Loading...
HomeMy WebLinkAboutBLD2009-00228 3UILDING PERMIT APPLICADN MLLA09Revie -00p238 Jefferson County Department of Community Development 621 Sheridan Street Port Townsend, WA 98368 PERMIT#: BLD09-00228 Received Date: 7/17/2009 SITE ADDRESS: 461 LUDLOW BAY RD PORT LUDLOW, 98365 OWNER: CAROLYN BLACK PHONE: (360)435-2469 24211 19TH AVE NE ARLINGTON WA 982237642 LUDLOW BEACH TRS 1 SUBDIVISION: Block: Lot: 16 PARCEL NUMBER: 968700134 Section: 16 Township: 28 N Range: 01 E CONTRACTOR: PARADISE BAY DESIGN & CONST PHONE: (360)437-9344 BILL IRWIN PO BOX 545 CHIMACUM WA 98325 Contractor's License PARADBD943C1 Expires 2/17/2010 3 _q3q l� REPRESENTATIVE: �c�) W UCMk � � PHONE: +!0Q'jt 990 4' _I-J �' iryi( LLAk LU/A-��^ (4 J PROJECT DESCRIPTIOr NSFR W/ GARAGE ATTACHED BY BREEZEWAY & A/G 120 GAL PROP TANK TYPE OF WORK RES SQUARE FOOTAGE: TYPE OF IMP NEW MAIN: 2,362 VALUATION 279,065.00 ADD'L: HEAT TYPE: HTP CODE EDITION: 2006 HEAT BASE: HEAT TYPE: OCCUPANCY: R-3 UNHEATED: #OF STORIES: OCCUPANCY: OTHER: CONST TYPE: 5N SHORELINE: GARAGE: 576 CONST TYPE: DECK: 950 SETBACK: BANK HEIGHT: SEWAGE DISPOSAL: ALT WATER SYSTEM: PWELL BEDROOMS: BATHROOMS: Exist: 0 Exist: 0 Prop: Z Prop: 3 Total: XZ ' 3 Routing Date: Type Amount Paid By: Date: Receipt: Approved/Date Permit $2,001.75 LYK 07/17/09 108813 AIDPRcJEED Plan Check $1,301.11 LYK 07/17/09 108813 State Building Code $4.50 LYK 07/17/09 108813 SEP9 2009 Potable Water Application $62.00 LYK 07/17/09 108813 Jefferson County Planning Total: $3,369.36 &Building Department Jefferson County Building DivPon Permit NumbSBLD09-00228 Applicant: BLACK BUILDING PERMIT INSPECTION APPROVALS \pplicable Code: 2006 International Building Codes To schedule inspections, call (360)379-4455 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 Ludlow Bay Road right-of-way shall be 20 feet. Minimum side yard setbacks shall be 5 feet. Minimum setback from ordinary high water mark is 30 feet. Setbacks 8/31/2009 i3 Erosion Control SEE CONDITIONS 7& 8 Foundation Footing 8/31/2009 ° ��j� �0` �py� Foundation Footing �� Footing Drains nn Foundation Stem Wall 10_7 cc( CS Underground Plumbing Under Floor Framing 1e rtv; t _ LC?c; . Straps(hold downs) Ext. Shear Wall Nailing11 —VI P12" 124-1' tit-4tate. �O Rough-in Plumbing _ (0 Framing S`/>ri-i4,b Airseal 1/0- &"' Insulation: Walls ( _ (0 Insulation: Floors Ill Insulation: Ceiling �,�\'(0 Int. Shear Wall Nailing (r[J.. 6,ttty Cf Wallboard Nailing Z_ t�-}v 11' Gas Line: Interior Gas Line: Exterior I 1 1 0 Propane Tank Heat/Chimney Clearance r t° Drywell/Alt Drainage 6 io 'Fs SEE CONDITIONS 1-6 Address Posted /& j U FA (J1^t-Ntk (i),:1<v( � ��'l( X Vt. SGQ Cc I FINAL INSPECTION / 61 FINAL INSPECTION MUST BE APPROVED PRIOR TO BUILDING BEING OCCUPIED THIS PERMIT IS VALID FOR ONE YEAR • • CONDITIONS for Building Permit# :BLD09-00228 1.) An 8 inch tightline is proposed to dispose of the stormwater from the single family residence and garage attached by a breezeway. The tightline will be located parallel to the western property line (from the garage running north to the shoreline) and the outflow will disperse above the Ordinary High Water Mark into a rip rap rock pad also located above the ordinary high water mark. 2.) The applicant/owner and all future owners are responsible for maintaining and protecting 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. 3.) 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. 4.) The stormwater runoff tightline shall be designed and placed in order to minimize visual impacts to adjacent properties, users of the beach and nearby waters. 5.) The discharge point of the tightline SHALL be above the Ordinary High Water as approved in the stormwater site plan dated September 22, 2009. 6.) No fill or other material may be placed in the waters or intertidal areas of Jefferson County. 7.) 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. 8.) A SILT FENCE SHALL BE INSTAL BETWEEN THE SHORELINE AND TH PROPOSED BOAT HOUSE PRIOR I 0 ANY LAND DISTURBING ACTIVITY. 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. 9.) 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. 10.) 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. 11.) VOLUNTARY MEASURES OF COASTAL &AT RISK SIPZ: 1. Installation of a flow meter. 2. On-going well monitoring for chloride concentration. 3. Submittal of monitoring data to County. 12.) 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. 13.) The property owner shall comply with Water Conservation Measures (per list maintained by the UDC Administrator). 14.) Critical Aquifer Recharge Areas m.quire special protection measures to mitilll 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. 15.) An Engineered Site Plan 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. 16.) PRIOR TO FINAL BUILDING OCCUPANCY, PROPONENT SHALL SUBMIT A WRITTEN LETTER FROM MARK KUHLMAN, TEAM 4 ENGINEERING STATING THAT THE STORMWATER FACILITY HAS BEEN CONSTRUCTED IN ACCORDANCE WITH THE REQUIREMENTS OF THE " STORM DRAINAGE REPORT" DATED AUGUST 31, 2009 AS SIGNED BY MARK KUHLMAN OF TEAM 4 ENGINEERING. 17.) Outdoor residential storage shall be maintained in an orderly manner and shall create no fire, safety, health or sanitary hazard. 18.) 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. 19.) This parcel is within the Port Ludlow no shooting area per JCC 8.50. 20.) A minimum of two (2) on-site parking spaces shall be provided for the single family residence. 21.) Maximum lot coverage is not to exceed 25%. Lot coverage is defined as amount of impervious surface which includes roof tops, driveways, concrete, etc. Pre-existing legal lots of record less than one acre in size in rural residential districts are subject to the stormwater requirements in Chapter 18.30 JCC and must meet the"Area of Impervious Surface Coverage" to the maximum extent practicable as determined by the administrator. Lot coverage is defined as amount of impervious surface, which includes rooftops, driveways, concrete, etc. 22.) The building height is not to exceed 35 feet. 23.) Minimum setback from Ludlow Bay Road right-of-way shall be 20 feet. Minimum side yard setbacks shall be 5 feet. Minimum setback from ordinary high water mark is 30 feet. Shoreline setbacks are measured as follows: The standard setback for residential structures, including common appurtenant structures such as garages and workshops, shall be thirty (30) feet or one (1) foot for each foot of bank height, whichever is greater. This setback shall be measured from the bank's edge when the bank's height exceeds 10 feet. When the bank's height is less than 10 feet, the setback shall be measured from the ordinary high water mark. The setback shall not exceed 100 feet. 24.) Exterior lighting for residential usell not exceed twenty feet (20') in height frethe finished grade, excepting when such lighting is an integral part of a building or structure. Ground level lighting is encouraged. 25.) 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. 26.) 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. r . • i ? 