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HomeMy WebLinkAboutBLD2006-00052 • CERTIFICATE OF OCCUPANCY Jefferson County Department of Community Development 621 Sheridan Street Port Townsend, WA 98368 (360)379-4450 FAX (360)379-4451 Carl Smith, Director/Building Official PERMIT#: BLD06-00052 SITE ADDRESS: 242 HOLLAND DR Issue Date: 11/28/2007 PORT TOWNSEND, 98368 Final Date: 7/6/2012 APPLICANT: MICHAEL ROARK PHONE: 573-243-8551 VICTORIA ROARK 528 DONNA DR JACKSON MO 63755-2508 SUBDIVISION: DISCOVERY BAY VILLAGE Block: Lot: 34 PARCEL NUMBER: 947400034 Section: 13 Township: 29 N Range: 02 W PROJECT DESCRIPTION: NSFR - REVISION 6/13/11 - NEW HOME & PLANS THE PROJECT LISTED ABOVE COMPLIES WITH THE REQUIREMENT OF THE BUILDING CODE 2003 EDITION. OCCUPANCY GROUP: R-3 TYPE OF CONSTRUCTION: 5N SPRINKLER SYSTEM yes no THE PROJECT PASSED ITS FINAL INSPECTION AND RECEIVED FINAL SIGN OFF ON 7/6/2012 \\tidemark\data\forms\F_BLD_Occupancy.rpt 7/30/2012 • • BUILDING PERMIT Jefferson County Department of Community Development 621 Sheridan Street, Port Townsend, WA 98368 (360)379-4450 FAX (360)379-4451 PERMIT #: BLD06-00052 Received Date: 2/8/2006 SITE ADDRESS: 242 HOLLAND DR Issue Date 11/28/2007 PORT TOWNSEND, 98368 Expiration Date 11/28/2008 OWNER: MICHAEL ROARK PHONE: 573-243-8551 VICTORIA ROARK 528 DONNA DR JACKSON MO 63755 DISCOVERY BAY VILLAGE SUBDIVISION: Block: Lot: 34 PARCEL NUMBER: 947400034 Section: 13 Township: 29 N Range: 02 W CONTRACTOR: OWNER/BUILDER PHONE: PROJECT DESCRIPTION: NSFR - REVISION 6/13/11 - NEW HOME & PLANS TYPE OF WORK RES SQUARE FOOTAGE: TYPE OF IMP NEW MAIN: 952 VALUATION 182,537.00 ADD'L: 813 HEAT TYPE: EEE CODE EDITION: 2003 HEAT BASE: HEAT TYPE: OCCUPANCY: R-3 UNHEATED: #OF STORIES: OCCUPANCY: OTHER: CONST TYPE: 5N GARAGE: 0 SHORELINE: CONST TYPE: DECK: 100 SETBACK: BANK HEIGHT: SEWAGE DISPOSAL: CON WATER SYSTEM: OTHER Type Amount Paid By: Date: Receipt: BEDROOMS: BATHROOMS: Permit $1,559.35 LYK 02/07/06 78988 Exist: 0 Exist: 0 Plan Check $1,013.58 LYK 02/07/06 78988 Prop: 2 Prop: 2 State Building Code $4.50 LYK 02/07/06 78988 Total: 2 Total: 2 Potable Water Application $55.00 LYK 02/07/06 78988 Renewal $157.00 LYK 10/30/08 102873 Renewal $213.00 LYK 12/01/09 113479 Renewal-2010 $213.00 LYK 11/29/10 120301 Permit $142.00 LYK 06/13/11 123588 Plan Check $948.16 LYK 06/13/11 123588 Total: $4,305.59 HEALTH DEPARTMENT AND PUBLIC WORKS APPROVAL REQUIRED PRIOR TO FINAL INSPECTION THIS PERMIT IS VALID FOR ONE YEAR OR IT MUST BE PROPERLY RENEWED BUILDING INSPECTION HOT-LINE 379-4455. Request must be received by 7 am the day the inspection is needed. Office Hours 9:00 am -4:30 pm MONDAY - THURSDAY HOT LINE AVAILABLE 24 