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HomeMy WebLinkAboutBLD2010-00228 THIS BUILDING IS NOT FINAL ED . PERMIT WAS CANCELLED PRIOR TO RECEIVING ALL INSPECTIONS AND HAS NOT BEEN ISSUED A CERTIFICATE OF OCCUPANCY . Ordinance No. 12-1203-12. "Pursuant to this Ordinance, effective January 1, 2013, if your permit is less than five years old, additional renewals may be approved at the current annual renewal rate. If your permit is older than five years from the date of issuance, in order to be considered for an extension, you must submit a request in writing to the building official and must provide a justifiable cause for an extension. Payment of all accrued renewal fees is required prior to approval of an extension." R105.5 Expiration. Every permit issued shall become invalid unless the work authorized by such permit is commenced within 180 days after its issuance, or if the work authorized by such permit is suspended or abandoned for a period of 180 days after the time the work is commenced. The building official is authorized to grant, in writing, one or more extensions of time, for periods not more than 180 days each. The extension shall be requested in writing and justifiable cause demonstrated. R105.6 Suspension or revocation. The building official is authorized to suspend or revoke a permit issued under the provisions of this code wherever the permit is issued in error or on the basis of incorrect, inaccurate or incomplete information. or in violation of any ordinance or regulation or any of the provisions of this code. • BUILDING PERMIT APPLILION MRLA eve0 Typ176 e: I Jefferson County Department of Community Development 621 Sheridan Street Port Townsend, WA 98368 PERMIT #: BLD10-00228 Received Date: 6/28/2010 SITE ADDRESS: 211 PLEASANT HARBOR RD BRINNON, 98320 OWNER: GAZINTA LLC TRUSTEE PHONE: 360-796-9914 C GREEN TRUST PO BOX 749 BRINNON WA 98320-0749 SUBDIVISION: Block: Lot: T 79+ PARCEL NUMBER: 502104052 Section: 10 Township: 25 N Range: 02 W CONTRACTOR: OWNER/BUILDER PHONE: REPRESENTATIVE: PHONE: PROJECT DESCRIPTIOI NSFR W/ATT CARPORT TYPE OF WORK RES SQUARE FOOTAGE: TYPE OF IMP NEW MAIN: 1,189 VALUATION 321,586.00 ADD'L: 572 HEAT TYPE: EEE CODE EDITION: 2006 HEAT BASE: 1,127 HEAT TYPE: OCCUPANCY: R-3 UNHEATED: #OF STORIES: OCCUPANCY: OTHER: CONST TYPE: 5N SHORELINE: GARAGE: 520 CONST TYPE: SETBACK: DECK: 855 BANK HEIGHT: SEWAGE DISPOSAL: ALT WATER SYSTEM: PWELL BEDROOMS: BATHROOMS: Exist: 0 Exist: 0 Prop: 4 Prop: 4 Total: 4 Total: Routing Date: -- Type Amount-Paid By: Date: Receipt: Approved/Date Permit $2,236.95 LYK 06/28/10 117911 Plan Check $1,454.02 LYK 06/28/10 117911 APPROVED State Building Code $4.50 LYK 06/28/10 117911 Potable Water Application $98.00 LYK 06/28/10 117911 00v 1 2010 Total: $3,793.47 Jefferson Goun ty PIannine & Building Department Jefferson County Building Dion Permit Nun.: BLD10-00228 Applicant: GAZINTA LLC TRUSTEE BUILDING PERMIT INSPECTION APPROVALS applicable Code: 2006 International Building Codes To schedule inspections, call (360)379-4455 no later than 7:00 AM the day of the inspection. Requests received after 7:00 AM will not be scheduled for that day's inspections. ELECTRICAL PERMITS are issued by the Washington State Department of Labor& Industries. The electrical permit must be signed off by the State Inspector prior to the County's Framing Inspection Inspection Item Date Approval Signature Notes Setbacks Minimum setback from Pleasant Harbor Road edge of the asphalt driving surface shall be 10 feet or 8 feet from gravel shoulder. Minimum setback from SR 101 shall be 50 feet. Minimum side yard setbacks shall be 5 feet. Minimum setback from top of shoreline bank shall be 30 feet. Erosion Control ENGINEERED-NEEDS SWT CERTIFICATION PRIOR TO FINAL (SEE CONDITION 1) Foundation Footing Footing Drains Foundation Stem Wall Underground Plumbing Under Floor Framing Straps(hold downs) Ext. Shear Wall Nailing Rough-in Plumbing Framing Blocking Airseal Insulation:Walls Insulation: Floors Insulation: Ceiling Int. Shear Wall Nailing Wallboard Nailing Gas Line: Interior Gas Line: Exterior Propane Tank Heat/Chimney Clearance Drywell/Alt Drainage SEE CONDITIONS 2&3 (ENGINEERED-NEEDS SWT CERTIFICATION PRIOR TO FINAL (SEE CONDITION 1) Address Posted Jew- ( T rl iat 1- ) �1 FINAL INSPECTION FINAL INSPECTION MUST BE APPROVED PRIOR TO BUILDING BEING OCCUPIED THIS PERMIT IS VALID FOR ONE YEAR • . CONDITIONS for Building Permit# :BLD10-00228 1.) PRIOR TO FINAL BUILDING OCCUPANCY, PROPONENT SHALL SUBMIT A WRITTEN LETTER FROM MICHAEL J. ANDERSON, P.E. STATING THAT THE STORMWATER FACILITY HAS BEEN CONSTRUCTED IN ACCORDANCE WITH THE REQUIREMENTS OF THE "STORMWATER REPORT" DATED JUNE 28, 2010 AS SIGNED BY MICHAEL J. ANDERSON. P.E. 2.) A SILT FENCE SHALL BE INSTALLED A MINIMUM OF 30 FEET LANDWARD OF THE LANDSLIDE HAZARD AREA BUFFER PRIOR TO ANY LAND DISTURBING ACTIVITY. APPLICANT/CONTRACTOR SHALL BE RESPONSIBLE TO MAKE SURE THAT SILT DOES NOT FLOW OFF SITE OR OVER THE SHORELINE BANK. THE MINIMUM HEIGHT OF THE TOP OF SILT FENCE SHALL BE 2 FEET AND THE MAXIMUM HEIGHT SHALL BE 2 1/2 FEET ABOVE THE ORIGINAL GROUND SURFACE. THE SILT FENCE SHALL BE BURIED IN A TRENCH TO A MINIMUM DEPTH OF 5 INCHES BELOW THE GROUND SURFACE. THE TRENCH SHALL BE BACKFILLED AND THE SOIL TAMPED IN PLACE OVER THE BURIED PORTION OF THE SILT FENCE, SUCH THAT NO FLOW CAN PASS BENEATH THE FENCE AND SCOURING CAN NOT OCCUR. ANY DAMAGE TO THE SILT FENCE SHALL BE REPAIRED IMMEDIATELY. SEDIMENT DEPOSITS SHALL EITHER BE REMOVED WHEN THE DEPOSIT REACHES APPROXIMATELY ONE-THIRD THE HEIGHT OF THE SILT FENCE, OR A SECOND SILT FENCE SHALL BE INSTALLED. 3.) CONSTRUCTION ENTRANCES SHALL BE STABILIZED WHEREVER TRAFFIC WILL BE LEAVING A CONSTRUCTION SITE AND TRAVELING ON PAVED ROADS OR OTHER PAVED AREAS WITHIN 1,000 FEET OF THE SITE. THE ENTRANCE SHALL BE CONSTRUCTED ON A FIRM COMPACTED SUBGRADE. QUARRY SPALLS (OR HOG FUEL) SHALL BE ADDED IF THE PAD IS NO LONGER IN ACCORDANCE WITH THE SPECIFICATIONS. (BMP C105, 2005 DOE STORMWATER MANUAL). ANY SEDIMENT THAT IS TRACKED ONTO PAVEMENT SHALL BE REMOVED BY SHOVELING OR STREET SWEEPING. THE SEDIMENT COLLECTED BY SWEEPING SHALL BE REMOVED OR STABILIZED ON STIE. ANY QUARRY SPALLS THAT ARE LOOSENED FROM THE PAD, WHICH END UP ON THE ROADWAY SHALL BE REMOVED IMMEDIATELY. UPON PROJECT COMPLETION AND SITE STABILIZATION, ALL CONSTRUCTION ACCESSES INTENDED AS PERMANENT ACCESS FOR MAINTENANCE SHALL BE PERMANENTLY STABILIZED. 4.) Evidence suggests that the bluff area related to the parcel in question is subject to erosion and mass wasting. Vigilant maintenance of the stormwater runoff tightline to the beach is important to avoid a negative contribution to bluff instability. 5.) The stormwater tightline shall dissapate above the Ordinary High Water Mark (OHWM) or SEPA review is required by Jefferson County. 6.) Stormwater runoff tightline piping can be subject to weakening through ultraviolet radiation exposure and mechanical damage due to trees, rocks and debris. A more durable material for the tightline will provide greater defense against the elements. 7.) The applicant/owner and all futur•vners are responsible for maintaining and•tecting the stormwater runoff tightline to the beach against damage due to normal wear, weather exposure, and/or trees, rocks and debris. If and when damage occurs to the tightline that renders it ineffective, the responsible party must execute the necessary repairs as soon as possible and no longer than 30 days. 8.) The stormwater runoff tightline piping must be composed of durable material that is resistant to weakening and damage due to time, weather exposure (including ultraviolet radiation), and impacts from trees, rocks and debris. The corrugated plastic material used for tightline construction in the past is no longer acceptable. More durable plastic or ultraviolet radiation-resistant flexible rubber material shall be required. 