1 11111 • 0 0 4 NV' OC Aki J NN �� \J r . r I # a Q 2 $ I is 1 I - —,O Y ®'� i I w d sa 4 III � �I a k y C Y __ 1 r 1 k i JI ¢ ' .y U rai.l / II � Ii r- '© 1 J ,' �t MVO)__ R'1wM ♦ I I-- --T wVn c uO! y a m Z 9 y -- / t// , h 1 li ,,,.. ' *1 .,,,,,, - s `'0 I U ,i P P C IE&CH©MSC FOR CL\R©OYla BUCK 71 ;0ill.: 0P(1k no A 4e9 LUDLOl 7 BL Y [ROLM K a! a a i!11 1 ❑ 0 14 PORT LUJI LOW, �i7QS HO KITO J 98 386 -i i' 1 ~li GI iliA 0 • • water B �► s 114 Storm e V�V_,v� Requir , . APPROVED STORMWATER PLAN STORM DRAINAGE REPORT FOR: Pcr!1 � R1� SEP 2 2 2009 3 lack SFR— 461 Ludlow Bay Road %) 3 JEFFERSo CO 1 Y CATED IN SEC 16,TWP 28 N,RGE 1 W,W.M. RSOIV C� I; � o DFPT.OF CO �tj I. OP,. U(r U SIG'r'AT(JR.• ,����� �I F. T •==-' Tax Parcel No. 968700134 JEFFERSON COUNTY, WASHINGTON August 31,2009 PREPARED FOR: Larsen Architects,AIA • P.O. Box 10674 Bainbridge Island,WA 98110 (206)842-9984 PREPARED BY: Team 4 Engineering 5819 NE Minder Road Poulsbo, WA. 98370 (360)297-5560 loss s L. Klik- /4100 Id 101 CJt i 6 • TABLE OF CONTENTS I. PROJECT OVERVIEW PG.2 IL EXISTING CONDITIONS SUMMARY PG.2 III. OFF-SITE ANALYSIS REPORT PG.2 IV. PERMANENT STORMWATER CONTROL PLAN PG.3 V. CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN PG.5 VI. OPERATION AND MAINTENANCE PG.5 FIGURES FIGURE 1 VICINITY MAP PG.6 FIGURE 2 SOILS MAP PG.7 FIGURE 3 DEVELOPED CONDITIONS SITE MAP PG.8 EXHIBITS EXHIBIT 1 HYDROLOGIC SOIL GROUPS PG.9 EXHIBIT 2 CURVE NUMBERS PG. 10 EXHIBIT 3 100 YR,24 HR ISOPLUVIAL PG. 11 ATTACHMENTS ATTACHMENT 1 CONVEYANCE CAPACITY WORKSHEET PG. 12 1 40 f I. PROJECT OVERVIEW The site is located on the north side of Ludlow Bay Road east of Ludlow Bay Road intersection with Paradise Bay Road, in the Port Ludlow area of Jefferson County, Washington. (See Figure 1 - Vicinity Map.) The site is located on parcel 968700134 and comprises an area of approximately 1.1 acres. The site currently contains a small cabin and an existing driveway which provides access to the property from Ludlow Bay Road. The proposed development will consist of a single-family residence with detached garage. The cabin will be relocated to the upper portion of the parcel to the south. The existing driveway and cabin comprise approximately 5,190 square feet of existing impervious surface. The project will create approximately 4,700 square feet of new impervious surface consisting of building roof area. Presently stormwater sheet flows across the site to Port Ludlow Bay, bordering the property to the north. A closed conveyance system will be installed along the east property line to convey runoff from the roof areas of the proposed buildings to discharge at the shoreline of Port Ludlow Bay,just above the Ordinary High Water elevation. (See Figure 2—Site Map). The gravel driveway area will remain primarily as it currently exists on site. Runoff from the gravel drive surface will be allowed to sheet flow across the site through vegetated areas and discharge to Ludlow Bay to the north. A detailed breakdown of post-development areas is presented in Section IV: Permanent Stormwater Control Plan below. II. EXISTING CONDITIONS SUMMARY The site consists of tax parcel 968700134 and currently contains a small cabin and existing driveway which provides access to the property from Ludlow Bay Road. Vegetation consists of native trees, grasses and shrubs. The site slopes gently to the north, toward Port Ludlow Bay, at grades of typically 3%-5%. The total area of the parcel is 48,400 square feet(1.1 acres). The soils on site, as listed in the "Soil Survey of Jefferson County, Washington"prepared by the United States Department of Agriculture, Soil Conservation Service are comprised of Cassolary sandy loam, 0 to 15 percent slopes. III. OFF-SITE ANALYSIS REPORT Runoff from adjacent property to the south presently flows northward and is captured by existing stormwater facilities located along Ludlow Bay Road and carried westward by the County storm drainage system to Port Ludlow Bay. The proposal includes installation of closed conveyance facilities to capture stormwater runoff from the proposed buildings. The closed conveyance system will include an 8" PVC pipe discharging directly to Port Ludlow Bay to the north, at an energy dissipation 2 • pad placed above the ordinary high water mark at the shoreline. Building roofs are not considered as pollution generating surfaces and do not require quality treatment prior to discharge. Any runoff from the gravel drive surface which does not infiltrate the ground surface will be allowed to sheet flow across the site through vegetated areas providing stormwater quality treatment prior to discharge to Ludlow Bay to the north. IV. PERMANENT STORMWATER CONTROL PLAN The proposed development would create approximately 4,700 square feet of additional impervious surface on the site. Jefferson County Code requires newly proposed developments located within 1/4-mile of any marine shoreline to infiltrate stormwater runoff as a protection against saltwater intrusion. Test pits excavated on the site encountered groundwater at 18-inches below the existing ground surface. Infiltration facility design guidelines require a minimum 18-inch infiltration depth with the base of the infiltration surface to be located a minimum of 12-inches above any ground water elevation. The shallow groundwater depth encountered on site precludes the use of infiltration facilities for stormwater control on the site. The Stormwater Management strategies selected for this project includes the following elements: • Runoff from rooftops will be conveyed in a closed system to discharge directly to Port Ludlow Bay to the north. Roof areas are not considered pollution generating surfaces, therefore runoff collected from roof downspouts does not require quality treatment prior to discharge. Energy dissipation and flow dispersion at the outlet end of the PVC pipe will be accomplished by placement of rip rap and locating the discharge point above the ordinary high water mark at the shoreline. Any runoff from the gravel drive surface which does not infiltrate the ground surface will be allowed to sheet flow across the site through vegetated areas providing stormwater quality treatment prior to discharge to Ludlow Bay to the north. 