HOURS A DAY SPECIAL CONDITIONS APPLY-SEE ATTATCHED R2_ A,1 RftILDING PERMIT APPLICAT MLA06-00046 ReviewT :I ype Jefferson County Department of Community Development 621 Sheridan Street Port Townsend, WA 98368 PERMIT #: BLD06-00052 Received Date: 2/8/2006 SITE ADDRESS: 242 HOLLAND DR PORT TOWNSEND, 98368 OWNER: MICHAEL ROARK PHONE: 573-243-8551 VICTORIA ROARK 528 DONNA DR JACKSON MO 63755 DISCOVERY BAY VILLAGE SUBDIVISION: Block: Lot: 34 PARCEL NUMBER: 947400034 Section: 13 Township: 29 N Range: 02 W CONTRACTOR: OWNER/BUILDER PHONE: REPRESENTATIVE: LAYNE BELLER PHONE: 425-879-9954 22208 93RD PL W EDMONDS WA 98020 PROJECT DESCRIPTIOr NSFR - REVISION 6/13/11 NEW HOME & PLANS TYPE OF WORK RES SQUARE FOOTAGE: TYPE OF IMP NEW MAIN: 952 VALUATION 182,537.00 ADD'L: 813 HEAT TYPE: EEE CODE EDITION: 2003 HEAT BASE: HEAT TYPE: OCCUPANCY: R-3 UNHEATED: #OF STORIES: OCCUPANCY: OTHER: CONST TYPE: 5N SHORELINE: GARA0 CONST TYPE: DECKLE 100 SETBACK: BANK HEIGHT: SEWAGE DISPOSAL: CON WATER SYSTEM: OTHER BEDROOMS: BATHROOMS: Exist: 0 Exist: 0 Prop: 2 Prop: 2 Total: 2 Total:_._ Routing Date: L-5 Type Amount Paid By: Date: Receipt: Approved/Date Permit $1,559.35 LYK 02/07/06 78988 Plan Check $1,013.58 LYK 02/07/06 78988 State Building Code $4.50 LYK 02/07/06 78988 Potable Water Application $55.00 LYK 02/07/06 78988 Renewal $157.00 LYK 10/30/08 102873 Renewal $213.00 LYK 12/01/09 113479 Renewak9010 $213 00 LYK 11/29/10 120301 Total: $3,215.43 r ,..: ILDING PERMIT APPLICA lit Reviewlype: l Jefferson County Department of Community Development MLA06-00046 621 Sheridan Street Port Townsend, WA 98368 PERMIT #: BLD06-00052 Received Date: 2/8/2006 SITE ADDRESS: 242 HOLLAND DR PORT TOWNSEND, 98368 OWNER: AQUACULTURE SYSTEMS INC PHONE: 360-681-3906 PO BOX 417 SEQUIM WA 983820417 DISCOVERY BAY VILLAGE SUBDIVISION: Block: Lot: 34 PARCEL NUMBER: 947400034 Section: 13 Township: 29 N Range: 02 W CONTRACTOR: OWNER/BUILDER PHONE: REPRESENTATIVE: 1, PHONE: (______ PROJECT DESCRIPTIOP NSFR\WATT GA GE & A/G 120 GAL PROP TANK TYPE OF WORK RES SQUARE FOOTAGE: TYPE OF IMP NEW MAIN: 1,555 VALUATION 200,529.00 ADD'L: 504 HEAT TYPE: PRO CODE EDITION: 2003 HEAT BASE: HEAT TYPE: OCCUPANCY: R-3 UNHEATED: # OF STORIES: OCCUPANCY: OTHER: CONST TYPE: 5N GARAGE: 576 SHORELINE: CONST TYPE: DECK: 102 SETBACK: BANK HEIGHT: SEWAGE DISPOSAL: CON WATER SYSTEM: PWELL BEDROOMS: BATHROOMS: Exist: 0 Exist: 0 Prop: 2 Prop: 2 Total: 2 Total: 2 Routing Date:Lk J p /0/ �c Type Amount Paid Bv: Date: Receipt: Approved/Date Permit $1,559.35 LYK 02/07/06 78988 APPROVErPlan Check $1,013.58 LYK 02/07/06 78988 State Building Code $4.50 LYK 02/07/06 78988 NOVA }p 2001 Potable Water Application $55.00 LYK 