9.) The stormwater runoff tightline shall be designed and placed in order to minimize visual impacts to users of the beach and nearby waters. 10.) Maintaining ground cover will help reduce erosion from surface runoff. Any bare areas that develop should be revegetated. Native low growing vegetation that requires little or no irrigation would be the most beneficial 11.) Tree limbs, lawn clippings, etc. should not be thrown over the bluff because these piles have a tendency to damage/kill the underlying vegetation which in turn increases the erosion potential of the bluff soils. These piles also add unnecessary weight to the bluff soils, especially when saturated with water. 12.) Silt fences or other sediment control devices may be needed during construction such that sedimentation off site does not significantly exceed predevelopment conditions. Standard erosion control best management practices (BMP's) should be utilized as necessary to prevent erosion and off-site runoff. Temporary stabilization might include silt fences and/or hay bails or straw waddles staked with rebar. Permanent stabilization might include replanting, mulching or gravel. 13.) Final approval from public works on road crossing permit UTL10-20 is required prior to building final. 14.) Residential developers and individual builders shall be required to preserve shoreline vegetation and reduce the associated risk of erosion during construction and any future activity which may impact the stability of the shoreline. 15.) To help prevent seawater from intruding landward into underground aquifers, all new development activity on Marrowstone Island, Indian Island and within 1/4 mile of any marine shoreline shall be required to infiltrate all stormwater runoff onsite. 16.) VOLUNTARY MEASURES OF COASTAL &AT RISK SIPZ: Water conservation measures: 1. Roof and other intercepted precipitation shall be routed to on-site detention ponds and/or other approved means and allowed to be released to the soil slowly. 2. Water collected from Storm water and roof catchments may be used for watering lawns and gardens. Unless catchment water has been treated to meet drinking water standards, there shall be no cross connections allowed between the potable supply and impounded water. 3. Water withdrawn from wells on each property shall not be used for watering of lawns and/or gardens. 4. Ground water withdrawn from each property shall be restricted to a rate of three (3) gallons per minute. 5. Installation of water conserving fixtures such as low flow toilets, faucets and shower restrictors and other water saving plumbing fixtures. 6. Landscaping plan (xeriscaping, native vegetation with minimal amounts of irrigation). Please NOTE that the above listed measures are not intended to be exhaustive, but rather is intended to be illustrative of the types of water conservation measures. 17.) VOLUNTARY MEASURES OF *TAL &AT RISK SIPZ: • 1. Installation of a flow meter. 2. On-going well monitoring for chloride concentration. 3. Submittal of monitoring data to County. 18.) MANDATORY MEASURES FOR COASTAL SIPZ: 1. For proof of potable water on a building permit application, applicant must utilize DOH-approved public water system if available. 2. If public water is unavailable, a qualifying alternative system may be used as proof of potable water or an individual well may be used as proof of potable water subject to the following requirement: a. Chloride concentration of a laboratory-certified well water sample submitted with building permit application. 3. If public water is unavailable, a qualifying alternative system may be used as proof of potable water. 19.) The property owner shall comply with Water Conservation Measures (per list maintained by the UDC Administrator). 20.) A vegetative buffer of 30-feet shall be permanently maintained from the top or edge of the Landslide Hazard Area. All buffers shall be measured perpendicularly from the top of the Landslide Hazard Area. 21.) A Geotechnical Report was submitted in conjunction with the SPAAD (ZON07-00049) application. The report addressed the stability of the geologic hazard area. A building setback of 30-feet shall be measured perpendicularly from the top or toe of the geologic hazard to the proposed single family residential development including septic system drainfields. 22.) Landslide Hazard Areas and their associated buffers shall remain naturally vegetated. Should buffer disturbance occur during construction, the Unified Development Code (UDC)Administrator shall require replanting with native vegetation. No alterations shall be made to the Landslide Hazard Area or its associated buffer without prior authorization by the UDC Administrator. 23.) Prior to and during approved construction activities, the perimeter of the landslide hazard area buffer shall be marked with a temporary sign. The sign shall be placed in such a manner that it can be directly observed from the construction area. The sign shall contain the following statement: "Landslide Hazard Area and Buffer- Do not Remove or Alter Existing Vegetation." 24.) All construction activities shall not encroach upon the Landslide Hazard Vegetative buffer. This includes the storage or preparation of materials. 25.) The applicant shall permanently separate the boundary of the Landslide Hazard Area Buffer from the remainder of the subject property through installing logs, trees, a hedge row, or any other prominent physical marking approved by the UDC Administrator. 26.) Critical Aquifer Recharge Areas may require special protection measures to mitigate water quality degradation. The submitted proposal does not require additional aquifer protection measures. However, during construction the project shall follow the Best Management Practices (BMPs) and facility design standards as identified and defined in the Stormwater Management Manual for the Puget Sound Basin. 27.) A Stormwater Report(prepared by Michael J. Anderson, P.E.) has been submitted and approved by the Department of Community Development. Once the subject permit has been issued the applicant shall fully implement the provisions of the submitted plan and contact the Jefferson County Department of Community Development to arrange a schedule to inspect the property for plan compliance. A Certificate of Occupancy will not be issued until the Department verifies plan compliance. No clearing for roadways or utilities shall occur on the project site until clearing necessary for the installation of temporary sedimentation and erosion control measures have been completed. 28.) Outdoor residential storage shall be maintained in an orderly manner and shall create no fire, safety, health or sanitary hazard. • 29.) Not more than 2 unlicensed vehicles shall be stored on any lot unless totally screened from view of neighboring dwellings and rights-of-way. Such screening shall meet all applicable performance and development standards specific to the district in which the storage is kept, and shall be in keeping with the character of the area. Screening shall meet the requirements of Chapter 18.30 JCC. Outdoor storage of 3 or more junk motor vehicles is prohibited except in those districts where specified as an automobile wrecking yard or junk (or salvage) yard and allowed as a permitted use in Table 3-1 or Chapter 18.18 JCC, and such storage shall meet the requirements of JCC 18.20.100, Automobile wrecking yards and junk (or salvage) yards. In no case, shall any such junk motor vehicles be stored in a critical area. 30.) A minimum of two (2) on-site parking spaces shall be provided for the single family residence. 31.) This parcel is within the Brinnon-Black Point no shooting area per JCC 8.50. 32.) The road approach permit(RAP07-00125) must be inspected and finaled by the Jefferson County Department of Public Works prior to the final inspection/certificate of occupancy of this residence. Contact Terry Duff, Department of Public Works at 360-385-9159 for the final road approach inspection. 