1. Developed Site Hydrology Runoff computations utilize the SCS-based hydrograph method, Santa Barbara Urban Hydrograph(SBUH)method with Type 1A, 24-hour rainfall distribution. The hydrological analysis was performed using StormShed (Release 6.1.6.8) by Engenious Systems, Inc. Other parameters are as follows: • Hydrologic Soil Groups; See Exhibit 1 • Runoff Curve Numbers (CN), Type 1 A Storm; See Exhibit 2 • 100 year, 24 hour Precipitation Isopluvial; See Exhibit 3 3 • • Project Precips [100 yr] 4.00 in Existing Runoff: Basin "Post-Dev" The existing basin condition for the contributing areas was analyzed. Parameters are obtained from the history file for the project from the Stormshed Program and are used in the analysis. Post-Dev Event Summary: BasinlD Peak Q Peak T Peak Vol Area Method Raintype Event (cfs) (hrs) (ac-ft) ac /Loss Post-Dev 0.86 8.00 0.2860 1.11 SBUH/SCS TYPE1A 100 yr Drainage Area: Post-Dev Hyd Method: SBUH Hyd Loss Method: SCS CN Number Peak Factor: 484.00 SCS Abs: 0.20 Storm Dur: 24.00 hrs Inty: 10.00 min Area CN TC Pervious 0.8830 ac 90.00 0.08 hrs Impervious 0.2270 ac 98.00 0.08 hrs Total 1.1100 ac Supporting Data: Pervious CN Data: Lawn 90.00 0.8830 ac Impervious CN Data: Ext Cabin 98.00 0.0140 ac Ext Driveway 98.00 0.1050 ac New Roofs 98.00 0.0910 ac New Driveway 98.00 0.0080 ac New Concrete Pad 98.00 0.0090 ac Pervious TC Data: Flow type: Description: Length: Slope: Coeff: Travel Time Fixed Fixed 0.00 ft 0.00% 5.0000 5.00 min Impervious TC Data: Flow type: Description: Length: Slope: Coeff: Travel Time Fixed Fixed 0.00 ft 0.00% 5.0000 5.00 min 2. Stormwater Quantity Control The Stoilnwater quantity control method proposed for this project is direct discharge to Port Ludlow Bay. No onsite detention is required. The proposal is to install a closed system to discharge directly to the bay. Based on the 0.86 cfs design flow rate found in basin"Post-Dev" and the following design criteria; pipe material of PVC, a minimum pipe slope of 0.7%, and a maximum pipe slope of 11.9%, a pipe with an inside diameter of 8" will provide adequate capacity for the system. (See Attachment 1 -Conveyance Capacity Worksheet). 4 • • • 3. Stormwater Quality Enhancement Roof areas are not considered pollution generating surfaces, therefore runoff collected from roof downspouts does not require quality treatment prior to discharge. Any runoff from the gravel drive surface which does not infiltrate the ground surface will be allowed to sheet flow across the site through vegetated areas providing stormwater quality treatment prior to discharge to Ludlow Bay to the north. V. CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN No "Temporary Erosion and Sedimentation Control Plan"will be developed for this project in conjunction with the Stormwater management plan due to the short duration expected for this portion of the construction activity. However, erosion control practices will be implemented as part of the construction process for installation of the PVC pipe system. Most notably will be timing of the construction activity, intensity of the activity and scope of the activity. This project has a very limited scope and scale and should only be conducted during weather that the contractor believes is favorable and conducive to completing the proposed construction followed by stabilization of all impacted surfaces. VI. OPERATION AND MAINTENANCE MANUAL The Operation and Maintenance Manual will be prepared and submitted along with the "as-built" construction plans as required by County ordinance. 5 • , .. • .. , ir-- ' 41,1 .40 • . , ..4(.. .116 .. . . liltc0 A- 10 1 ai !.'( 0 r 1r ' . . -.,,,,‘.-; . • 114....„.. dfii' . .. ,•,; 1/1 . - . ' . '. . „. ../ .,•,' ' ' ' "I, . iw' - . _ 4 ' k . :44ariLt Il : Ifr" ' . .46 * a f f -,* _ • 11 Ili .411 .r, *ee" 4 441 , . ...., .. ., it. , .. - - . , 4. .' ,. ' • ta • * , - a aigilbr'r . , . # * . • - . . - • Mt ir , _ ..... 1 •,-1,. .: -ii. , ,• . , • t411114 114 At it 1: ' * 4rer X it fir III CfC = Cassolary Sandy Loam, 0 to 15 percent slopes SOILS MAP FIGURE - 2 1 - ..---.--....,...- •••••-----_„_.....__.._ • _____________ -• ------ ------ ----------- ------- _ --- • X — X — rl- '"'. ."''. ZP,P I II il 1 I il I il 1 I i; II lis •- 1 (1 I I pRopeisH„, I 1_ I , r.villsou— 1 ' 0 r .----r. f wa• ° — GE I , i oic If -fED I I 1\ \ I \\\ 1 , II \ \ GRAPHIC SCALE \ \ 60 30 60 1 inchIN 1 \ \ _....,F E6E0T)feet I \ \ I A com / )‘ ) 1 /// / I 17 Z X I \ DEVELOPED CONDITIONS 7-----"*"" - ....--- 30P33 FIGURE - 3 ------"- --- -;BO ..- •"" Q L,..' • i g:3"e ,� Sc.!! :�uE 1iI s ydr� ogje c.! Ss `err Ss ected Sclie Lr.;'i&R j l o Sts.ts F So=_1 7:7a H'dro cgle Soli d.�c S .i:".e Hydrologic ologic Soil Group r; Casso ar;' C a ;cart Maytot--, ; .. C Centralia 7 _v`K na C Chehalis - Mc-As�.ay - t J Chesaw A s .botu e - —uciai Coa-tai eaaches if va'_a le C Colter , Custer _ C • Yargar ' Custer,Drained _ } B Jabo6 , — • Deip s I _<t 1 - ewCe Dick J n a i } _"oo Sam{ Dupont Eld �i�fe" Olympic. " Esc atz2l oas _Everett ett r dia _ is I, vso ,- Getchell A1 Oval. i, Giles fr 0 ? I' li Godfrey 11 Pheeney 11 -reenwate= Y?el i' ,--rove P ieh;,ck C IIHars tine iI! .. j Potchub ,' it H^ r i, j .. arL i Poulsbo ° j hPrather*11 f etet i r; Solleks r: j; ?uyallut �, ?': `, j span - Queets ; Spanaway I' Quilcene is 3 j Springdale _ Ragna Sulsav Rainier i - ✓��i j j su'ttan , - Sultan variant j t I. Reed 1 ., S„,miss yill Reed,Drained or Protected i C 11 swantcv:n Renton Republic _ Tacoma ,', :an ax ` fiver asi _is l e • _�2^.ax.y .`:�Y'e.. oJer C. Tea vbit v Tisch S P^-^.^tsh :akin C;,ysY, G SScai. an u T, on v Schneider _ _ _z C Seattle IS2y Sekiu ;rbana S - t. a on Shalcar % L eriot - g'lano Shelton C i arden _B CWhidbey , _�, abut: 2 Mf)I31I I I,D.CIAZ YE N IJ.M B1 RS -,6 SCS Western Washington Runoff Curve Numbers 1 Runoff curve aLmabers for selected agicultumi,ruhrban,and urban land use for Tye lA rainfall distribution,24-how stem duration. (Published by SCS in 1982) t s USE DESC - 01 CURVE 32Y RS BY I j 3 a YDROi%"LOGIIC SOU GROUP =a: C D 1 1 ___ „ Cultivated land . .snter condition i J� 95 ! ; a I Mountain open areas: �_� Low growing brush&grassland 74 82 2 1 M K 5 7R - .;c 3 Wood or forest land: Undisturbed sL 64 76 81 4 I Establishedsecon h grow ' 48 68 r8 83 4 E 55 72 81 86 Young second gi cwih or brush .-.r� , °w_ r Orchard: With cover crop _ Fj 8-. 88 rt2 '_- S f I Open spaces,lawns,parks,golf courses,cemeteries,landscaping 1s i Good condition: Grass cover on>=75%of area 168 80 36 90 ! Fair condition: Grass cover on 50-75%of area ' 77 85 90 92 i I 1 Gravel roads Sgwking lots: 76 85 89 91 I 1 I Dirt roads&parking lots: 72 82 87 89 : Impervious surfaces,pavement,roofs,etc. 98 98 98 98 R Open water bodies: Lakes,wetlands,ponds,etc. 1 100 00 100 100 i 1 I Single family residential`: 1 j Dwelling unit/gross acre %impervious 3 Separate curve number shall be i b 1.0 DU/GA 15 selected for pervious and impervious 1.5 DU/GA 20 portions of the site or bash). 2.0 DU/GA 25 i 2.5 DU/GA 30 9 i 1 3.0 DU/GA 34 I 3.5 DU/GA 38 i 1 4.0 DU/GA 42 I 4.5 DU/GA 46 5.0 DU/GA 4$ 1 4 5.5 DU/GA 50 6.0 DU/GA 52 i 6.5 DU/GA 54 1 7.0 DU/GA 56 3 1 1 PLTis,condos,apartments, %impervious commercial businesses& must be computed , industrial areas aY For a more detailed dee.cipton agicF 3 use urvae.S...r iers,refer s to i ai Engineering Handbook,Sec G7 a'3Za`J � r. of"�'aa+r.aa:.'�,.a��': Y m3 N- M:.S`.L 4,Hydrology,Chapter 9,August 1972. 2 Assumes roof and driveway runoff is dfrected hit()st eeetfstorn system. - The remaining pe vlous areas(lawn)are cor.sidervi to be m good,conch on for these Curie number" k7 . 0 0 Western W sh!ngtou Isopiu ial 00-years 24 hour t I24r i22 =2a i I i T -,,, 1 4 /,.; t..-- - r. I ® \ ., V �; sir ,X „� gu;,;� 7RlDAY riAR R ppR{T 7ANlfY � _N %k it\li.3 ii." �eE, t4( 085 �` i a 30 J \' A ri ` �y� `, I 1 �\ ,7Y - ✓s T , )) � _ `- ti ?