 4Z , �( Sc/-5 7-/ ESEL 2,-5 ,Fe .5 ry-) c co CL 2 7 o E 0 CY) ar ro 00 EL 00 m .0 C6 0 OD m OP (D > LU CN - -rt Z v ►sue����-� �� � �� `r � 2 > m C 2 E m co U N � n m ao a^ ro CO n M c' ot} CO cc 00 a � m `m -� w J _1 h - 1 ( 11/6/01 10 : 16 : 7 am Two Rivers Engineering page 1 Root Insulation Future Devlopment 0 . 64 Ac Impermiable 2 , 10 & 100 Year Storm BASIN SUMMARY BASIN ID: Root100f NAME : Root Insulation 100 Yr Future SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 94 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPEIA PERV IMP PRECIPITATION. . . . : 3 . 75 inches AREA. . : 0 .30 Acres 0 . 64 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 98 . 00 TC. . . . . 14 .50 min 1 .47 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 190 . 00 ns : 0 . 1500 p2yr: 1 . 80 s : 0 . 0720 TcReach - Channel L: 130 . 00 kc : 17 . 00 s : 0 . 0080 impTcReach - Sheet L: 25 . 00 ns : 0 . 0110 p2yr: 1 . 80 s : 0 . 0200 impTcReach - Channel L: 240 . 00 kc :20 . 00 s : 0 . 0460 PEAK RATE : 0 . 64 cfs VOL: 0 . 25 Ac-ft TIME : 470 min BASIN ID: RootlOf NAME: Root Insulation 10 Yr Future SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 94 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPEIA PERV IMP PRECIPITATION. . . . : 2 . 80 inches AREA. . : 0 . 30 Acres 0 . 64 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 98 . 00 TC. . . . . 14 .50 min 1 .47 min ABSTRACTION COEFF: 0 . 20 TcReach - Sheet L: 190 . 00 ns : 0 . 1500 p2yr: 1 . 80 s : 0 . 0720 TcReach - Channel L: 130 . 00 kc: 17 . 00 s : 0 . 0080 impTcReach - Sheet L: 25 . 00 ns : 0 . 0110 p2yr: 1 . 80 s : 0 . 0200 impTcReach - Channel L: 240 . 00 kc :20 . 00 s : 0 . 0460 PEAK RATE: 0 .46 cfs VOL: 0 . 17 Ac-ft TIME : 470 min BASIN ID: Root2f NAME: Root Insulation 2 Yr Future SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 94 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPEIA PERV IMiP PRECIPITATION. . . . : 1 . 80 inches AREA. . : 0 . 30 Acres O'. G=4 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 98 . Qq TC. . . . . 14 .50 min 1 .47 min ABSTRACTION COEFF: 0 . 20 TcReach - Sheet L: 190 . 00 ns : 0 . 1500 p2yr: 1 . 80 s : 0 . 0720 TcReach - Channel L: 130 . 00 kc : 17 . 00 s : 0 . 0080 impTcReach - Sheet L: 25 . 00 ns : 0 . 0110 p2yr: 1 . 80 s : 0 . 0200 impTcReach - Channel L: 240 . 00 kc : 20 . 00 s : 0 . 0460 PEAK RATE: 0 .27 cfs VOL: 0 . 10 Ac-ft TIME : 470 min 1-013 Perc Stage /Storage 135x5 CLIENT Root PROJECT NAME JOB # 01-13 DATE 9/18/01 -- - - - - SHEET - STAGE/ STORAGE CURVE Perc Basin Design Parameters lenght 135 ft Void ratio 33% width 5 ft area _ 675 sf Perimeter 280 ft _ Surface Elebvation _ _ 146 _ Basin Bottom Elev. 141 Trench Side Slope 2 � t Number of curve pints 5 Elev Gross Are Net Vol/ft Total Vol, cf Stage,ft 0 141 675 0 - --- 318 _ 1 142 1251 318 _ 513 _ 2 143 1859 831 719 3 144 2499 1550 - -- - - - 936 - - - - 41 145 31711 1 2486 _1 _1 CA Page 1 _J Percolation Stage Discharge Curve Project Name Root Insulation Project Number 01-13 Date 3/5 By tmk Soil Type Percolation Rate SCS Range 6 20 in. / hr Sand Ecology Rate 8 in. /hr 1.85E-04 Cfs/sf Design Rate 9.26E-05 cfs/sf Area base 135.0 side slope 2 width 5.0 side slope 2 starting Elevation 141 depth 4 Ground elevation 146 Increment 0.5 ft stage elev Length Width Area Discharge 0 141.0 135 5 675 0.063 0.5 141.5 137 7 959 0.089 1 142.0 139 9 1251 0.116 1.5 142.5 141 11 1551 0.144 2 143.0 143 13 1859 0.172 2.5 143.5 145 15 2175 0.201 3 144.0 147 17 2499 0.231 3.5 144.5 149 19 2831 0.262 4 145.0 151 21 3171 0.294 4.5 145.5 153 23 3519 0.326 5 146.0 155 25 3875 0.359 5.5 146.5 157 27 4239 0.393 6�-- (P{ i 1 3/7/02 4 : 24 :30 pm Two Rivers Engineering page 1 Root Insulation