33.) Maximum lot coverage is not to exceed 25%. Lot coverage is defined as amount of impervious surface which includes roof tops, driveways, concrete, etc. 34.) The building height is not to exceed 35 feet. 35.) Minimum setback from Pleasant Harbor Road edge of the asphalt driving surface shall be 10 feet or 8 feet from gravel shoulder. Minimum setback from SR 101 shall be 50 feet. Minimum side yard setbacks shall be 5 feet. Minimum setback from top of shoreline bank shall be 30 feet. 36.) Exterior lighting for residential uses shall not exceed twenty feet(20') in height from the finished grade, excepting when such lighting is an integral part of a building or structure. Ground level lighting is encouraged. 37.) Lighting fixtures shall be designed and hooded to prevent the light source from being directly visible from outside the boundaries of the property. The intensity or brightness of all lighting, during construction and after project completion shall not adversely affect the use of surrounding properties or adjoining rights-of-way. 38.) Applicant shall acknowledge that the septic permit design (SEP10-0030) has decreased the SPAAD approved buildable area located on the west side of Pleasant Harbor Road where the primary and reserve drainfield areas are now proposed as a part of this septic permit. 39.) Applicant and/or installer shall comply with all conditions as set forth in the approved septic permit(SEP10-00030). � `o` `4 JEFFER COUNTY W ��� DEPARTM OF COMMUNITY DEVELOPMENT • '' - 621 Sheridan Street• Port Townsend • Washington 98368 360/379-4450 • 360/379-4451 Fax p' www.co.jefferson.wa.us/commdevelopment HIN 1 r ^ Master Permit Application MLA: 0 - �,-(P Project Description(include separate sheets as necessary):COnStrUCt Primary Residence w Carport Tax Parcel Property Number: 502104052 Size: 2.13 (acres/square feet) Site Address and/or Directions to Property:211 Pleasant Harbor Rd, Brinnon, WA 98320 - S on Highway 101 to Pleasant Harbor Rd, Turn left, turn right at T. Property Owner(s)of Record:C. Green Trust, Gazinta, LLC Trustee Telephone:360-796-9914 Fax: email:jksailing@gmail.com Mailing Address: P 0 Box 749, Brinnon, WA 98320 Applicant/Agent(if different from owner): Gazinta, LLC, K. Brace Manager Telephone:360-796-9914 Fax: email:jksailing@gmail.com Mailing Address: P 0 Box 749 Brinnon, WA 98320 What kind of Permit?(Check each box that applies VIBuilding C/1 'O11, 0 Variance(Minor, Major or Reasonable Economic Use) O Demolition Permit • 0 Conditional Use[C(a), C(d),or, j * 2 6. 2010 O Single Family Garage •.s- . /Detached 0 Discretionary"D"or Unnamed Use Classification ❑ Manufactured Home ❑ Modular 0 Special Use(Essential Public Facilities)** ❑ Commercial* 0 Boundary Line Adjustment ❑ Change of Use ❑Short Plat** ❑ Address 0 Road Approach 0 Binding Site Plan** O Home Business 0 Cottagelndustry 0 Long Plat** ❑ Propane 0 Planned Rural Residential Development(PRRD)/Amendments** ❑ Sign 0 Plat Vacation/Alteration** 0 Allowed"Yes"Use Consistency Analysis 0 Shoreline Master Program Exemption/Permit Revisions** ❑ Stormwater Management 0 Shoreline Management Substantial Development** ❑ Site Plan Approval Advance Determination (SPAAD)* 0 Shoreline Management Variance ❑Temporary Use 0 Comprehensive Plan/UDC/Land Use District Map Amendment ❑Wireless Telecommunication* 0 Jefferson County Shoreline Master Program Amendment O Forest Practices Act/Release of Six-Year Moratorium 0 Tree Vegetaion Request *May require a Pre—Application Conference **Requires a Pre-Application Conference Please identify any other local,state or federal permits required for this proposal, if known: DESIGNATION OF AGENT I hereby designate to act as my agent in matters relating to this application for permit(s). OWNER SIGNATURE Date: By signing this application form,the owner/agent attests that the information provided herein,and in any attachments,is true and correct to the best of his, her or it's knowledge. Any material falsehood or any omission of a material fact made by the owner/agent with respect to this application packet may result in this permit being null and void. I further agree to save,indemnify and hold harmless Jefferson County against all liabilities,judgments,court costs,reasonable attorney's fees and expenses which may in any way accrue against Jefferson County as a result of or in consequence of the granting of this permit. I further agree to provide access and right of entry to Jefferson County and its employees,representatives or agents for the sole purpose of application review and any required later inspections. Staffs access and right of entry will be assumed unless the applicant informs the County in writing at the time of the app.c tion that air she nts prior notice. "/f/9////57 e��� >r) Signature:t --- �o/�Z/i—�� �-�� 'bate: U/Z�/(/ The action or actions Appl ant will undertake as a result of the issuance of this permit may negatively impact upon one or more threatened or endangered species and could lead to a potential"take"of an endangered species as those terms are defined in the federal law known as the "Endangered Species Act"or"ESA."Jefferson County makes no assurances to the applicant that the actions that will be undertaken because this permit has been issued will not violate the ESA. Any individual,group or agency can file a lawsuit on behalf of an endangered species regarding your action(s)even if you are in compliance with the Jefferson County development code.The Applicant acknowledges that he,she or it holds individual and non-tran ble re sibili r adhering to and complying with the ESA. The Applicant has read this syaim r and sign and dates it below. Signatu e• �t�� Date: . 7// C:\Documents and Settings\caral\Local Settings\Temporary Internet Files\OLK86\Master Permit Application 12-19-2006.doc BUILDER STATEMENT The signer of this statement does hereby certify t la they are the Owners of the parcel referenced herein,t ihey are not licensed contractors and that they :,..ill be 'uming th pons ility of the Genq�f �pn c r r 1J�proposed project p� !�'''/{• � 1/• ate: l / / _, Signatu ��7 , GENERAL CONTRACT OR MANUFACTURED HOME INSTALLER: PHONE: FAX: ( ) ( ) MAILING ADDRESS: EMAIL: CONTRACTOR'S LICENSE WAINS NUMBER: NUMBER ARCHITECT/ENGINEER: PHONE ( ) FAX:( ) MAILING ADDRESS: EMAIL P5ojeey pe: Fjame1Y e) Bathrooms: Shoreline: Type of Sewage Disposal: NJJDInod- Existing: 0 Sewer Addition Steel Proposed: 4 Bank Community System Alteration/Remodel Concrete Total: Heinhtr Individual S Repair Masonry i `i, Demolition Other: Bedrooms: SEP Permit# ' 1 O-000aD Water •• : Existing: - 116)_ Setback: ��� Two Party e of Hea Proposed: f • o ioPced airt: Total: _ Name of System: If this is a Commercial Projectyouu must answer the following: Number of Parking Spaces: Current: Proposed: Number of ADA Parking Spaces: Number of occupants(includes owners,tenants, employees, etc) Current Proposed IBC Occupancy: IBC Type of construction: Will you have Food Service? Yes / No If this is a Propane Tank and/or Appliance Installation permit, mark all items below that apply: ❑Underground Tank °Above ground Tank Size of Propane•Tank: ❑Heat Stove ❑Cook Stove 0 Woodstove ❑ Fireplace Insert 0 Hot Water T k 0 Pellet Stove 0 Other Is this appliance being installed in a Manufactured/Mobile Home? Yes No When applying for a permit to install a propane tank you must also subml -a site plan showing all of the buildings,all property lines, tank location and size, distances from the propane tank to all property lines,buildings and septic system components, including the reserve area. Square Footage Current Proposed For Office Use Only Amount Revision Main Floor Heated 1189 EH Bld App Review: - 2ntl Floor Heated 572 sjtc(y v Consistency Review: I Other Heated Base fee: , Mezzanine nal-Se .b� x� \ phe App die_L: Heated Basemen} I I,,� t l 1 - I(,,�J Plan Check fee: 5 0 2 Unheated Basement State Surcharge fee: tC30 Other Unheated Pot Water Review fee: l Garage/Carport 520 I'35c46 SUBTOTAL / 4 1 Decks 855 2_22-7Z 75 911/Rd Approach fee: n r X r I2 Other TOTAL: $/.