„ 75 'Thl 1 ��i' " eos\�2' q 3" 1Sv�`�(19 C A ',: 48 \ +.,1, r -;=ti�4� ;'in1, , \ (� '`` h .1�rco, <, 75EO,1__ C -.•�rf� 3 t4%";�%` � �/E .:I 454 1 I 47 / i 8-",' ix/ ......._-----..mc..-pilik,40.....1..,,,k,fir.,t.,_.4 9.1EN, , __4". •44. „1.-;... . tiv i i',:K/ 11 /"E"---..-44:7 _iiiiTia)1„...J.--1;;;N:kT, / r i 7 41 In 4 p 4" �•`..4 \ 81i0 : Oli•'tom 4 (43 6,, oo s0 ie I r :� ,�} trid i�S4.�\ ,ls rh ,�!f ti 7rAga_ . r .. �, 5s147 1 n �''ABEWDDEI,Nyc�,111j, / yjkiertrygyr711., .44 �s.� 6_5'� �� IN tay- V 70i I ; 1, E T' )1,...+1 r,C ,1 �, , rl^`./, ..•c.X.,,,,,,, ,.....-'''---!.------- .,_.+.%0 i,ro...- ..1)''''s-...,— -.4,Il*jrikrtil*'.ikt....;.:1 j 1 r34" eiti y� S4 T �'� -`7p.1 )1,/ 45 � �t a� �''F`✓•^5?s'.t AfLf11.tom yJi 9 55�'� ,, ► �� �3 / 71-...11- .- 1,80 " 1 ` 1-'�//40 1 mweatiAir , 1 , , 1 � \ � 72-Per ( 1 �1 100-YEAR 2-1OUR PRECiPiTATION 4o I j jer.r%. 1;4 e.d-4•. .'�'4-fSOFL3Y#k+S OF 100-YEAR 24-HOUR PR�fr1 ,TOFie TENTHS OF INCH �V � " 65 1 ii 1 ANNUAL 45*55-60 SS- ?0 s , 1 i i 124 123 122 121 • • CONVEYANCE CAPACITY WORKSHEET Given Input Data: Shape Circular Solving for Depth of Flow Diameter 8.0000 in Flowrate 0.8600 cfs Slope 0.0070 ft/ft Manning's n 0.0120 Computed Results: Depth 5.3397 in Area 0.3491 ft2 Wetted Area 0.2475 ft2 Wetted Perimeter 15.2986 in Perimeter 25.1327 in Velocity 3.4741 fps Hydraulic Radius 2.3301 in Percent Full 66.7465 % Full flow Flowrate 1.0953 cfs Full flow velocity 3.1378 fps Critical Information Critical depth 5.2713 in Critical slope 0.0068 ft/ft Critical velocity 3.5079 fps Critical area 0.2452 ft2 Critical perimeter 15.1090 in Critical hydraulic radius 2.3366 in Critical top width 8.0000 in Specific energy 0.6304 ft Minimum energy 0.6589 ft Froude number 1.0105 Flow condition Supercritical ATTACHMENT- 1 Ivy III • (4;45°N 006 JEFFERSON COUNTY iDEPARTMENT OF COMMUNITY DEVELOPMENT 621 Sheridan Street • Port Townsend •Washington 98368 4,. �� 360/379-4450 • 360/379-4451 Fax { g� N www.co.jefferson.wa.us/commdevelopment C# Master Permit Application MLA: — 2-3g Project Description(include separate sheets as necessary): Ga / Qq' r517---eC \� t 4g ,Sltl4� fr] S c 0 N' L L—.0 7— Tax Parcel Number: 9(og 900 I 4 r� Property Size: (acres/square feet) Site Address and/or Direction Prope Ludlow. PL. Property Owner(s)of Record: hOK V /se Telephone: Z= - Fax: -- email:4011WJ L.QON r2c• oe Mailing Address: ?XI A Applicant/Agent(if different from owner): ,k) .6Q.4 / J Telephone:Z4' Z 99�¢ Fax:Z04 8.fZ 77/3 emai „tkitabOat Mailing Address: ,EOM What kind of Permit?(Check each box that applies Building 0 Critical Areas Stewardship Plan ❑ Demolition Permit 0 Variance(Minor,Major or Reasonable Economic Use) 74 Single Family Garage Attached Detached 0 Conditional Use[C(a),C(d),or C)** 0 Manufactured Home 0 Modular ❑Discretionary"D"or Unnamed Use Classification 0 Commercial* 0 Special Use(Essential Public Facilities)** ❑ Change of Use 0 Boundary Line Adjustment 0 Address 0 Road Approach 0 Short Plat** ❑Home Business 0 Cottage Industry 0 Binding Site Plan*" x Propane ❑Long Plat'"` ❑Sign 0 Planned Rural Residential Development(PRRD)/Amendments*" ❑Allowed"Yes"Use Consistency Analysis 0 Plat Vacation/Alteration** l Stormwater Management 0 Shoreline Master Program Exemption/Permit Revisions'" ❑Site Plan Approval Advance Determination(SPAAD)* ❑Shoreline Management Substantial Development** ❑Temporary Use 0 Shoreline Management Variance ❑Wireless Telecommunication* 0 Comprehensive Plan/UDC/Land Use District Map Amendment ❑Forest Practices Act/Release of Six-Year Moratorium 0 Jefferson County Shoreline Master Program Amendment *May require a Pre—Application Conference ❑Tree Vegetation Request **Requires a Pre-Application Conference Please identify any other local,state or federal permits required for this proposal,if known: ESIGNATION OF AGENT I hereby designate _ is S9Q to act as my agent in matters relating to this application for permit(s). OWNER SIGNATURE Date: 7• if. 67 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 its 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 attomey'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 -'cress an. -.ht of entry to Jefferson County and its employees,representatives or agents for the sole purpose of application review and any requir-./ater ins.- ••ns. Staffs access and right of entry will be assumed unless the applicant informs the County in writing at the time of the appl'.'=ti. . * .nts prior .•.tice. 9 Signature: `.i' /i fi Date: 7 ill. of The action or act•ns Applicant will undertake as a result of the issuance of this permit may negatively impact upon one or more threatened or endangered s•., 'es 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 SA."Jefferson County makes no assurances to the applicant that the actions that will be undertaken because this permit has been issued will t violate a ESA. Any individual,group or agency can file a lawsuit on behalf of an endangered species regarding your action(s)even if you are i mpli with the Jefferson County development code.The Applicant acknowledges that he,she or it holds individual and non-transfers r p i ' adhering to and complying with the ESA. The Applicant has read this disclaimerr►� and signs d dates it below. Signature: Date: / • )y G:\PermitCenter\ FORMS###\DRD FORMS\Master Permit Application 5-29-08.doc !!! • • BUILDER STATEMENT The signer of this statement does hereby certify that they are the Owners of the parcel referenced herein,that they are not licensed contractors and that they will be assuming the responsibility of the General Contractor for the proposed project. Signature' Date: GENERAL CONTRACTOR OR MANUFACTURED HOME INSTALLER: PHONE: FAX: /;fib/, ez6y & wi es isles, KrilN) (i(b) 73 l 4ZVI- (360)tin 7eAK MAILING ADDRESS: EMAIL: CONTRACTOR'S LICENSE WAINS NUMBER: NUMBER '2 ARCHITECT/ENGINEER: �L--.4I � �za/ 1 /7r(75 PHONE (ZO(�&4z 1/ ,FAX:( )84Z 7 3 MAILING ADDRESS:/ z� tE/7 / (j 4,J• Q,8(to EMAIL4A"C"'`/ 427?--Irl1eSF./,(Qt,cA/TptK•c♦M Project Type: Frame Type: Bathrooms: Shofeline: Type of Sewage Disposal: X New 'Id'Wood Existing: i I Sewer ❑ Addition LI Steel Proposed: Bank ❑ Community System ❑ Alteration/Remodel ElConcrete Total: 53— Height: X Individual System ❑ Repair ❑ Masonry Ne/y.E SEP Permit# 9grOIS•oot 3/ ❑ Demolition ❑ Other: Bedrooms: — Water Supply: Existing: Setback: 1 Private well 0 Two Party Type��of He Proposed: G A 1 ❑ Public CAPAe:yf✓ t A 7I-t P Total: Il/ Name of System: Bh- If this is a Commercial Project you 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: 1 Underground Tank )(Above ground Tank Size of Propane Tank: I Z 't L • 1 Heat Stove }hook Stove i Woodstove (Fireplace Insert 1 Hot Water Tank 1 Pellet Stove 1 Other Is this appliance being installed in a Manufactured/Mobile Home? Yes f1CD When applying for a permit to install a propane tank you must also submit 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 a �.lf':r's*.' •Y 7q3„ . � Arpout1 L :`4„ _ .a `"-, ` Main Floor Heated r1342 0 EH Bld App Review: rr.3 — 2n0 Floor Heated Consistency Review: (� r � r _ Other Heated - '` -- Base fee: ZOO I J y Mezzanine ni Heated Basement Plan Check fee: 130i . 