02/07/06 7 8988 Total: $2,632.43 Jefferson�J(�County Planning &Building Da g • I CONDITIONS for Building Permit# :BLD06-00052 1.) A Geotechnical Assessment dated September 13, 2004 prepared by Alkai Consultants, LLC was submitted in conjunction with this application. The report stated the "site does not meet the requirements for classification as a geologically hazardous area." Therefore, no landslide mitigation is imposed. 2.) PRIOR TO FINAL BUILDING OCCUPANCY, PROPONENT SHALL SUBMIT A WRITTEN LETTER FROM SHAWN WILLIAMS, ALKAI CONSULTANTS, INC WHO IS THE GEOLOGIST WHO PREPARED THE GEOTECHNICAL ASSESSMENT DATED SEPTEMBER 10, 2004 STATING THAT THE STRUCTURE AND/OR FACILITIES HAVE BEEN CONSTRUCTED IN CONFORMANCE WITH THE REQUIREMENTS OF THE "GEOTECHNICAL ASSESSMENT." THE LETTER SHALL BE WET-STAMPED BY THE LICENSED GEOLOGIST/ENGINEER AND SUBMITTED TO THE DEPARTMENT OF COMMUNITY DEVELOPMENT. 3.) 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. 4.) The property owner shall comply with Water Conservation Measures (per list maintained by the UDC Administrator). 5.) The project shall adhere to the Best Management Practices (BMPs) to control stormwater, erosion and sediment during construction. BMPs shall address permanent measures to stabilize soil exposed during construction, and in the design and operation of stormwater and drainage control systems. 6.) An Engineered Stormwater Pollution Prevent Plan dated September 2006 prepared by Zenovic&Associates, Inc. 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. 7 URIOR TO FINAL BUILDING OCCUPANCY, PROPONENT SHALL SUBMIT A WRITTEN ETTER FROM ZENOVIC &ASSOCIATES, INC. STATING THAT THE STORMWATER FACILITY HAS BEEN CONSTRUCTED IN ACCORDANCE WITH THE REQUIREMENTS OF THE "STORMWATER POLLUTION PREVENT PLAN AND THE CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN"AS SIGNED BY STEPHEN ZENOVIC. 8.) Outdoor residential storage shall be maintained in an orderly manner and shall create no fire, safety, health or sanitary hazard. 9.) Not more than two (2) unlicensed or inoperable vehicles shall be stored on any lot less than one-half acre 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 Unified Development Code (UDC) Section 6. Outdoor storage of thirteen (13) or more unlicensed or inoperable 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 of the UDC, and such storage shall meet the requirements of UDC Section 4.10. In no case, shall any such unlicensed or inoperable vehiclesbe stored in an Environmentally Sensitive Area (ESA). 10.) Maximum lot coverage is not to exceed 25%. Lot coverage is defined as amount of impervious surface which includes roof tops, driveways, concrete, etc. • • 11.) A minimum of two (2) on-site parking spaces shall be provided for the single family residence. 