� \ i7 41 C. .5z1.3744, - Receipt Number: I 110 I 1189 -•— Cash/Check Number: -/ IC+c f ESTIMATED COST(REQUIRED) Date: •Fair market value of all labor and materials foundation to finish \ ITT -- irfil �) (;)0 j i l Initials: 6 C:\Documents and Settings\carat\Local Settings\Temporary Internet Files\OLK86\Master Permit Application 12-19-2006.doc 7. • • 4. 144 • 4.401 • f .y � •°c • • • • Y e - t GEOTECHNICAL REPORT Prepared For the C. Green Trust Property October 10, 2007 JUN 2 8 2C Tax Parcel # 502104052 Section 10, Township 25 North, Range 2 West, W.M. Jefferson County, Washington Prepared by NTI Engineering and Surveying 717 S. Peabody Street Port Angeles, Washington 98362 Phone 360-452-8491 Fax 360-452-8498 Web Site www.nti4u.com E-mail info@nti4u.com C. GREEN TRUST PARCEL NO. 502104052 211 PLEASANT HARBOR RD, BRINNON WA 98320 MBP-MAIN RESIDENCE • NTI ENGINEERING & SURVEYING 717 SOUTH PEABODY STREET,PORT ANGELES,WA 98362 IS-17 Engineers , Land Surveyors L Geologists Construction Inspection'J Materials Testing arr— (360)452-8491 1-800-654-5545 FAX 452-8498 E-Mail:infoOnti4u.com NT1 www.nti4u.corn October 10, 2007 Gazinta LLC, Trustee Attn: Kathleen Brace, Manager PO Box 749 Brinnon, WA 98320 Subject: Geotechnical Report for the Property Described as Tax# 502104052, Located in Section 10, T25N, R2W, W.M., Jefferson County, WA Dear Mrs. Brace: Background At your request, NTI Engineering and Surveying (NTI) conducted a bluff stability inspection at the above referenced property. The purpose of this inspection was to examine the bluff at the subject site by visual means in order to determine the relative stability of the bluff and to make recommendations in regards to the proposed construction of a single family residence in general accordance with Section 3.6.10 of the Jefferson County, WA Unified Development Code (UDC) (See Appendix for Partial Site Plan). The inspection consisted of office research of available literature, previous reports completed by NTI, and geologic maps of the area and a site visit for visual observations made on September 24, 2007. Site Description The subject property is located on Pleasant Harbor Road off of US 101, south of Brinnon (Figure 1). The property is bounded on the north by developed residential property (161 Pleasant Harbor Road), on the south by residential property under construction, on the west by US Highway 101, and on the east by Hood Canal. Pleasant Harbor Rd bisects the property from north to south (Figure 2). The upland portion of the property is wooded and is vegetated with young to mature trees and brush (Photo 1). The property slopes eastward toward the bluff at approximately 10° (18%) in the area of the proposed building area that lies east of Pleasant Harbor Rd. Elsewhere on the upland, the slope angle varies from 8° (14%)to 20° (36%) The bluff height is about 40' in elevation with an average slope angle of g approximately 65° (214%), although some portions are less steep and others are near • • vertical (Figure 3). The bluff is vegetated with predominantly young alder trees and brush (Photo 2). Some of the trees have curved trunks, indicating that down-slope creep of the soil is occurring (Photo 3). There is a slide scar on the bluff face south of the proposed building area which appears to have removed a few feet of the bluff. No seeps were observed on the bluff at the subject property. However, there is a culvert under Pleasant Harbor Rd south of the proposed building area. Reportedly, this drainage is dry most of the time. W A S H I N G T O I N - 1 f t ICLALL M a I4 — J. j " - iaMount � Townsend \.504.--, i )) (— r JEFFEftO I i 4 Buckhom r� r � I cl Mountain , 1_ Quulcene ' 'k �° 1 I Buckhorn / fiyWilderness ---14 wk._ Tunnel Creek I5 1 Mount on:tame . Mount 7743R WalkerP Walker 07 4Pn R ; 0?bob Bay K I J.S A P t •t f -5 am * 3 l r } LosewalliPs : ) Suquamish •:-PPlet •Hdod Bangor r ``� Y ioil a Port Madison Mount �I it 1 an Radon Jupiter Olympic Property Crai z National Vicinityi 3os i Duckabus. Forest enemas . -1 - 4 State Park s ' —,I The Brothers a fd t'. / l� �, o Wilderness rinnon I m. 1 Silverdale 1 Bainbridge II !� h� 1 , •Seabeck I.., F 10 I. l- I$land "I- ,, it, + + 03n -� ra�o � ' � COI tW61 r j Erlands MASON 1 1 1 iPoint ` , . _ ,,18L I Figure 1 Mapped Geology of the Site and Vicinity The Soil Survey of Jefferson County Area, Washington (United States Department of Agriculture, 1975) maps the soil in the vicinity of the property as Hoodsport very gravelly sandy loam (HoD). This soil formed in glacial till and is cemented at a depth of 20" to 36". Runoff potential is listed as medium and erosion as moderate. In the Unified Soil Classification System (USCS), this soil is listed as silty gravel and/or poorly graded gravel (GM, GM-GP) with 20%-30% of the material being larger than 3" diameter. • • . The Washington State Department of Ecology's Coastal Zone Atlas — 1978, maps the property and vicinity as Vashon lodgement till (Qvt1). This soil is described as a compact mixture of boulders, cobbles, pebbles, sand, silt, and clay. The Atlas maps the stability of the upland and bluff as Intermediate. The Department of Ecology's "Geology and Ground-Water Resources of Eastern Jefferson County, Washington" — 1981, also maps the property as lodgement till. Visual observations made at the site are generally consistent with the above descriptions. However, in the vicinity of the recent slide, the exposed soil profile contained layers of sand and gravel which may be Vashon recessional outwash in an old glacial meltwater channel. ,,/,,,t. .,, it. ,,,k„Awr, , 7.•‘ •/ , — If ---- lit i R st"41-'41*ci"1., . , CI. is ' if ii.i *. 2 , '}!_j jL r io. p 9q j y zs ' li' '1ff ,it,-. , 1 . ,..,‘ ,t _... . cif, , , 1.:74 7Rslt ; 2 F I` ' / ++�� �' n n. ' Property �; `" # . i .-at ,' �Id III, ' r!i o: , t. t P, s:j ..' 1 -._- . cir a v., 1 1.1,le z . (., 4 a , _., ysil, .z., 4 4, „,,-.. , . i -.11. • --. iir il I I i , - ‘ ' 6- IV 4 I ' . :: -y-r- ,, ....:_ 060,4. if. . '':, ' "Illkikt $t 16 ' _ 2 e 12T8ft J d /0[11srs:r ..±' 7. <.c• n`:ur.._`.r r _..,. ..�.. Figure 2 • • Bluff Recession As with most of the shoreline of western Washington, the bluff at the subject property is undergoing bluff recession. The bluff has been formed by marine erosion and undercutting along the shoreline, resulting in oversteepening and subsequent periodic slides on the bluff face. Typically, these periodic slides are shallow, and only involve the outer few feet of bluff soil. This ongoing bluff recession results in a slow landward migration of the bluff. . A w 4.4 A' i d , 4a •l'`y t 03,:., a '�, ',,+ +�I:. ♦; • .icet i,g ,011 •: .SS.µ , .•.•, ' 4Lr dl .... .r,✓,.t {} ` ., , •' , �p w i '• • ' �..t. .a q sa •r • , 0 � " r -mk io„.....3,,,, „ , ....-: --',,•7. -;. ‘,,--.",it....::,4 ..-• -..-A: ,LI1,; , '',. , ; ;ii, • - _ c-44',.., `.,,—,y,:::-.•,-;;k• + * r o e • :• air. c' I Y� "`i 4•,ri i-.7 4`°' i • Yam".. '' a. .. 