11 Unheated Basement State Surcharge fee: Other Unheated Pot Water Review fee: I OhV Garage/Carport 57(., 154, 5110 SUBTOTAL /r `%• 5c Decks 1 _ Approach fee: 48 Other aM e44 ' XZ I g 22' (pOOq 9Z TOTAL: $ Z 3 . Receipt Number: ilIV,,i 0, - •sh/Check Number: ! Te ESTIMATED COST(REQUIRED) - ■.te: •-�_ .Fair market v tie of all labor and materials foundation to finish I 2'Z O! 9 0 Initials: G:\PermitCenter\###FORMS###\DRD FORMS\Master Permit Application 5-29-08.doc .. ' - F pi a �� > MN s � �g F g 2 isj �s '511' � gx W iA r� ,18 nr rI M L'I � �Y IiiI g QQIIII �' SSSr III ijri ; 'v" .t+ `7'>Q4 4 �o F's � m 4 'b _ Fb�A ion iI : ��i�n`2 lg 20 1 Rid5A3 el MA8A'441W kh81 An 14°& ;' !T,R Pig* 11;g1 1P IP-A5 3 -` v,” tAl r"7 AI > > q" o at n 2 z gm sgA �- �� Q i � $ FF At os F Tg `� p$ g s TT 8F $ N F XR 8 3 g s+` v a� Ao ; �� s S 1Y S F Sr w T F A R E2 F my A yto 8 % o Nr F l IV N a 111 V2 9$ $ta o g gX A ems; gym. $i. Ailla s"VA H ER.,F AO {li Y* 0 R$ m e -A ! L! ? .2132: ""°At�u - Il pyyp> 0O ' v i > ,y NNYR" 1R2 o > m Cyi r- g n i�ZZ eYi � �_ " '�" g"g �g +� FF �� a2 13ss a � §; R5.1 R Itni e4um,�i "v0 A N 1 $v $ a F �"'7. � o A ,, s X , ,, A{A`'.'¢4 v Sh �ee y$ `� mivi * .gym Tit At �+� v e $ �g a R 5 IA40Fe S AO; 'TIT�f '$ m N 4"02AA X-g. A_P � a¢� 1-1 » 218 OA $ 60". i` w� Ag dl .m A" v' zF'sy���(( �'+,c IAA'v; gAT1 IA >4.Ag I?AijQrAf� q.A w 1'1' ..,' sggIS A'gn "s ale N �� gQ "'MA PP y$ ' -.A4 gm m" 2R 0,g a gAvQ> gl ill £i A$ m ;r$ Aw-' le R d " 23�d3 �im Q !R 8> u-zg �, ��Ar � g �",�� ,��' $ leiMP y � ��f.`sx/,m^N@' � $Q�,IQ �Q} r6 $111 „ O �"� We yqp ;20" {(:$Q( 1 ;g 3tN l � �7RtinAil : H8 T 1$ i p"i Al '^ % f Fifg mO l., PP rcl i ghARN ;; > R l 7<I oQra N 4 " O1112 2 • Fm T oo !4 v p a2A �$`� � k ��� n� >Q� goz y � ;. >^ a. a ; . 2 - A � Wel $i . 6asT g; In s 0 g gi F r s m s aR �Fe �c � WI aRgm vo > R R,- o -gm '" la F, F, is " A m $ g2 a r S N-F4 '=A$ N - KI-� � � F� tliy, *1 g ''' -a a $ N6 TFa .'.8 '2 . -Aw .,7 ap, g n gAl m ag Y ga A4g: > *fla e aF 'N i TA§ +Atmo 1_ ., R g - A' gn5 x " at A A-% , F Pi�R We Igs n .m"90 e T Pg g A 8 a Fagg 3 $ N q g F * tR W e ; " arts O ° A'-' nT c'A R PA - g> >� v�g N�� � �i�z Almg� 0 8$ � � ! Rg � 'Si g�g r3F, F$ �>`g � P �� �'ga 0 N L f T C* 43. �Qf yj ON i i �A'i >� }g * Yip r'�V, r� YF a'A4 ige a'£ F yAkmA OPF.,T, A xe Z A O - v; id ]cQ£� aR $ P giR Asr S= pm>a � ~e ?� m gsnw m H ��N� £ R i� g RA gn_IA $ 2 $ Ili* o 2 ?PP Xia n ■ e = _ ;on aRp Tg a' >A " N gg p w'° gl � s g € Pit ' 4 K I g * m In: t; "$Ra 8 aR at°8 y yyQQ SU%%Ar .*1 " 1��1Q{ $ "* F.9F,ig;p :' F>$r 1 ' R ;.A e4 L P . � " tg, rho o A > g+QGS $ N t';� g > 4�ng ' '' g .�, " ". $ 2 .„ $6 �" _A- " ,,. g iR s a aR F, F m"~= gg a igR o It, g' NN a: $N 40 � l ' ��� Sp�C aR� �N 4� NT sp$ > �J QT.T. H za� m F. v i 3. i ,,A sm `g'ap�fl'"'f � f �'�'T' 1pOCi i= m Avt Sys - ,,Aap ., it g � X '0:W � y g n 2s o �� s Ks aaa � # pa '% as '� d o -t - %,i , RA � gym; 1 �F g` RiXP ��'��, L�;� � x �^Z,"' A - '�' m curd" y7 '�' $m W �s AI N � gixo� aS lg . >R4a4 s = aas 6 '' '' g g g g �aFdA 'ggi 0 •o 12 o>x .1 2 'a " is gin -g ot8-e.t NT'N ' .gym 9N RN a'ggR � �$ >a m � A � ii mo Uri r �irQ^m $ oQ imm ,'n ig g.a e e '8 8 I ioalE{'�y^(lp��p A mr 11 ° i 1 >$ 3 1 F2im - e il ' tt y1A el ph 54 x OAI 4 - fly ogo.TF F $ QF "° $ Am smi £��� o ;:;Rot aa' = P'g S- t g -. $ �.x 2 AA ? ,.- ----- - — -r-> E> / il IN as Al to§ N 1111, ,pg ` .,oaos rums ., bDY \'S \ ..m, `b 1.- J : 2,W 10 j ..,r,. } 1 --, ram" i i;AA _,xss,` Tom- 7.+-Y--- - - -W. %a -- ( - `r7- - V5 I mi . : 1N _ gt- sl II t5 t\ , I d .k il___ V' 1 1 W \ ------ ---'v-- \ 9 \ )1, \\\ \\\\\\\\\V\ .4'"'. I kl'• • -I , imkNNkk. : 'ji' 1 &1--.12:1:i 1 l'''' 4,\\ r., , 1 e 1 ,. -.„. _ , 1 . , _, \ ‘‘,. L \ - - — - :-,- --'--- 7- " SL? �yy X�J -- hj" a rib--- v �e i_ , t :-.. %� b �C •n \�All- \\:\\--1 as .et vsr gums �! et yr •RR it , I P q Ill :4 !p � ydN i ol (0 $1 41 WR heg � _I g k- . ® C D fl i > 'A P o lE aMOMSC FOR Q CnROLV'M o L&C�[ m $— N. p �° U-' Ind `a 0 ,� PORT LUDD LOO W9 7G�SGZIUG�1C�TOMn 98 366 =A i* IN �� APPROVED STORMWATER PLAN u aormwat B 's Require 1EFFERSO�i,COLIM DEFT. OF ColIw1. nc , v- v--- _---- - � ---- -------------------- ------ ------- ��__-----------------_ -X -X -X -X -X -X _ - rX r--- I it x -- �SHEp I 7. , - xl L - - - _ ,, I ' 15 PROPOSED 1 RESIDENCE (D i ED OHW / VEGETA77ON LINE £LEV==9.3 RIP RAP ROCK PAD AT �- OUTFLOW ABOVE ORDINARY HIGH WATER MARK. SEE DETAIL, THIS SHEET. - IE=9.8 �- 42 LF 8' PVC, SL=0.7Z SEE OUTFALL DETAIL, THIS SHEET. TYPE I CATCH BASIN, TE=11.5 I£=9.8 27 LF 8' PI, SL=11.91E SEE OUTFALL DETAIL, THIS SHEET. - TYPE l CATCH BASIN, 7F=15.0 IE,IN (6" PVC)=13.0 IE,OUT (8' PVC)=13.2 50 LF 6" PVC, SL=9.6% SEE OUTFALL DETAIL, THIS SHEET. YARD DRAIN, TIP. 1E=18.0 GR VEL PROP 5 1 � 22 LF 6' PVC, SL=23% PARKING GAR I SEE SHEETLL DETAIL, TISCONNECT BUILDING 20Z' - ROOF DRAINS TO 6" PVC, TfP. CONv' - PAD L LOT 15 / f t 35I ao EXT CABIN I I I 55 - - IC--18.5 SEE OUTFALL DETAIL, THIS SHEET. GRAPHIC SCALE BAY g,0 30 AD / i 15 30 j� LU L�O N FEET) ' i inch =30 feet i DARY AND TOPO INFORMATION BY AMERICAN LAND SCIENCE, INC. BLACK SFR 461 LUDLOW BAY ROAD SW %SEC. 16, TWP. 28N, RGE. lE., W.M. DRAINAGE PLAN YARD DRAIN, TYR CONNECT ROOF DOWNSPOUTS. TE=20.5 IE=18.5 YARD DRAIN, TYP. CONNECT ROOF DOWNSPOUTS. TE=20.0 IE=18.0 TYPE I CA TCH BASIN TE=15.0 IE,IN(6"PVC)=13.2 IF nHT/R'OVM_iTn OUTFALL DETAIL HORIZONTAL SCALE: 1"=20' VERTICAL SCALE: 1 "=4' 7E=11.5 TYPE CATCH BASIN 8' X 8' RIP RAP PAD. IE= 9.8 CONSTRUCT ABOVE OHW/ VEGETATION ELEVATION OF 9.3'. - SEE DETAIL, THIS SHEET. - - - OHW / VEGETATION LINE, = t 9.3' GRADING RIM 1. THE CONTRACTOR SHALL NOTIFY THE ENGINEER IN THE EVENT OR DISCOVERY OF POOR SOILS, GROUNDWATER OR DISCREPANCIES IN THE EXISTING CONDITIONS AS NOTED ON THE PLANS. 2. MAXIMUM SLOPE STEEPNESS SHALL BE 2:1 HORIZONTAL: VERTICAL FOR CUT AND FILL SLOPES. 3. UNLESS OTHERWISE SPECIFIED, ALL EMBANKMENTS IN THE PLAN SET SHALL BE CONSTRUCTED IN ACCORDANCE WITH SECTION 2-03.3(14)B OF THE WSDOT STANDARD SPECIFICATIONS. EMBANKMENT COMPACTIONS SHALL CONFORM TO SECTION 2-03.3(14)C, METHOD B OF SAID STANDARD SPECIFICATIONS. 4. EMBANKMENTS DESIGNED TO IMPOUND WATER SHALL BE COMPACTED TO 95 % MAXIMUM DENSITY PER SECTION 2-03.3(14)C, METHOD C OF WSDOT STANDARD SPECIFICATIONS. 5. ALL AREAS RECEIVING FILL MATERIAL SHALL BE PREPARED BY REMOVING VEGETATION, NONCOMPLYING FILL, TOPSOIL AND OTHER UNSUITABLE MATERIAL, BY SCARIFYING THE SURFACE TO PROVIDE A BOND WITH THE NEW FILL, AND WHERE SLOPES ARE STEEPER THAN 3 HORIZONTAL TO 1 VERTICAL AND THE HEIGHT IS GREATER THAN 5 FT., BY BENCHING INTO SOUND COMPETENT MATERIAL AS DETERMINED BY A SOILS ENGINEER. 1. THE FOLLOWING EROSION AND SEDIMENTATION CONTROL NOTES APPLY TO ALL CONSTRUCTION SITE ACTIVITIES AT ALL TIMES, UNLESS OTHERWISE SPECIFIED ON THESE PLANS: 2. APPROVAL OF THIS EROSION AND SEDIMENTATION CONTROL PLAN DOES NOT CONSTITUTE AN ACCEPTANCE OF THE PERMANENT ROAD OR DRAINAGE DESIGN. 