12.) The road approach permit(RAP04-0092) 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. 13.) The building height is not to exceed 35 feet. 14.) 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. 15.) 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. 16.) Minimum setback from Holland Drive right-of-way shall be 20 feet. Minimum side and rear yard setbacks shall be 5 feet. If an ESA is present, then the more stricter setback shall apply. Structures shall not encroach on any utility and/or stormwater drainage easement(s). 17.) PAVEMENT, FILL OR BUILDING AREAS SHOULD BE STRIPPED OF ALL SOD, ORGANIC SOIL, EXISTING FILL AND DEBRIS, IN MOST AREAS, A STRIPPING DEPTH OF ABOUT ONE-FOOT SHOULD BE ANTICIPATED. DEEPER EXCAVATIONS MAY BE REQUIRED TO REMOVE BURIED TREE ROOT BALLS, STUMPS, OR POCKETS OF UNSUITABLE SOIL OR FILL. STRIPPED SOILS, CONTAMINATED WITH ORGANICS OR DEBRIS, SHOULD BE WASTED OFF SITE OR USED IN LANDSCAPE AREAS. 18.) FOLLOWING STRIPPING OF THE SITE, AND PRIOR TO THE PLACEMENT OF ANY FILL, THE EXPOSED SUBGRADE SHOULD BE PROOF ROLLED AND COMPACTED TO A FIRM, UNYIELDING CONDITION USING EQUIPMENT OF APPROPRIATE SIZE AND TYPE. COMPACTION OF THE STRIPPED SUBGRADE SHOULD BE CONTINUED UNTIL FIELD DENSITY TESTS SHOW THAT A MINIMUM COMPACTION OF 95% OF THE MAXIMUM DRY DENSITY, AS DETERMINED BY ASTM METHOD D-1557, HAS BEEN ACHIEVED IN ALL FILL, BUILDING, ROADWAY, AND PARKING AREAS. ANY SOFT OR WEAVING AREAS DISCLOSED DURING PROOF ROLLING SHOULD BE EXCAVATED AND REPLACED WITH COMPACTED STRUCTURAL FILL. AREAS, WHICH ARE TO BE FILLED TO BRING THE BUILDING OR PAVEMENT GRADES UP TO THE DESIRED ELEVATION, SHOULD BE FILLED WITH COMPACTED GRANULAR MATERIAL FREE FROM ROOTS, TRASH OR OTHER DELETERIOUS MATERIALS. IT IS ALKAI'S OPINION THAT THE NATIVE TILL OR MIXED SOILS WILL BE ONLY MARGINALLY SUITABLE FOR USE AS WET WEATHER FILL DUE TO THEIR INHERENT MOISTURE SENSITIVITY. THE TILL SOILS AND THOSE HAVING A HIGH FINES CONTENT ARE SUFFICIENTLY FINE GRAINED, SUCH THAT WITH THE ADDITION OF SMALL QUANTITIES OF WATER THEY BECOME OVERLY SATURATED AND ARE DIFFICULT OR IMPOSSIBLE TO COMPACT TO THE DESIRED DENSITY. AS A RESULT, ALKAI RECOMMENDS THAT ALL SITE GRADING AND PREPARATION BE UNDERTAKEN AND COMPLETED DURING DRY WEATHER. IF GRADING IN BUILDING OR PAVEMENT AREAS IS NECESSARY DURING WET WEATHER AND TIME DOES NOT PERMIT ALLOWING THE SOILS TO DRAIN, ALKAI RECOMMENDS THAT ALL EXCAVATED SOIL BE REMOVED FROM THE SITE AND THAT MATERIALS USED AS STURCTURE FILL (FILL PLACED ON SLOPES OR UNDER BUILDINGS OR PAVEMENTS) CONSIST OF FREE DRAINING GRAVELLY SAND HAVING A MAXIMUM SIZE OF 1-1/2 INCHES AND WITH NOT MORE THAN 5.0% FINES, MATERIAL PASSING A U.S. NO. 200 SIEVE. ALL IMPORTED FILL MATERIAL SHOULD CONFORM TO THE ABOVE RECOMMENDATION REGARDLESS OF WEATHER. 