Development 2 , 10 & 100 Year Developed Site Runoff 135 x 5 x2 : 1 SS 4"/hr perc rate STAGE STORAGE TABLE CUSTOM STORAGE ID No. 1355233 1 Description: 135 x 5 2 :1 SS 339&- Voids lSTAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- 141 00 0,0000 0.0000 142.30 471.90 0,0108 143.60 1262 0.0290 144 90 2392 0,0549 141.10 31.800 0.0007 142.40 523.20 0.0120 143.70 1334 0.0306 145.00 2486 0,0571 141.20 63,600 0.0015 142.50 574.50 0.0132 143.80 1406 0.0323 145.10 2667 0.0612 141.30 95.400 0.0022 142.60 625.80 0.0144 143.90 1478 0.0339 145.20 2849 0,0654 141.40 127.20 0.0029 142.70 677.10 0.0155 144.00 1550 0.0356 145.30 3030 0.0696 141.50 159.00 0,0037 142.80 728.40 0.0167 144.10 1644 0.0377 145.40 3212 E 0737 141.60 190.80 0.0044 142.90 779.70 0.0179 144.20 1737 0,0399 145.50 3393 0.0779 141.70 222.60 0.0051 143.00 831.00 0.0191 144.30 1831 0.0420 145.60 3574 0.0821 141.80 254.40 0.0058 143.10 902.90 0.0207 144.40 1924 0.0442 145.70 3756 0,0862 141.90 286.20 0.0066 143.20 974.80 E 0224 144.50 2018 0.0463 145.80 3937 0.0904 142.00 318.00 0,0073 143.30 1047 0.0240 144.60 2112 0.0485 145,90 4119 0,0946 142.10 369.30 0.0085 143.40 1119 0.0257 144.70 2205 0.0506 146.00 4300 0,0987 142.20 420.60 0.0097 143.50 1191 0.0273 144.80 2299 0.0528 3/7/02 4 : 24 :30 pm Two Rivers Engineering page 2 1 Root Insulation Development 2 , 10 & 100 Year Developed Site Runoff 135 x 5 x2 : 1 SS 411/hr pert rate STAGE DISCHARGE TABLE DISCHARGE LIST LL ID No. 13554 Description: 13, x5 2 : 1SS Perc 411/hr fl STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (f0 ---cfs-- ------- (ft) ---Cfs-- ------- (ft) ---Cfs-- ------- (ft) ---Cfs-- ------- 141.00 0.0630 142.30 0.1328 143.60 0,2074 144,90 0,2877 141.10 0.0683 142.40 0.1384 143.70 0.2133 145,00 0.2940 I 141.20 0.0736 142.50 0.1440 143.80 0.2192 145.10 0.3037 141.30 0.0789 142.60 0.1496 143.90 0,2251 145.20 0.3134 141.40 0.0842 142.70 0.1552 144.00 0.2310 145.30 0.3231 141.50 0.0895 142.80 0.1608 144.10 0.2373 145.40 0.3328 141.60 0.0948 142.90 0.1664 144.20 0.2436 145.50 0.3425 141.70 0.1001 143.00 0.1720 144.30 0.2499 145,60 0.3522 141.80 0.1054 143.10 0.1779 144.40 0.2562 145.70 0.3619 1 141.90 0.1107 143,20 0.1838 144.50 0.2625 145,80 0.3716 1 142.00 0.1160 143.30 0.1897 144.60 0.2688 145.90 0,3813 142.10 0.1216 143.40 0.1956 144.70 0.2751 146.00 0,3910 1 142.20 0.1272 143.50 0.2015 144.80 0.2814 _ I _1 _I _l ..1 J J � � 1 3/7/02 4 :24 :32 pm Two Rivers Engineering page 3 Root Insulation Development 2 , 10 & 100 Year Developed Site Runoff 135 x 5 x2 :1 SS 4"/hr perc rate ' l LEVEL POOL TABLE SUMNIARY_______________________ I MATCH INFLOW -STO- -DIS- <-PEAK-> STORAGE <--------DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id VOL (cf) ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- 2 Year Storm . ............... 0,00 0.27 1355233 Com3 142.19 5 414,30 cf 10 Year Storm „.„ , , ,... ..... 0.00 0.46 1355233 Com3 143.26 6 1016.97 cf 100 Year Storm .......... . .... 0.00 0,65 1355233 Com3 144.19 7 1726.20 cf T I .. �' 1 l c,;� " -�� c1 r n d I 1 1 l l 1 _l _l _ I _1 J "D17 Root Insulation - Phase 1 Bioswale Water Quality Storm Man Made Channels -- English Units Civil Tools for Windows (03-05-2002, 15:25:12) Flow Depth = 0. 153 ft Flowrate 0.160 cfs Channel Bottom Width = 1.500 ft Channel Side Slope 3.000 ft/ft Channel Slope = 0.01100 ft/ft Channel Roughness = 0.070 Wetted Area = 0.30 sf Wetted Perimeter = 2. 