3. THE OWNER AND HIS/HER CONTRACTOR SHALL BE RESPONSIBLE AT ALL TIMES FOR PREVENTING SILT -LADEN RUNOFF FROM DISCHARGING FROM THE PROJECT SITE. FAILURE BY THE OWNER AND/OR CONTRACTOR CAN RESULT IN A FINE. THE DESIGNATED TEMPORARY CONTACT PERSON NOTED ON THIS PLAN MUST BE AVAILABLE FOR CONTACT BY TELEPHONE ON A 24 HOUR BASIS THROUGHOUT CONSTRUCTION AND UNTIL THE PROJECT HAS BEEN COMPLETED AND ACCEPTED BY THE COUNTY. 4. THE IMPLEMENTATION OF THESE ESC PLANS AND THE CONSTRUCTION, MAINTENANCE, REPLACEMENT AND UPGRADING OF THESE FACILITIES IS THE RESPONSIBILITY OF THE OWNER AND/OR CONTRACTOR FROM THE BEGINNING OF CONSTRUCTION UNTIL ALL CONSTRUCTION IS COMPLETED AND ACCEPTED BY THE COUNTY AND THE SITE IS STABILIZED. 5. PRIOR TO BEGINNING ANY WORK ON THE PROJECT SITE, A PRECONSTRUCTION CONFERENCE MUST BE HELD, AND SHALL BE ATTENDED BY THE GENERAL CONTRACTOR, THE PROJECT ENGINEER, REPRESENTATIVES FROM AFFECTED UTILITIES, AND A REPRESENTATIVE OF JEFFERSON COUNTY. 6. THE EROSION AND SEDIMENTATION CONTROL FACILITIES SHOWN ON THIS PLAN ARE TO BE CONSIDERED ADEQUATE BASIC REQUIREMENTS FOR THE ANTICIPATED SITE CONDITIONS. DURING CONSTRUCTION, DEVIATIONS FROM THIS PLAN MAY BE NECESSARY IN ORDER TO MAINTAIN WATER QUALITY. MINOR DEPARTURES FROM THIS PLAN ARE PERMITTED SUBJECT TO THE APPROVAL OF THE COUNTY INSPECTOR. HOWEVER, EXCEPT FOR EMERGENCY SITUATIONS, ALL OTHER DEVIATIONS FROM THIS PLAN MUST BE DESIGNED BY THE PROJECT ENGINEER AND APPROVED BY JEFFERSON COUNTY PRIOR TO INSTALLATION. 7. ALL EROSION AND SEDIMENTATION CONTROL MEASURES SHALL BE INSPECTED BY THE OWNER AND/OR CONTRACTOR ON A FREQUENT BASIS AND IMMEDIATELY AFTER EACH RAINFALL, AND MAINTAINED AS NECESSARY TO INSURE THEIR CONTINUED FUNCTIONING. ALL SEDIMENT MUST BE REMOVED FROM SILT FENCES, STRAW BALES, SEDIMENT PONDS, ETC. PRIOR TO THE SEDIMENT REACHING 2 ITS MAXIMUM POTENTIAL DEPTH. 8. AT NO TIME SHALL CONCRETE, CONCRETE BY-PRODUCTS, VEHICLE FLUIDS, PAINT, CHEMICALS, OR OTHER POLLUTING MATTER BE PERMITTED TO DISCHARGE TO THE TEMPORARY OR PERMANENT DRAINAGE SYSTEM, OR TO DISCHARGE FROM THE PROJECT SITE. 9. PERMANENT DETENTION/RETENTION PONDS, PIPES, TANKS OR VAULTS MAY ONLY BE USED FOR SEDIMENT CONTAINMENT WHEN SPECIFICALLY INDICATED ON THESE PLANS. NOTES I. UTILITY CROSSING LOCATIONS SHOWN ARE APPROXIMATE ONLY. CONTRACTOR SHALL VERIFY ACTUAL LOCATION AND DEPTH BY POT -HOLING PRIOR TO CONSTRUCTION. CONTRACTOR SHALL NOTIFY ENGINEER WHEN POT -HOLING IS COMPLETE TO VERIFY DESIGN ADEQUACY. 2. CONTRACTOR SHALL BE RESPONSIBLE FOR AVOIDING ANY DISTURBANCE TO ANY UTILITY. 1#3 BAR HOOP 2 #3 BAR HOOPS #3 BAR EACH CORNER #3 BAR EACH SIDE 8' X 8' RIP RAP PAD 0 FALLOUT VTOL 5 ER "ESUN W NG ALLALL BE REASONABLY KU GRADED AS FOLL0143 PASSING 8' SQUARE SEW 100% PASSING 3' SQUARE SYEVE 40-60% PASSING 314' SQUARE SIEVE 0-10% NON -WOVEN GEOTEXTILE FABRIC (TG 1200 OR EQUIV.) MIN 12" BURY IN MIN 12" TRENCH. FOLD EXCESS FABRIC INTO TRENCH FOR EXTRA (- REINFORCEMENT. RIP RAP PAD DETAIL FRAME AND GRATE SEE APPLICABLE STANDARD DETAIL 6" RISER SECTION 5� s. 'Sq 30' 1a 20„ s� 1\2" 12" RISER SECTION PRECAST BASE SECTION (MEASUREMENT AT THE TOP OF THE BASE) #3 BAR EACH WAY 01000 GENERAL REOUIREMENTS THE STRUCTURAL NOTES SUPPLEMENT THE PLANS AND SPECIFICATIONS. ANY DISCREPANCY FOUND BETWEEN THE DRAWINGS, NOTES, SPECIFICATIONS, SITE CONDITIONS, AND ARCHITECTURAL PLANS SHALL BE REPORTED TO THE ARCHITECT WHO SHALL CORRECT THE DISCREPANCY IN WRITING, ANY WORK COMPLETED AFTER DISCOVERY OF THE DISCREPANCY SHALL BE DONE AT THE CONTRACTOR'S RISK. REFER TO ARCHITECTURAL PLANS FOR OPENINGS, ARCHITECTURAL TREATMENTS, AND DIMENSIONS NOT SHOWN. CONSULT MECHANICAL PLANS FOR DUCTS AND PIPES ETC. NOT SHOWN. THE CONTRACTOR SHALL PROVIDE BRACING AND SUPPORT REWIRED FOR TEMPORARY CONSTRUCTION LOADS AND FOR STRUCTURAL COMPONENTS AS REQUIRED DURING ERECTION. BACKFILL BEHIND WALLS SHALL NOT BE PLACED UNTIL THE WALLS ARE PROPERLY SUPPORTED. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION OF ALL WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE COORDINATION OF THE EXCAVATION, SHORING, AND OTHER WORK WITH ALL UTILITIES AND ADJACENT PROPERTIES. CALL THE UTILITY LOCATE SERVICE PRIOR TO ANY WORK AT 1-800-424-5555. 01100: CODE REQUIREMENTS ALL DESIGN AND CONSTRUCTION SHALL CONFORM TO THE 2006 INTERNATIONAL RESIDENTIAL CODE AS ADOPTED BY KITSAP COUNTY, WASHINGTON, 01200: DESIGN LOADS FLOOR LIVE LOADS FLOORS (RESIDENTIAL) 40 PSF DECKS 40 PSF ROOF LIVE LOADS ROOF (SNOW) 25 PSF SNOW LOAD DESIGN DATA: Pg = 20 PSF, Pf = 20 PSF, Ce = 0.9, Is = 1.0, Ct = 1.0, WIND DESIGN DATA: BASIC WIND SPEED: 85 MPH (3-SECOND GUST) WIND IMPORTANCE FACTOR: Iw = 1.0 WIND EXPOSURE: EXPOSURE C TOPOGRAPHIC FACTOR Kt = 1.0 INTERNAL PRESSURE COEFFICIENT: GCpi = +/- 0.18 COMPONENT/CLADDING WIND PRESSURE: P(C) = 25 PSF EARTHQUAKE DESIGN DATA: SEISMIC IMPORTANCE FACTOR: le = 1.0 SPECTRAL RESPONSE ACCELERATIONS: Ss = 1,174 SI = 0.423 SITE CLASS: SITE CLASS D (ASSUMED) SPECTRAL RESPONSE COEFFICIENTS SOS = 0.807 SDI = 0.444 SEISMIC DESIGN CATEGORY: SEISMIC DESIGN CATEGORY D BASIC FORCE RESISTING SYSTEM: BEARING WALL SYSTEM RESPONSE MODIFICATION FACTOR: R = 6.5 ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE 01300'. GEOTECHNICAL INFORMATION EARTHWORK AND FOUNDATIONS SHALL BE CONSISTENT WITH LOCAL BUILDING CODES. FOUNDATIONS SHALL BE FOUNDED ON COMPETENT NATIVE MATERIAL. FOUNDATIONS SHALL BE SUPPORTED ON SPREAD FOOTINGS. ASSUMED ALLOWABLE BEARING CAPACITY IS 2,000 PSF. ALL FOUNDATION INSTALLATIONS SHALL BE SUBJECT TO APPROVAL OF THE BUILDING OFFICIAL. 01330: SHL1° DRAWING SUBMITTA PPOree SHOP DRAWINGS SHALL BE SUBMITTED TO THE OWNER AND ENGINEER NEER 0F RECORD FO R APPROVAL PRIOR TO FABRICATION. IF SHOP DRAWINGS DIFFER FROM THE APPROVED DESIGN DRAWINGS, NEW DESIGN DRAWINGS BEARING THE SEAL AND SIGNATURE OF A LICENSED WASHINGTON STATE ENGINEER SHALL BE SUBMITTED ALONG WITH THE SHOP DRAWINGS TO THE APPROPRIATE JURISDICTION FOR APPROVAL PRIOR TO FABRICATION. SHOP DRAWINGS SHALL BE REQUIRED FOR GLUED LAMINATED BEAMS AND PREFABRICATED WOOD TRUSSES. CALCULATIONS BEARING THE SEAL AND SIGNATURE OF A LICENSED WASHINGTON STATE ENGINEER SHALL BE SUBMITTED ALONG WITH THE SHOP DRAWINGS FOR PREFABRICATED PLATED WOOD TRUSSES, 01400: SPECIAL INSPECTIONS THE CONTRACTOR SHALL BE RESPONSIBLE TO COORDINATE ALL INSPECTIONS REQUIRED BY THE LOCAL BUILDING DEPARTMENT. IN ADDITION TO INSPECTIONS REQUIRED BY THE LOCAL BUILDING DEPARTMENT, THE OWNER OR A REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE ACTING AS THE OWNER'S AGENT SHALL EMPLOY ONE OR MORE SPECIAL INSPECTORS TO PROVIDE INSPECTIONS FOR ITEMS NOTED IN IBC SECTION 1704, THE SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON EMPLOYED BY AN APPROVED AGENCY. THE SPECIAL INSPECTOR SHALL KEEP RECORDS OF INSPECTIONS AND FURNISH THEM TO THE BUILDING OFFICIAL AND THE ENGINEER OF RECORD ON A REGULAR BASIS. A FINAL REPORT DOCUMENTING REQUIRED SPECIAL INSPECTIONS AND THE CORRECTION OF ANY DISCREPANCIES SHALL BE PROVIDED PRIOR TO COMPLETION OF BUILDING FINISHES. WHERE FABRICATION OF STRUCTURAL COMPONENTS AND ASSEMBLES 15 BEING PERFORMED ON THE PREMISES OF A FABRICATOR'S SHOP, SPECIAL INSPECTION OF THE FABRICATED ITEMS SHALL BE REQUIRED EXCEPT WHERE THE FABRICATOR IS REGISTERED AND APPROVED TO DO SUCH WORK WITHOUT SPECIAL INSPECTION IN ACCORDANCE WITH IBC SECTION 17 4.2.2. PERIODIC INSPECTION ALLOWS INSPECTION ON AT INTERVALS NECESSARY T FIR THAT K R I I P NTH 0 CONFIRM WORK REQUIRING NG SPECIAL INSPECTION S N COMPLIANCE REQUIREMENTS. CONTINUOUS SPECIAL INSPECTION REQUIRES THAT THE INSPECTOR BE ONSITE AT ALL TIMES THAT WORK REQUIRING SPECIAL INSPECTION IS PERFORMED. 