0 1ifr." -0: .u, I e; r F.,. .a 4:', `a'■■ . Q'Fi' •�t` I� i-- ,., •tG" 1....4 w • f,� 1, ....e400„.. s. Photo 1: View of property looking north from Pleasant Harbor Rd It is very difficult, if not impossible, to predict rates of bluff recession or if or when a landslide may occur. Bluff recession can occur in several ways and is generally cyclic in • • nature. The bluff may weather slowly over time and recede very little for several years. Then, a portion of the bluff may slough off suddenly. Average rates of bluff recession in the greater Puget Sound area have been reported to be on the order of an inch or two a year, but in some areas may average as much as 6 inches per year. At any particular location, landslides typically occur infrequently, often decades apart. The bluff at the subject property is situated such that it is relatively well protected from large storm waves that can erode the toe of the bluff such as along the Strait of Juan de Fuca or elsewhere in Hood Canal. This is evidenced by the vegetation that exists along the base of the bluff(Photo 2). The relatively protected location, along with the apparent lack of seeps on the bluff at the subject property suggests that the average rate of bluff recession here may be towards the low end of the 4 • scale. �t .its iris' / / r.. f ., f , ,,1 II) _..__ JYYLi - v.YI .,a N Y .r Subject Property t ` t 40,. , ))it a J ipp#4 .jYl+u � �4 �� _ 1 I_ :N , �� r 1r 4%, , r/ s �'` I I f J! Jse r - `may li Uax�u:cicdl,_ere:m::u�r';G¢r.i Se-'ems G7S . 41 11:%811 Figure 3 Conclusions and Recommendations As mentioned above, the bluff at the subject property is in a relatively protected location, and slide activity appears to be infrequent, however, the bluff at the subject property is undergoing bluff recession, and periodic slides should be expected. The average bluff slope angle of 65° is over the typical "angle of repose", which is defined as the • • extend below the angle of repose. It is estimated that the projection of a 35° angle of repose from the toe of the bluff, in the vicinity of the proposed building area east of Pleasant Harbor Rd, would surface 51' back from the top edge of the bluff. At a distance of 30' back from the top edge of the bluff, piles/piers would need to be approximately 12' deep to be below a 35° angle of repose. If you chose to pursue this option, we can provide geotechnical assistance for pile/pier foundation design. ilik, \. K" ,1. s �r 4. _,. II l;. 1 VC — , .s,��• ` ,� Yam; �1 ) •., . , u. ..sf • . .: - t .r 4 A' ) ,..Y C 2 , 'c: },� :�`.� - 0 a•'r( fin 2,1\ ,�_ ;`r�twyT, l;i, ') -t f A.-„m 4 , i a , t �K'+ .• .' -•� '4 it ss •fi v, y�ylyw J ` .r;'t k`c�\.y �y; ��:".� k _ � y • R 't � • • tee i' ,k ':.► It. -f'.. la /l �, -- Photo 3: View of upland at bluff edge. Note that the fir tree at the bluff edge is curved,while the other fir tree just a few feet back is straight. This suggests that the steep bluff face soils may be creeping and the flatter upland soils are not. For further information please review the three enclosed publications published by the Washington State Department of Ecology (DOE) entitled: "Slope Stabilization and Erosion Control Using Vegetation", "Vegetation Management: A Guide for Puget Sound Bluff Property Owners" and "Surface Water and Groundwater on Coastal Bluffs". These publications can also be viewed at the DOE website at: http://www.ecy.wa.gov/biblio/sea.html under the 1993 and 1994 year heading. The DOE website also contains more useful information regarding slope stability and site development; this reference is highly recommended. • • Based upon our inspection and the above assumptions, we recommend a minimum building setback of 30 feet from the foundation of permanent structures to the top of the bluff, not including decks or other lightweight temporary structures such as gazebos. Septic systems and drainfields should also be behind the 30' building setback. We also recommend that the Landslide Hazard Vegetative Buffer be reduced to 15 feet, measured from the top of the bluff. This buffer is within the 30' building setback, not in addition to it. The following recommendations should also be considered with regards to development of the subject property: 1. For buildings and structures on or adjacent to slopes steeper than one unit vertical in three units horizontal (33.3% slope, -18°), we recommend that Section 1805.3 of the International Building Code (IBC) be followed (See Appendix). 2. It will be necessary to maintain ground cover to reduce erosion from surface runoff. Any bare areas that develop should be revegetated. Native deep-rooted vegetation that requires little or no irrigation would be the most beneficial. 3. One cause of slope instability is the presence of excessive groundwater. Heavy irrigation or other activities that would contribute large quantities of water to the soil should be avoided. 4. Surface runoff from hard surfaces such as roofs, driveways, walkways and patios should be controlled and routed to a drainage control system such that surface water discharge to adjacent properties does not exceed predevelopment conditions. From a bluff stability standpoint, the best option would be to route the drainage to the base of the bluff via tightline drain. The drainage control system should comply with all applicable regulations. 5. Silt fences or other sediment control devices may be needed during construction such that sedimentation to adjacent properties does not exceed predevelopment conditions. 6. All drainage control devices should be maintained in good working order and be inspected at least once a year. Optional Considerations Since there is no way to accurately predict the bluff erosion rate, an owner might choose an increased setback which may be more beneficial for long term asset planning. For example, it may be possible that a large magnitude earthquake could trigger a landslide on the bluff. There are so many variables to consider that an accurate analysis of this potential and how much the bluff could be expected to recede if an earthquake triggered slide did occur would be very difficult if not impossible. In a worst case scenario, one assumption might be that the bluff would slough back to the angle of repose. If you wanted to attempt to mitigate this, the house could be located beyond the projection of the angle of repose or founded on piles/piers that • S Limitations This report has been prepared exclusively for use by you and your agents in conjunction with the above referenced project. The report has not been prepared for use by others or for other locations. Copies of this report should be provided to future owners of the property. Others may use it only with the expressed written permission of the Engineer. Within the limits of scope, schedule and budget, this report was prepared in general accordance with accepted professional engineering and geological principles and practices in this or similar localities at the time the report was prepared. An analysis of the potential for large scale earth movements was not performed. If you desire a more detailed analysis of your site, you are encouraged to obtain such services. No other warranty, expressed or implied, is made as to the conclusions and professional advice included in this report. The observations, conclusions and recommendations presented in this report were based on our visual observations of the subject property at the time of our site visit; no subsurface exploration or laboratory testing was performed. Soil and geologic conditions can vary significantly between test holes and/or surface outcrops. If there is a substantial lapse of time, conditions at the site have changed or appear different than those described in this report, we should be contacted and retained to evaluate the changed conditions and make modifications to our report if necessary. Sincerely, NTI ENGINEERING & SURVEYING ,Ro was F9C' Q �� yiy,y lil.� ��?��4. ' CTo2.. 4 . 4 Robert A. Leach, P.E., MBA �o�F,fe 13 eel5:1 e`er /o//7/©7 Principal Engineer ss!auAL ENS EXPIRES 12/30/2008 Bill Payton, L.E.G. .f c. +tt;},0 Engineering Geologist '1.;*0".%* B:\Reports\BRAK0701.10(25-2).bluff stability.Brinnon.doc f"O� 191 d 7,0 d c 40t�$ William C.Payton Jr. • : .,„ ..,,,,.._____ ."•: , • '-'1:7?__, •••: 'c - - ... (-,,..-.t„. • ..-,,,,,L. ::,,f,s-•,. :•.o. .11)-"---- r--- ".••.,t;.::.(.•:..rtYL-'`, :•;•-'°;••6 AIL 7.•...:•. -_,. ON98 1.0•FEN.AIP"rp.:., ... ...1 . ,.. ci b-:4 • -- • ,•--c,, ..zi,,,, .1,00.1.,Ici'Fl. 