19.) ALKAI RECOMMENDS THAT PER ENT CUT SLOPES NOT EXCEED 2H:1 .0%). FILL SLOPES SHOULD NOT BE STEEPER THAN 2H:1V (50%) FOR FILL PLACED IN ACCORDANCE WITH THE REQUIREMENTS OF APPENDIX CHAPTER 33 OF THE UNIFORM BUILDING CODE (1997 EDITION) OR 3 TO 4H:1V(33% TO 25%) FOR UNCONTROLLED FILLS OF MODERATE QUALITY MATERIAL. IN AREAS WHERE STEEPER SLOPES ARE REQUIRED, RETAINING STRUCTURES SHOULD BE PROVIDED. IN AREAS WHERE FILLS ARE TO BE MADE ON SLOPES STEEPER THAN 5H:1V THE SUBGRADE SHOULD BE BENCHED AND PREPARED IN ACCORDANCE WITH UBC (1997) REQUIREMENTS PRIOR TO FILL PLACEMENT. BENCHES SHOULD BE CUT AT A MAXIMUM VERTICAL HEIGHT OF 18 INCHES. IT SHOULD BE ANTICIPATED THAT, IF STEEPLY CUT, THE NEAR SURFACE SOILS MAY BE SUBJECT TO CAVING, AND SLOUGHING WILL OCCUR AS THE SOILS ARE EXPOSED TO DRYING. ALL TEMPORARY CUTS AND EXCAVATIONS SHOULD BE SLOPED OR SHORED IN ACCORDANCE WITH LOCAL, STATE AND FEDERAL REQUIREMENTS. ADDITIONALLY, SLOPE GRADES (BOTH CUT AND FILL) IN DRIVEWAY TRAFFIC AREAS SHOULD COMPLY WITH APPROPRIATE COUNTY AND LOCAL REGULATIONS. 20.) ALL STRUCTURAL FILL (FILL BELOW BUILDINGS, ROADWAYS OR PARKING AREAS, OR FILL PLACED ON SLOPES) SHOULD BE PLACED ON A FIRM, PROPERLY PREPARED SUBGRADE. FILL MATERIALS SHOULD BE PLACED IN LAYERS APPROXIMATELY 8 INCHES IN THICKNESS, CONDITIONED TO A MOISTURE CONTENT SUITABLE FOR COMPACTION, AND COMPACTED TO 95% OF THE MAXIMUM DRY DENSITY AS DETERMINED BY ASTM D-1557. 21.) THE EXISTING FILL SLOPES CREATED FROM GRADING ACTIVITIES WILL NEED TO BE REGRADED AND/OR HAVE RETAINING STRUCTURES AT THE TOE OF THE SLOPES SUCH AS CAST IN PLACE CONCRETE WALLS, ECOLOGY BLOCK WALLS OR REINFORCED EARTH WALLS UTILIZING GRID SYSTEMS SUCH AS TENSAR. THE FINAL DECISION ON THE RETAINING STRUCTURE DESIGN WILL BE DEPENDENT ON FINAL SLOPE HEIGHTS. 22.) TO PRECLUDE THE POSSIBLE BUILD-UP OF GROUND WATER OR STORM RUNOFF IN THE SOILS ADJACENT TO THE STRUCTURE, IT IS RECOMMENDED THAT A FOUR-INCH DIAMETER, PERFORATED, RIGID PIPE BE PLACED, PERFORATIONS DOWN, AROUND THE OUTSIDE OF THE BULDING FOUNDATION AT THE FOOTING SUBGRADE ELEVATION. ALL OF THE DRAINAGE SYSTEM SHOULD BE BEDDED IN A DRAINAGE SAND AND GRAVEL AND DESIGNED TO CARRY ANY ACCUMULATED WATER AWAY FROM THE STRUCTURE TO AN APPROPRIATE DISCHARGE AREA. ROOF DRAINAGE SHOULD NOT BE CONNECTED TO THE FOOTING DRAINS BUT MAY USE THE SAME OUTFALL PIPING IF CONNECTED WELL AWAY FROM THE BUIDLING SUCH THAT ROOF WATER WILL NOT BACKUP INTO THE FOOTING DRAINS. 