01402: QUALITY ASSURANCE REQUIREMENTS THE QUALITY ASSURANCE PLAN SHALL BE TO VERIFY THAT THE SPECIAL INSPECTIONS NOTED IN SECTION 01400 HAVE BEEN COMPLETED AND THAT SUPPORTING DOCUMENTATION NOTED IN SUCH SECTIONS HAS BEEN PROVIDED. THE CONTRACTOR RESPONSIBLE FOR COMPLETION OF WORK TO RECEIVE SPECIAL INSPECTIONS NOTED IN SECTION 01400 SHALL SUBMIT A WRITTEN CONTRACTOR'S STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND TO THE OWNER PRIOR TO COMMENCEMENT OF WORK. THE CONTRACTOR'S STATEMENT SHALL INCLUDE THE FOLLOWING: 1. ACKNOWLEDGMENT OF AWARENESS OF SPECIAL INSPECTIONS REQUIRED. 2. ACKNOWLEDGMENT THAT CONTROL WILL BE EXERCISED TO OBTAIN CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS. 3. PROCEDURES FOR EXERCISING CONTROL AND THE METHOD AND FREQUENCY OF REPORTING AND DISTRIBUTION OF SUCH REPORTS. 4. IDENTIFICATION AND QUALIFICATIONS OF THE PERSON(S) EXERCISING SUCH CONTROL. 01700. EXECUTION REQUIREMENTS INSTALLATION OF ALL STRUCTURAL COMPONENTS SHALL BE AS REQUIRED PER ALL LOCAL CODES. 02000: SITE CONSTRUCTION ALL SITE CONSTRUCTION SHALL BE CONSISTENT WITH THE LOCAL BUILDING CODES, 02260, EXCAVATION SUPPORT AND PROTECTION EXCAVATION FOR FOUNDATIONS SHALL BE PER PLAN DOWN TO UNDISTURBED NATIVE MATERIAL PER THE GEOTECHNICAL ENGINEERING RECOMMENDATIONS. OVER EXCAVATED AREAS SHALL BE BACKFILLED WITH LEAN CONCRETE OR PER GEOTECHNICAL RECOMMENDATIONS AT THE CONTRACTOR'S EXPENSE. EXCAVATION SLOPES SHALL BE SAFE AND SHALL NOT BE GREATER THAN THE LIMITS SPECIFIED BY LOCAL, STATE, AND NATIONAL SAFETY REGULATIONS, INSTALLATION OF CONSTRUCTION SHORING, IF REQUIRED, SHALL BE PER THE SHORING DRAWINGS, NOTES, AND SPECIFICATIONS. 03000. CONCRETE CONCRETE CONSTRUCTION SHALL CONFORM TO THE AMERICAN CONCRETE INSTITUTE STANDARD ACI 318-08 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE". CEMENT AND CONCRETE SHALL CONFORM TO IBC SECTION 1903. ADMIXTURES SHALL BE APPROVED BY THE ENGINEER OF RECORD AND SHALL COMPLY WITH ACI 318-05 SECTION 3.6. CONCRETE EXPOSED TO FREEZING AND THAWING SHALL HAVE AN AIR ENTRAINING ADMIXTURE CONFORMING TO IBC SECTION 1904.2. THE USE OF WATER SOLUBLE CHLORIDE ION SHALL NOT BE USED. THE CONTRACTOR SHALL SUBMIT MIX DESIGNS TO ENGINEER OF RECORD FOR APPROVAL FOUR WEEKS PRIOR TO PLACING CONCRETE. MIX DESIGNS SHALL BE REVIEWED FOR CONFORMANCE TO IBC SECTIONS 1904 AND 1905. CONCRETE MIX DESIGNS SHALL MEET THE FOLLOWING REQUIREMENTS: 28 DAY MAX. MAX. AIR SPECIAL LOCATION STRENGTH W/C SLUMP ENTRAINMENT INSPECTION AND f'c (PSI) RATIO (INCHES) (PERCENT) REQUIRED APPLICATION 2500 0.50 4t1 Ott NO INTERIOR SLAB ON GRADE 3000 0.58 5±1 Oft YES FOUNDATION ONE COMPRESSION TEST MINIMUM SHALL BE COMPILED FOR EVERY 150 CUBIC YARDS OR 5000 SQUARE FEET OF SURFACE AREA FOR EACH MIX DESIGN PLACED EACH DAY. A TEST SHALL BE THE AVERAGE STRENGTH OF TWO CYLINDERS MADE FROM THE SAME SAMPLE AND TESTED AT THE SPECIFIED AGE. ADDITIONAL CYLINDERS MAY BE MADE FOR INFORMATION REGARDING POST TENSIONING, FORM REMOVAL, STRENGTH DEVELOPMENT, OR OTHER PURPOSES. CONCRETE SHALL BE ACCEPTABLE IF: 1. NO TESI ;"ALLS 500 PSI BELOW THE SPECIFIED STRENGTH 2. THE AVERAGE OF ALL SETS OF 3 CONSECUTIVE TESTS DOES NOT FALL BELOW THE SPECIFIED STRENGTH. CONCRETE NOT MEETING THE ABOVE CRITERIA SHALL BE SUBJECT TO FURTHER TESTING AT NO ADDITIONAL EXPENSE TO THE OWNER. CHAMFER ALL EXPOSED CORNERS PER THE ARCHITECTURAL PLANS OR 3/4 INCH IF NOT SPECIFIED BY THE ARCHITECT. 03100: REINFORCING STEEL REINFORCING STEEL DETAILING, FABRICATION, AND PLACEMENT SHALL BE PER ACI 318-08. REINFORCING STEEL SHALL MEET THE FOLLOWING REQUIREMENTS: ASTM A-615 DEFORMED BARS GRADE 60 (fy=60 KSI) FOR N4 BARS AND LARGER ASTM A-185 SMOOTH BAR (fy=60 KSI) FOR WELDED WIRE FABRIC REINFORCING FOR SLABS ON GRADE SHALL BE 6X6 WIAXWIA WELDED WIRE FABRIC UNLESS NOTLU 01HERYASE. PROVIDE LAP SPLICES PER THE LAP SPLICE SCHEDULE ON SHEET S6. REINFORCING STEEL AT ALL WALLS, SLABS, AND FOOTINGS SHALL BE CONTINUOUS AROUND CORNERS ELSE CORNER BARS SHALL BE PROVIDED. COVER REQUIREMENTS SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE: CONCRETE CAST AGAINST EARTH ALL BAR SIZES .............. 3• FORMED SURFACE EXPOSED TO EARTH OR WEATHER /5 AND SMALLER ...... .. 1 1/2" CONCRETE NOT EXPOSED TO EARTH OR WEATHER WALLS AND JOISTS III BARS AND SMALLER ........ 3/4" SLABS AND JOISTS #11 BARS AND SMALLER ........ 1" BEAMS, COLUMNS PRIMARY REINFORCEMENT ....... 1 1/ 2" TIES, STIRRUPS, AND SPIRALS .... 1 1/2" REINFORCING STEEL SHALL BE ACCURATELY PLACED AND ADEQUATELY SECURED IN PLACE PRIOR T0 CONCRETE PLACEMENT, REINFORCING STEEL SHALL NOT BE FIELD BENT EXCEPT AS NOTED IN THE DESIGN DRAWINGS. WELDING OF REINFORCING STEEL SHALL NOT BE PERMITTED WITHOUT PRIOR APPROVAL OF THE ENGINEER OF RECORD EXCEPT AS NOTED ON THE DESIGN DRAWINGS, 03201: CONCRETE WALL REINFORCING PLACETWO HORIZONTAL 4 BARS AT EACH FLOOR LEVEL OR T F AELEVATION. L y E oP O W LL PROVIDE CORNER BARS TO MATCH HORIZONTAL REINFORCEMENT AT EACH WALL CORNER AND INTERSECTION. PROVIDE TWO VERTICAL /4 BARS AT EACH WALL CORNER AND INTERSECTION. AT ALL WALL OPENINGS PROVIDE TWO Q4 BARS OVER, UNDER, AND AT THE SIDES OF THE OPENINGS. EXTEND THE HORIZONTAL BARS THE LAP SPLICE DISTANCE PAST THE OPENING OR EXTEND AS FAR AS POSSIBLE AND HOOK. PROVIDE ONE p5 BAR BY 4'-0" LONG DIAGONALLY AT EACH CORNER OF THE WALL OPENING. WALLS SHALL BE REINFORCED PER THE PLANS AND DETAILS OR IF NOT SHOWN SHALL BE AS FOLLOWS: WALL THICKNESS HORIZONTAL BARS VERTICAL BARS BAR LOCATION 8" p4 AT IQ- O.C. 15 AT 16" O.C. WALL CENTERLINE 05120: STRUCTURAL STEEL DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION AISC SPECIFICATION FOR DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS". MATERIALS SHALL BE IN ACCORDANCE WITH THE FOLLOWING: ANCHOR BOLTS ASTM A-307 OR ASTM A-36 WOOD CONNECTION BOLTS ASTM A-307 ALL WELDING SHALL CONFORM TO THE AWS 01-1 "STRUCTURAL WELDING CODE". ALL WELDING SHALL BE PERFORMED BY A WASHINGTON ASSOCIATION OF BUILDING OFFICIALS (WABO) AND AMERICAN WELDING SOCIETY (AWS) CERTIFIED WELDERS, ALL COMPLETE PENETRATION (CP) WELDS SHALL BE ULTRASONICALLY TESTED. ALL FILLET WELDS SHALL BE VISUALLY INSPECTED. STRUCTURAL STEEL AND CONNECTIONS EXPOSED TO WEATHER SHALL BE HOT DIPPED GALVANIZED AFTER FABRICATION IN COMPLIANCE WITH ASTM A-123. ALL FIELD WELDS EXPOSED TO WEATHER SHALL BE COATED WITH BRUSH APPLIED ZINC -RICH PAINT COMPLYING WITH ASTM A-780. 