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'17_i I I 0 I '-',-:2,, •I ..7. . 1 • . ..1- ?.E.--.. •.2::t :..!.., .z-. i....:4' ;...I,.= . -17 . i -.... • -.. :". •,CR 1111-.1 ..: • 411 SOILS AND FOUNDATIONS 1805.3 Footings on or adjacent to slopes.The placement of (2134 nun)from the top of the slope shall be capable of sup- buildings and structures on or adjacent to slopes steeper than porting the water in the pool without soil support. one unit vertical in three units horizontal(33.3-percent slope) 1805.3.4 Foundation elevation.On graded sites,the top of shall conform to Sections 1805.3.1 through 1805.3.5. any exterior foundation shall extend above the elevation of 1805.3.1 Building clearance from ascending slopes.In the street gutter at point of discharge or the inlet of an general,buildings below slopes shall be set a sufficient dis- approved drainage device a minimum of 12 inches(305 tance from the slope to provide protection from slope drain- mm)plus 2 percent.Alternate elevations are permitted sub- age,erosion and shallow failures.Except as provided for in ject to the approval of the building official,provided it can Section 1805.3.5 and Figure 1805.3.1,the following criteria be demonstrated that required drainage to the point of dis- will be assumed to provide this protection.Where the exist- charge and away from the structure is provided at all loca- ing slope is steeper than one unit vertical in one unit hori- tions on the site. zontal (100-percent slope), the toe of the slope shall be 1805.3.5 Alternate setback and clearance.Alternate set- assumed to be at the intersection of a horizontal plane drawn backs and clearances are permitted,subject to the approval of from the top of the foundation and a plane drawn tangent to the building official. The building official is permitted to the slope at an angle of 45 degrees(0.79 rad)to the horizon- require an investigation and recommendation of a registered tal.Where a retaining wall is constructed at the roe of the design professional to demonstrate that the intent of this sec- slope,the height of the slope shall be measured from the top tion has been satisfied.Such an investigation shall include of the wall to the top of the slope. consideration of material, height of slope, slope gradient, 1805.3.2 Footing setback from descending slope sur- load intensity and erosion characteristics of slope material. face. Footings on or adjacent to slope surfaces shall be founded in firm material with an embedment and set back from the slope surface sufficient to provide vertical and lat- eral support for the footing without detrimental settlement. Except as provided for in Section 1805.3.5 and Figure 1805.3.1, the following setback is deemed adequate to meet the criteria.Where the slope is steeper than 1 unit ver- tical in 1 unit horizontal(100-percent slope),the required setback shall he measured from an imaginary plane 45 degrees (0.79 rad) to the horizontal, projected upward from the toe of the slope. 1805.3.3 Pools.The setback between pools regulated by this code and slopes shall be equal to one-half the building footing setback distance required by this section.That por- tion of the pool wall within a horizontal distance of 7 feet FACE OF FOOTING TOP OF SLOPE FACE OF r • �1 1 ��STftUCT IRE / \ SLOPEBUT NEED NOT fl /...�`v... \ EXCEED 40 FT. MAX. 4 NH/2 BUT NEED NOT EXCEED 15 FT MAX. For St I foot=304.8 mm. FIGURE 1805.3.1 FOUNDATION CLEARANCES FROM SLOPES 2006 INTERNATIONAL BUILDING CODE® 347 r i N. 0 • STORMWATER REPORT GAZINTA LLC TRUSTEE RESIDENCE PARCEL NO. 502 104 052 #211 PLEASANT HARBOR ROAD BRINNON, WA 98320 JUN 2 8 2010 P� JqNO� of WAs � . ._t..ti,z niIV� yy � 0S7 7 71 e 6-t. % -. i 1, ---____— .02\o,_ v� EXP. DATE: 05 / 05 / 12 APPROVED STORMWATER PLAN Stor�`�at. .W�, OCT 2 8 2010 Requir JEFFERS T Prepared by DEPT.OFMeV` TY • 1.0 ME. T SIGNATliRE H J� Michael J.Anderson PE& PLS No. 27665 330 Cleveland Street Port Townsend, WA 908368 • STORMWATER REPORT GAZINTA LLC TRUSTEE RESIDENCE PROJECT LOCATION The project is located adjacent to Pleasant Harbor at # 211 Pleasant Harbor Road and is also known as APN 502 104 052 located in Section 10, T25N, R2W, W.M. The site is characterized with a rural setting in a predominately single residential neighborhood. The project consists of a new single family residence and an ADU on a single site bounded on the west by U.S Highway 101. This stormwater management plan will examine the hydrology and changes to the stormwater runoff due to the proposed construction of the residence, the ADU and the driveway construction. All proposed drainage improvements shall be consistent with the design standards of Jefferson County and the "Stormwater Management Manual for Western Washington" 2005 (DOE SMM). PRE-DEVELOPMENT SITE CONDITIONS The project site currently is un-developed except for a gravel driveway connecting to Pleasant Harbor Road to serve a small site that is a seasonal recreation retreat. The lot is presently un-improved and the ground cover consists of native grasses and brush. Utilizing the "USDA Soil Conservation Service — Jefferson County Area" as a resource, the soil is characterized as Hoodsport (HoD) and described as a very gravelly sandy loam. The topography as shown on the site plan has been drawn utilizing the data from the Jefferson County website and shows the typical land formation which slopes towards the top of the bluff adjacent to Puget Sound. DOWNSTREAM ANALYSIS The downstream storm drain system consists of the Puget Sound and represents a receiving body as defined by typical drainage basin topographic features. The requirement of an analysis of a quarter of mile downstream is not applicable to this site. Page 2 of 7 • • PROPOSED SITE DEVELOPMENT The private property site is to be developed with a new residence and ADU under separate permits. The impervious areas have been calculated and are summarized as follows: Site development area 92651 sft ..... 2.13 Ac. Proposed residence 1716 sft .... 0.039 Ac. Proposed ADU 1030 sft .... 0.024 Ac. Proposed driveways..... Residence... 1426 sft ADU .... 1250 sft Subtotal 2676 sft ..... 0.061 Ac. Roof areas: Residence 2137 sft ADU 1190 sft Subtotal 3327 sft ..... 0.0764 Ac. Total Impervious 6003 sft . 0.134 Ac. Total Impervious Percentage 6.8 % In response to the site conditions noted on the Jefferson County website, a geotechnical report was prepared by NTI Engineering & Surveying company by Mr. Bill Payton, L.E.G, dated October 10, 2007. In the report, reference is made to the drainage of the site and the suggested disposal of off-site drainage to the edge of the bay. The proposed stormwater improvements will direct the flow away from the new residential construction toward the natural flow pattern crossing the property. PROPOSED STORMWATER IMPROVEMENTS The primary goal of the State DOE Stormwater Manual for Western Washington is to protect the streams of the State and the Puget Sound. To comply with that goal, the Manual prescribes the treatment of runoff and the infiltration of the treated runoff into the soil to refurbish the ground water that the impervious areas have detracted. It is anticipated that the surface flow along the landscaped grassy areas adjacent to the new residence and the sheet flow from the ADU construction will provide the necessary treatment prior to the flow connecting to the existing natural swales crossing the property. The run-off from the new driveway construction will be captured by a pervious Page 3 of 7 • • pavement area at the low point of the driveways and infiltrated into the top soil. Attached are calculations that indicate an area combined for 400 square feet will be sufficient. An area of 200 square feet is being provided at the end of the driveways to capture the runoff from the driveways at each location. In addition to the pervious pavement areas, the roof water from the residence will be directed to the runoff swale that crosses the property. The additional flow is minor in comparison to the runoff from the property to the west and will not unduly affect the flow and its connection to the Hood Canal. A culvert will be provided for the ADU driveway so that the roadway ditch in Pleasant Harbor Road will continue to flow the runoff swale shown. The culvert that crosses Pleasant Harbor Road will be extended beyond the new driveway to the main residence within the bed of the existing natural swale. PROPOSED STORMWATER FACILITIES The proposed culvert crossing the new driveway is the primary new stormwater facility for the project. HYDROLOGICAL ANALYSIS The gravel sub-base for the pervious pavement was verified in accordance with the WWHM3 computer system that is prescribed by the State DOE. Please see attached calculation report. EROSION AND SEDIMENTATION IMPACTS The State 2005 DOE Manual specifies that each stormwater plan shall provide for the following elements: SECTION 2. 