47 ft Velocity = 0.54 fps 1 Froude No. = 0.27 I Flow = Sub-Critical !YM rt Root Insulation - Phase 1 Bioswale 100 Year Storm Man Made Channels -- English Units Civil Tools for Windows (03-05-2002, 15:23:40) Flow Depth = 0.267 ft Flowrate = 0.460 cfs Channel Bottom Width = 1.500 ft Channel Side Slope = 3.000 ft/ft Channel Slope = 0.01100 ft/ft 1 Channel Roughness = 0.070 Wetted Area = 0.61 sf Wetted Perimeter = 3.19 ft Velocity = 0.75 fps l Froude No. = 0.30 I Flow = Sub-Critical M r ry U 7- S r Z M /-4 1 1 1 1 _ l _ l _ 1 J J Root Insulation - Total Development Bioswale 100 Year Storm Man Made Channels -- English Units Civil Tools for VUndows (03-05-2002, 15:24:22) Flow Depth = 0.319 ft Flowrate 0.640 cfs I Channel Bottom Width = 1.500 ft Channel Side Slope = 3.000 ft/ft Channel Slope = 0.01100 ft/ft 1 Channel Roughness = 0.070 I Wetted Area = 0.78 sf Wetted Perimeter = 3.51 ft Velocity = 0.82 fps Froude No. = 0.30 Flow = Sub-Critical i l Root Commercial Building Arlington, WA I 1 Appendix B Root Commercial Building IDownstream Analysis l 1 1 1 01-13 Two Rivers Engineering J y ResidenceExisting i New Site Area View � «•`� �,�: ram.... - . 1 Southwest fromAccess Road SimAii, • h • ■ ■ 1 1 ' r NO ■ 1 NONE, ■ ■ rr• r. mil mi . ■ T ■ T • • ■ ■ n. Building •m SW Property Comer r t Downstream Area West of Site Showing Railroad Berm A � J 1 y r ■ 7 w ■ J ■ r r • 1 . . • 1 • • - - . . • . - LA - I I . 1 - Od IL ` 19 77 J�•.- — _ '•- \ �' +# • _ „�j_ �! 'tom . Downstream i �� _r•�� . ?pis_ .!�# Downstream 1 _ _ I � • ENO 0 IN - _ IN ■ •� ■ -M� ■ I I _ I NO Owl IN I 1 ■ IN IN _ . • . - � '+ �:.. � ,fir • t s CornerSE of •. 1 Crossing Note No Culvert Pipe �l NE . r w A 1. ' A Comer of • • • No Culvert 1 - ■ ■ - ■ `Elm m ■ ■ ■ - ■�•1 - HIM ■ ■ ■ Root Commercial Building Arlington,WA Operation and Maintenance Plan Root Commercial Building Drainage System Arlington WA March 11, 2002 BY TWO RIVERS ENGINEERING Arlington, WA (360) 435-8167 01-13 Two Rivers Engineering Root Commercial Building Arlington, WA 1. RESPONSIBLE PARTY -The owner of the subject property is responsible to operate l and maintain the drainage system at their sole cost and expense. 2. INSPECTION -The infiltration basins and collection systems will require periodic maintenance involving basin inspection and cleaning. Prior to the traditional wet weather season, the bioswales and catch basins require inspection. Remove all debris, rocks, etc. which could plug the infiltration basins. Mow the swale to a height of vegetation between 3-4" before the wet season. Inspect the system after major rainfall events to insure proper operation. 3. MAINTENANCE - Asphalt pavement areas should be swept several times per year to remove fine sediment that will wash into the drainage system when it rains. Sweeping should be scheduled to occur before the beginning of the fall season and after extended periods without rain. Gravel parking and driveways should not be swept except for large debris. Do not wash or spray the parking areas or roof for cleaning. In other areas, accumulated debris should be removed before it enters the pipe system. Remove vegetation from the bioswales when mowing. Do not allow vegetation to accumulate. 1 Catch basins should be inspected semi annually and cleaned when the catch area is 30% full or more. Local contractors can provide this service on a scheduled basis at minimal cost. All necessary repairs, cleaning etc. are to be done in a timely manner as to not cause damage to surrounding areas or structures. Do not let sediment enter the infiltration basin. Observe the water table within the infiltration basin by using the observation wells. If standing water observed after 72 hours of a major storm, investigate. Correct as necessary. The longevity of the system is based upon the quality of construction and maintenance. Improper construction or maintenance can significantly reduce the system's useful life. 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