06071: PRESERVATIVE TREATED WOOD PRODUCTS PRESERVATIVE TREATED WOOD SHALL BE REQUIRED FOR; ALL WOOD THAT FORMS THE STRUCTURAL SUPPORT OF THE 8UILDIIIG, BALCONIES PORCHES, OR SIMILAR PERMANENT BUILDING APPURTUENCES THA" ARE EXPOSED TO THE WEATHER WITHOUT ADEQUATE PROTECTION FROM A ROOF, EAVE, 0`.,ERHANG OR OTHER COVERING TO PREVENT MOISTURE OR WATER ACCUMULATION AT IH'_ SURFACE OR AT JOINTS BETWEEN MEMBERS. ALL WOOD INSTALLED ABOVE GROUND AND RESTING ON AN EXTERIOR CONCRETE OR MASONRY FOUNDATION WALL LESS THAN 8 INCHES FROM EXPOSED EARTH. POSTS OR COLUMNS SUPPORTING PERMANENT STRUCTURES AND SUPPORTED BY A CONCRETE SLAB OR FOOTING THAT IS IN DIRECT CONTACT WITH 111C EARTH. EXCEPT; 1. IF LOCATED IN BASEMENTS ON A CONCRETE PIER OR METAL. PEDESTAL 1 INCH ABOVE THE SLAB AND SEPARATED THEREFROM BY AN IMPERVIOUS MOISTURE BARRIER. 2. IF IN AN ENCLOSED CRAWL SPACE OR AN UNEXCAVATED AFEA WITHIN THE BUILDING PERIPHERY AND SUPPORTED BY A CONCRETE PIER OR PEDESTAL MORE THAN 8 INCHES FROM EXPOSED GROUND AND SEPARATED TI!EREFROM BY AN IMPERVIOUS MOISTURE BARRIER, 3. SLEEPERS AND SILLS ON A CONCRETE SLAB ON GRADE THAT DOES NOT HAVE AN IMPERVIOUS MOISTURE BARRIER SEPARATION NTH EXPOSED EARTH. 4. LEDGERS AND FURRING ATTACHED DIRECTLY TO THE INTERICR OF EXTERIOR CONCRETE OR MASONRY WALLS BELOW GRADE. PRESERVATIVE TREATMENT SHALL BE PER AMERICAN WOOD PRESERVERS' ASSOCIATION (AWPA) SPECIFICATION C2 AND C9 OR APPLICABLE STANDARDS. ALL FASTENERS (NAILS, BOLTS, ANCHOR BOLTS, PLATES, HANGERS, ETC.) IN CONTACT WITH TREATED LUMBER SHALL BE CORROSION RESISTANT G-185 HOT DIPPED GALVANIZED PER ASTM A153 OR STAINLESS STEEL. 06100: ROUGH FRAMING SAWN LUMBER SHALL CONFORM TO WEST COAST LUMBER INSPECTION BUREAU (WCLIB) "GRADING AND DRESSING RULES" NO. 17 LATEST EDITION. SAWN LUMBER SHALL BE S4S AND SURFACED DRIED, 19 PERCENT MAXIMUM MOISTURE CONTENT. PROTECT LUMBER FROM WEATHER AND PROVIDE FURTHER DRYING OF ASSEMBLED FRAMING TO MINIMIZE WOOD SHRINKAGE POTENTIAL. ALL LUMBER EXPOSED TO WEATHER OR IN CONTACT WITH c c CONCRETE OR MASONRY SHALL BE PRESERVATIVE TREATED UNLE�., NOTE OTHERWISE S D E WISE PER PLAN. LUMBER SPECIES, GRADE, AND PROPERTIES FOR EACH USE/LOCATION SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE PER PLAN/SCHEDULE: Fb Fv Fcp Fc E USE/LOCATION SPECIES GRADE (PSI) (PSI) (PSI) (PSI) (PSI) WALL STUDS/BLOCKING 2X HEM -FIR NO. 2 850 150 405 1300 1.3E6 WALL PLATES 2X HEM -FIR NO. 2 850 150 405 1300 1.3E6 JOISTS 2X HEM -FIR NO. 2 850 150 405 1300 1.3E6 LEDGERS 4X HEM -FIR NO.2 850 150 405 1300 1.3E6 BEAMS 4X DOUGLAS FIR -LARCH N0. 2 900 180 625 1350 1.6E6 6X DOUGLAS FIR -LARCH NO. 1 1350 170 625 925 1.6E6 POSTS 4X DOUGLAS FIR -LARCH NO. 1 1000 180 625 1350 1.6E6 6X DOUGLAS FIR -LARCH NO. 1 1200 170 625 1000 1.6E6 �• ul c 06.0 ERA... NOTE._ FRAMING FRAMING CONNECTORS, ACCESSORIES, AND FASTENERS AS NOTED IN THE PLANS AND DETAILS SHALL BE AS MANUFACTURED BY SIMPSON STRONG -TIE. EQUIVALENT HARDWARE MAY BE USED WITH PRIOR APPROVED BY ENGINEER OF RECORD. INSTALL ALL HARDWARE PER MANUFACTURERS' SPECIFICATIONS. WHERE STRAPS CONNECT TNO MEMBERS TOGETHER, PLACE HALF OF THE REQUIRED FASTENERS INTO EACH MEMBER. PROVIDE SOLID BLOCKING AT ALL BEARING POINTS. SEE SECTION 06071 FOR FASTENER REQUIREMENTS AT TREATED LUMBER. TYPICAL NAILING NOT SHOWN PER PLAN, DETAIL, OR SCHEDULE SHALL CONFORM TO FASTENING SCHEDULE PER IBC TAE c 2304.9.1 OR TO THE ROUGH FRAMING NAILING SCHEDULE ON SHEET S1. NAILS SHALL BE COMMON UNLESS NOTED OTHERWISE COMMON NAII DIMENSIONS ARE AS FOLLOWS: NAIL SIZE DIAMETER LENGTH 8d 0.131" 2.5" 10d 0.148" 3.0" 12d 0.148" 3.25' 16d 0.162" 3.5" UNLESS NOTED OTHERWISE PER SHEARWALL SCHEDULE OR PLANS, ANCHOR BOLTS AT SILL PLATES SHALL BE 5/8 INCH DIAMETER NTH 7 INCHES MINIMUM EMBEDMENT INTO CONCRETE AND SHALL BE SPACED NOT MORE THAN 4 FEET APART. THERE SHALL BE A MINIMUM OF TWO BOLTS PER SILL PIECE WITH ONE BOLT LOCATED NOT MORE THAN 12 INCHES NOR LESS THAN 4.5 INCHES FROM EACH END OF THE PIECE, A 3"X3"X1/4" PLATE WASHER SHALL BE PROVIDED FOR ALL ANCHOR BOLTS (COLNTERSUNK PLATE A T WASHERS SH LL NO BE ALLOWED). I O6 03. JOIST AND BEAM HANGERS JOIST AND BEAM HANGERS AS NOTED IN THE PLANS SHALL BE AS MANUFACTURED BY SIMPSON STRONG -TIE. EQUIVALENT HARDWARE MAY BE USE TH PRIOR APPROVED 0 USED 0 OVEDY B ENGINEER OF RECORD, JOIST AND BEAM HANGERS SHALL BE INSTALLED PER MANUFACTURERS' SPECIFICATIONS AND SHALL BE AS FOLLOWS UNIFSS NOTED OTHERWISE PER PLANS OR DETAILS: 06160: WOOD SHEATHING STRUCTURAL WOOD SHEATHING PANELS SHALL HAVE APA GRADE TRADEMARK OF THE AMERICAN PLYWOOD ASSOCIATION. WOOD SHEATHING PANELS SHAL. BE C-D INT APA WITH EXTERIOR GLUE (CDX). ORIENTED STRAND BOARD (OSB) PANELS SHALT. BE EXPOSURE 1. PANELS SHALL HAVE THE FOLLOWING THICKNESS, SP.,N RATING, AND FASTENING U.N.O. PER PLAN: EDGE FIELD NAILS NAILS ROOF: 7/16" APA RATED SHEATHING OSB 24/16 Sd06` 8d®12" FLOOR: 3/4' APA RATED STURD-I-FLOOR OSB 40/20 T&G 10d06" 10d912" SHEAR WALL: SEE SCHEDULE SHEET S5 ALL ROOF AND FLOOR SHEATHING PANELS SHALL BE INSTALLED FACE GRAIN PERPENDICULAR TO SUPPORTS AND IN A STAGGERED PATTERN U.N.O. PER PLAN. BLOCKING AT INTERMEDIATE FLOOR AND ROOF SHEATHING JOINTS IS NOT REQUIRED U.N.O. PER PLAN. SHEAR WALL SHEATHING SHALL BE BLOCKED AT ALL IDGES WITH 2X OR 3X FRAMING PER SHEAR WALL SCHEDULE. SETBACK FROM -� QORDINARY H/6HER H16H 1 MTER $ E06E OF VE6ETAT/ON LINE /Q TEMP. ER06ION CONTROL 51LT FENCE II �I T, II Q EXIST. SEPTIC TANKS TO BE ABANDONED EX15T. 6RADE CUT RIP RAP ROCK N 8745'21' E 100.07' P/LE AT C1'/TFLOW ZL ABOVE ORDINARY HI6H WATER MARK h EYQ116, I EXIST. SHED LOT 16 1 LUDLOiiW BRACH TRACTS I I CONNECT T16HMIW TO / VOL. 3, LONG PLATS, PG. 27 BV/LO/N6 6 517E STORM I I I I WATER 6 ROOF DRAINS I .-- F- - -r -, 'D" BOX COLLECTOR FOR Q SITE 5T0RMWATER IE OF ROCK RETAINING WALL RE51DEWE F.F. EL = +48' FROP05ED BREEZEWAY 125 6AL. PROPANE TANK 6ARA6E F.F. EL = +IB' Y�o----7-., • II 20 / �-. ., y %' ^ (�i ME OF ROCK RETAINING / QNEW 5EW'T/G TANKS I / / / / / / / / / I SEE NOTE (U 0 I CONCRETE I / / N PAD EXI5TIN6 DRAINFIELP (� / / - I 5EE N07E W UNS RAIL FENCE ONG 5' ... = I / PRROOPPERRr1Y MIN. I I J ! II LINE LOT 15 MIN RESERVE I 5Ef''IC LINE U FROM CABINSEE NOTE W N T ROAD 1 o / NEX / I Q95 WATER LINE _'"W. HEMLOCK 5ff NOTE m i EXISTIN6 - I 42`\ /LOCK • )' CABIN WLMLOCK ") NEW POWER c\j 26- ALDER 32AM WELLHOUSE 22' ALDER ML FENCE RUNS ALONG I\ - PROPERTY UNE I / I 8' mu CASING- IEXIST. 10 klo_WEILL _ EXIST. I ' 7RANSFORhfER A-19'43'40' - I - R-258.48' L-88.31' / I � \z ' PROPERTY CORNER FAIls ON A J \ £ RAILROAD TIE, BEING THE EAST \ POST FOR A GATE. T tNT jl �� NORTH P.I. MONUMENT 12' GRAVEL DRIVEWAY ZL LOT AREA: A9,344 5F V V ✓ REVISED dated Has been APPI by JEFFERc, DEPT. OF COtA49 ZZ NOTE- (1 SEPTIC INFORMATION SHOWN /5 FOR REFERENCE ONLY. SEE SEPTIC DE5/6N BY CLEAVER SEPTIC DE5I6N, INC. DATED 4/I6/09 REV. 6/25/09 FOR 9919/jrl/ e=OT`V f Wd TFD lk=F AAA TI^A1 SCALE: I" . 30' ►ll �p ION,6 ��� URVEH &RcHl IrCEC�78 AIA I�-c1. 1,cTx tu,f>ra ElAINIs;I;I�Ct ISLAND WASHINCITON <I,:,llln f AX: 21n1� ;a2 7�11 I 2397ZV REGISTERED ARCHITECT GARRETT WEYERLARSEN STATE OF WASHIN_TON 0 "4/09 PERMIT^ .SET j oO A92 4 2009 Q Q o O Q O Q a Uri ]I 00 O O O Q �Q 0 O 00 `�6 a JULY 16. 200�J MIRE IPUH © LAReEN /ARCHTIECTS 2009