5. 1 MINIMUM REQUIREMENT #1 : PREPARATION OF STORMWATER SITE PLAN Please see attached site plan entitled "DRAINAGE SITE PLAN" dated June 25, 2010 . SECTION 2.5.2 MINIMUM REQUIREMENT #2 : CONSTRUCTION STORMWATER POLLUTION PREVENTION (SWPP) All new development and redevelopment shall comply with Page 4 of 7 Construction SWPP Elements #1 through #12 below: Element 1: Mark Clearing Limits The clearing limits will be the minimum required to construct the on-site driveway that provides access to the proposed residence and ADU. Element 2: Establish Construction Access A construction access will be established at each new driveway location at the existing gravel road at Pleasant Harbor Road. The installation of quarry spalls to minimize tracking sediments will be utilized as shown per the detail shown on Sheet 2 of the plans. Element 3: Control Flow Rates The storm water will be draining directly to a "receiving body" consisting of a bay of the Puget Sound and the flow rate is not a problem. Element 4: Install Sediment Controls A silt fence will be set in place along the perimeter of the new construction along the downstream edge of the work prior to the start of any construction to prevent siltation. Element 5: Stabilize Soils At the completion of the site grading for the building pads and subgrade for the paving areas, the areas disturbed by the new construction will be seeded and maintained during the remainder of the construction period. Upon completion of the driveway and single family residential construction, the final landscaping of the site will be installed to stabilize the soils . As required by the SMM, from October 1 through April 30, no soils shall remain exposed and unworked for more than 2 days . From May 1 to September 30, no soils shall remain exposed and unworked for more than 7 days . The soils will be temporary seeded or protected with plastic covering. Element 6: Protect Slopes All slope areas will be made at a maximum slope of 3: 1 and Page 5 of 7 411 • protected with hay and plastic coverings as required. Permanent landscaping will be installed at completion of construction. Element 7: Protect Drain Inlets Any new catch basin will be protected with hay bales during construction in accordance with the detail on Sheet 2 . Element 8: Stabilize Channels and Outlets The site drainage does not affect any channels or outlets . Element 9: Control Pollutants As required by the SMM, all pollutants, including waste materials and demolition debris that occur on-site during construction shall be handled and disposed of in a manner that does not cause contamination of storm water. Maintenance and repair of heavy equipment and vehicles involving oil changes and other maintenance work shall be conducted using spill prevention measures such as drip pans . Wheel wash or tire bath wastewater shall be discharged to a separate on-site treatment system. Element 10: Control De-watering No de-watering is anticipated with this project . Element 11: Maintain BMPs All temporary and permanent erosion and sediment control BMPs shall be maintained and repaired as needed to assure continued performance of their intended function. All maintenance and repair shall be conducted in accordance with the Jefferson County Stormwater Standards and the requirements of the State SMM. Sediment control BMPs shall be inspected weekly or after a runoff-producing storm event during the dry season and daily during the wet season. 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Illi! lilli �` m { n /V U 1 z WILL • �.I..�1lILi._ w:u. .ww CD A Z �` D o m r� mr_ _ Q I 0 g — Zz� I!!I!i II!flll II!tli IIIII N munu...f . _.. .._. F¢ ttaE ....mill.,,,,,..,,,, um In ulu e, mil :1E!II'�'�' win iiil! MP "� " 111111 Iii. • • ATTACHMENT II CALCULATIONS Western Washington drology Model • PROJECT PORT Project Name: default Site Address: 211 PLEASANT RD City BRINNON Report Date : 6/28/2010 Gage Quilcene Data Start 1948/10/01 Data End 1993/09/30 Precip Scale: 1.33 WWHM3 Version: PREDEVELOPED LAND USE Name Basin 1 Bypass: No GroundWater: No Pervious Land Use Acres C, Forest, Mod 2.13 Impervious Land Use Acres Element Flows To: Surface Interflow Groundwater Name Basin 1 Bypass: No GroundWater: No Pervious Land Use Acres C, Lawn, Mod .25 C, Forest, Mod 1.756 Impervious Land Use Acres ROOF TOPS FLAT 0.063 DRIVEWAYS MOD 0.061 Element Flows To: Surface Interflow Groundwater Gravel Trench Bed 1, Gravel Trench Bed 1, Name Gravel Trench Bed 1 Bottom Length: 40ft. Bottom Width : 10ft. Trench bottom slope 1: 0.001 To 1 Trench Left side slope 0: 1 To 1 Trench right side slope 2: 1 To 1 Material thickness of first layer : 0.5 Pour Space of material for s d layer : 0.33 • Material thickness of third 1 er : 1 Pour Space of material for third layer : 0.33 Infiltration On Infiltration rate : 2 Infiltration saftey factor : 0.25 Discharge Structure Riser Height: 0.5 ft. Riser Diameter: 6 in. Element Flows To: Outlet 1 Outlet 2 Gravel Trench Bed Hydraulic Table Stage(ft) Area(acr) Volume(acr-ft) Dschrg(cfs) Infilt(cfs) 0.000 0.009 0.000 0.000 0.000 0.006 0.009 0.000 0.000 0.005 0.011 0.009 0.000 0.000 0.005 0.017 0.009 0.000 0.000 0.005 0.022 0.009 0.000 0.000 0.005 0.028 0.009 0.000 0.000 0.005 0.033 0.009 0.000 0.000 0.005 0.039 0.009 0.000 0.000 0.005 0.044 0.009 0.000 0.000 0.005 0.050 0.009 0.000 0.000 0.005 0.056 0.009 0.000 0.000 0.005 0.061 0.009 0.000 0.000 0.005 0.067 0.009 0.000 0.000 0.005 0.072 0.009 0.000 0.000 0.005 0.078 0.009 0.000 0.000 0.005 0.083 0.009 0.000 0.000 0.005 0.089 0.009 0.000 0.000 0.005 0.094 0.009 0.000 0.000 0.005 0.100 0.009 0.000 0.000 0.005 0.106 0.009 0.000 0.000 0.005 0.111 0.009 0.000 0.000 0.005 0.117 0.009 0.000 0.000 0.005 0.122 0.009 0.000 0.000 0.005 0.128 0.009 0.000 0.000 0.005 0.133 0.009 0.000 0.000 0.005 0.139 0.009 0.000 0.000 0.005 0.144 0.009 0.000 0.000 0.005 0.150 0.009 0.000 0.000 0.005 0.156 0.009 0.000 0.000 0.005 0.161 0.009 0.000 0.000 0.005 0.167 0.009 0.001 0.000 0.005 0.172 0.009 0.001 0.000 0.005 0.178 0.010 0.001 0.000 0.005 0.183 0.010 0.001 0.000 0.005 0.189 0.010 0.001 0.000 0.005 0.194 0.010 0.001 0.000 0.005 0.200 0.010 0.001 0.000 0.005 0.206 0.010 0.001 0.000 0.005 0.211 0.010 0.001 0.000 0.005 0.217 0.010 0.001 0.000 0.005 0.222 0.010 0.001 0.000 0.005 0.228 0.010 0.001 0.000 0.005 0.233 0.010 0.001 0.000 0.005 0.239 0.010 0.001 0.000 0.005 0.244 0.010 0.001 0.000 0.005 0.250 0.010 0.001 0.000 0.005 0.256 0.010 0.001 0.000 0.005 0.261 0.010 0.001 0.000 0.005 0.267 0.010 0.001 0.000 0.005 0.289 0.010 0.001 0.000 0.005 411 0.294 0.010 0.001• 0.000 0.005 0.300 0.010 0.001 0.000 0.005 0.306 0.010 0.001 0.000 0.005 0.311 0.010 0.001 0.000 0.005 0.317 0.010 0.001 0.000 0.005 0.322 0.010 0.001 0.000 0.005 0.328 0.010 0.001 0.000 0.005 0.333 0.010 0.001 0.000 0.005 0.339 0.010 0.001 0.000 0.005 0.344 0.010 0.001 0.000 0.005 0.350 0.010 0.001 0.000 0.005 0.356 0.010 0.001 0.000 0.005 0.361 0.010 0.001 0.000 0.005 0.367 0.010 0.001 0.000 0.005 0.372 0.010 0.001 0.000 0.005 0.378 0.010 0.001 0.000 0.005 0.383 0.010 0.001 0.000 0.005 0.389 0.010 0.001 0.000 0.005 0.394 0.010 0.001 0.000 0.005 0.400 0.010 0.001 0.000 0.005 0.406 0.010 0.001 0.000 0.005 0.411 0.010 0.001 0.000 0.005 0.417 0.010 0.001 0.000 0.005 0.422 0.010 0.001 0.000 0.005 0.428 0.010 0.001 0.000 0.005 0.433 0.010 0.001 0.000 0.005 0.439 0.010 0.001 0.000 0.005 0.444 0.010 0.001 0.000 0.005 0.450 0.010 0.001 0.000 0.005 0.456 0.010 0.001 0.000 0.005 0.461 0.010 0.001 0.000 0.005 0.467 0.010 0.001 0.000 0.005 0.472 0.010 0.001 0.000 0.005 0.478 0.010 0.002 0.000 0.005 0.483 0.010 0.002 0.000 0.005 0.489 0.010 0.002 0.000 0.005 0.494 0.010 0.002 0.000 0.005 0.500 0.010 0.002 0.000 0.005 MITIGATED LAND USE ANALYSIS RESULTS Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0 5 year 0 10 year 0 25 year 0 50 year 0 100 year 0 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0 5 year 0 10 year 0 25 year 0 50 year 0 100 year 0 v�-_, n....7... a,... n�....a........1..�....a _...a u:4-:.........7 nes, 141 IIIRanked Yearly Peaks for Prede eloped and Mitigated. POC #1 Rank Predeveloped Mitigated POC #1 The Facility PASSED The Facility PASSED. Flow(CFS) Predev Dev Percentage Pass/Fail 0.0000 0 0 0 Pass 0. 0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0. 0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0. 0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0. 0000 0 0 0 Pass 0. 0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0. 0000 0 0 0 Pass 0. 0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0. 0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0. 0000 0 0 0 Pass 0. 0000 0 0 0 Pass 0.0000 0 0 0 Pass 0. 0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0. 0000 0 0 0 Pass 0.0000 0 0 0 Pass 0. 0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0. 0000 0 0 0 Pass 0. 0000 0 0 0 Pass 0. 0000 0 0 0 Pass 0. 0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0. 0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass • 0.0000 0 0 0 Ell Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass Water Quality BMP Flow and Volume for POC 1. On-line facility volume: 0 acre-feet On-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. Off-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. Perind and Impind Changes No changes have been made. This program and accompanying documentation is provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by the user. Clear Creek Solutions and the Washington State Department of Ecology disclaims all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions and/or the Washington State Department of Ecology be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions or the Washington State Department of Ecology has been advised of the possibility of such damages. • • __ 1Xl ifsra Wes awe 1Yp —— ❑Fs fill a3l 02g [ 001 — 1 M- _7 _,,,,..,,,,,,1 r: ...ID al 1. _._. .. ' 1i.rmlLcncn Bed lrartgatna O X I Facility Name -r ons-,S..-. Outlet 1 Outlet 2 OoOet 3 _._._._--_._. —.._______ Downstream Comedian 0 0 ID r.__ J F MtiO.d Etly 'F dlity Type TiaddB.d 'i i i - rr�-�FheV Wren/�re�do F.c� Ouch Tranrh I4.4 i 'Facility Bottom Elevation el) 10 gigi Facility Dimeewons Tench Lenin Outlet Slructrlrs — 1111 = Nea lidyt llll nrrr,(. _.�___— T�d,edroa Wdh 05 ='I �Ehamve Tobl Depth .` lion Diseee(N �-� .�� R Type Fl� t�L_-. Swag Trench -' �r g I.. Leh Die Slam LI--• Na1d.Typo I FiiN Ws Skips ____._.....1__...____.1__._.._.,_.______L. _ I Material Lelys s for Lela 1TFiare..pp Odice DanieterHeight OMos I Lae 1 randy - Windier (In) (Ft) (sae) — -- — --- !Lassa Thanes 0n r '_— 1 r—Jr--1 0 'Lass zw r, —�.� 2 10-=-1� 1 i Lan 3 Thickness 00 l.'...^ — 3 icr—'1r 1 i Lae 3pasiy ,_ Tie hVoimen FT®Head 1 .-ft) 1100 Mow Eked,--- Infitratioa YES -`1 Wowed i,m.ia Ran WAIT—_:.1 Pad t��c DlD I ----- _ - — h(itra.onH d D oWnenFes a ._.,1 Show Pond Table lopmfdie :I Um Waned Sulam/hes[sid. ) ND Sava- a,lady a __ e TM/Voles lAli iil 0113 TonlVdm a Though Farty(aasnl ells .I Inn Vdee Thad,F6alavei4 0 Pecan Minion 100 6/2W a10 I1 taz AM start L,:. m D/•1n44 Lr4Lw•a. j)arx:net.w Y.4.. le YAb.: h:.ci+Nees - ] +'i+,'�F.. •-9' 4,11,7 r.c:a • • ATTACHMENT III MAINTENANCE MANUAL • • 5.3.1 Dispersion and Soil Quality BMPs (Required for Manual Equivalency) The following BMPs pertain to dispersion and soil quality applications. BMP T5.10 Downspout Dispersion Purpose and Definition Downspout dispersion BMPs are splashblocks or gravel-filled trenches that serve to spread roof runoff over vegetated pervious areas. Dispersion attenuates peak flows by slowing entry of the runoff into the conveyance system, allows for some infiltration, and provides some water quality benefits. Applications and Limitations • Downspout dispersion is required on all subdivision single family lots which meet one of the following criteria: 1. Lots greater than or equal to 22,000 square feet where downspout infiltration is not being provided according to the requirements in Volume III, Chapter 3. 2. Lots smaller than 22,000 square feet where soils are not suitable for downspout infiltration as determined in Volume III, Chapter 3 and where the design criteria below can be met. • All other projects required to apply Roof Downspout BMPs must provide downspout dispersion if downspout infiltration is not feasible or applicable as determined in Volume III,Chapter 3,and if the design criteria below can be met. Flow Credit for Roof Downspout Dispersion If roof runoff is dispersed according to the requirements of this section on single-family lots greater than 22,000 square feet, and the vegetative flowpath' is 50 feet or larger through undisturbed native landscape or lawn/landscape area that meets BMP T5.13, the designer may click on the "Credits"button in the WWHM and enter the percent of roof area that is being dispersed. General Design Guidelines • Dispersion trenches designed as shown in the Figures 5.1 and 5.2 shall be used for all downspout dispersion applications except where Vegetative flow path is measured from the downspout or dispersion system discharge point to the downstream property line,stream,wetland,or other impervious surface. February 2005 Volume V—Runoff Treatment BMPs 5-3 • • splashblocks are allowed below. See Figure 5.3 for a typical splashblock. • Splashblocks may be used for downspouts discharging to a vegetated flowpath at least 50 feet in length as measured from the downspout to the downstream property line,structure, sensitive steep slope, stream, wetland, or other impervious surface. Sensitive area buffers may count toward flowpath lengths. The vegetated flowpath must be covered with well-established lawn or pasture, landscaping with well- established groundcover,or native vegetation with natural groundcover. The groundcover shall be dense enough to help disperse and infiltrate flows and to prevent erosion. • If the vegetated flowpath(measured as defined above)is less than 25 feet on a subdivision single-family lot,a perforated stub-out connection may be used in lieu of downspout dispersion(See Volume III, Chapter 3). A perforated stub-out may also be used where implementation of downspout dispersion might cause erosion or flooding problems, either on site or on adjacent lots. This provision might be appropriate,for example, for lots constructed on steep hills where downspout discharge could be cumulative and might pose a potential hazard for lower lying lots, or where dispersed flows could create problems for adjacent offsite lots. This provision does not apply to situations where lots are flat and onsite downspout dispersal would result in saturated yards. Note:For all other types of projects, the use of a perforated stub-out in lieu of downspout dispersion shall be as determined by the Local Plan Approval Authority. 5-4 Volume V—Runoff Treatment BMPs February 2005