23.) THE FREE FLOW OF WATER TOE•D OR OVER THE SLOPES IS TO BE A 'ED DUE TO POTENTIAL EROSION CONCERNS. LANDSCAPING SHOULD NOT BE DESIGNED TO DIRECT RUNOFF INTO THESE AREAS. ADDITIONALLY, ALL RUNOFF FROM ROOFS, DRIVEWAYS, PATIOS AND HARD SURFACED AREAS SHOULD BE INTERCEPTED, COLLECTED AND DISPOSED OF AWAY FROM STRUCTURES AND SITE SLOPES, AND DISCHARGED WHERE THE WATER WILL NOT EFFECT DOWN SLOPE STRUCTURES, WALLS, OR PROPERTIES. FROM A GEOTECHNICAL PERSPECTIVE, TIGHT LINING OF THE COLLECTED RUNOFF TO THE AREA BELOW THE SLOPE WOULD BE AN ACCEPTABLE MEANS OF DISPOSAL. HOWEVER, SUCH A DISPOSAL SYSTEM SHOULD COMPLY WITH ALL APPLICABLE REGULATIONS AND THE PIPE SHOULD DISCHARGE INTO A MANIFOLD-TYPE STRUCTURE OR ONTO AN ENERGY DISSIPATER SUCH AS A PAD OF CRUSHED ROCK TO AID IN MINIMIZING EROSION. IF AN ENERGY DISSIPATION PAD IS USED IT SHOULD BE A MINIMUM OF THREE FEET ON A SIDE, ONE FOOT THICK, AND COMPRISED OF TWO TO FOUR INCH CRUSHED ROCK INSIDE A STAKED FRAME TO PREVENT DOWN SLOPE MIGRATION OF THE ROCKS. IT IS SUGGESTED THAT CLEANOUTS BE PROVIDED AT CONVENIENT LOCATIONS ALONG THE LENGTH OF THE STORM DRAINAGE SYSTEM FOR MAINTENANCE. ALL PIPING FOR THE DRAINAGE SYSTEM SHOULD BE RIDGED AND SMOOTH WALLED. CORRUGATED, ADS-TYPE PIPING SHOULD NOT BE USED. ALTERNATIVELY, IF INFILTRATION OF THE STORMWATER IS REQUIRED, THE INFILTRATION SYSTEM SHOULD BE CONSTRUCTED AS FAR AWAY FROM THE BLUFF AS POSSIBLE. PERFERABLY AT THE WEST END OF THE LOT. 24.) ALKAI RECOMMENDS THAT ALL FOUNDATIONS BE DESIGNED TO BEAR ON THE MEDIUM DENSE TO VERY DENSE NATIVE SOILS OR STRUCTURAL FILL PLACED AND COMPACTED AS PREVIOUSLY DESCRIBED. CONTINUOUS FOOTINGS SHOULD NOT BE LESS THAN 14 INCHES WIDE AND ISOLATED FOOTINGS SHOULD NOT BE LESS THAN 18 INCHES IN THEIR SMALLEST DIMENSION, REGARDLESS OF THE RESULTLING BEARING PRESSURE. ADDITIONAL FOUNDATION SIZING AND DESIGN CONSIDERATIONS SHOULD BE IN ACCORDANCE WITH UNIFORM BUIDLING CODE REQUIREMENTS, AS MODIFIED BY LOCAL CODES AND REGULATIONS, IN EFFECT AT THE TIME OF CONSTRUCTION FOR STRUCTURES WITHIN SEISMIC ZONE 3 AS DEFINED BY THE UNIFORM BUIDLING CODE. 25.) ALL FOOTINGS ON GENTLE SLOPES (<15%) SHOULD BOTTOM A MINIMUM OF 18 INCHES BELOW THE LOWEST ADJACENT EXTERIOR GRADE AND 12 INCHES BELOW THE LOWEST INTERIOR GRADE. FOOTINGS ON SLOPES STEEPER THAN 15% SHOULD BE DESIGNED TO BEAR A MINIMUM OF THREE FEET BELOW THE FINISHED EXTERIOR SURFACE SOIL GRADE AND BE AT LEAST SIX FEET HORIZONTALLY BACK OF THE FINISHED SOIL FACE CF THE SLOPE. ALKAI RECOMMENDS THAT ALL FOUNDATION EXCAVATIONS BE INSPECTED PRIOR TO PLACING CONCRETE TO VERIFY THAT THE BEARING SURFACE HAS BEEN PROPERLY CLEANED, PREPARED AND SOIL CONDITIONS ARE AS ANTICIPATED. ALL FOUNDATION SUBGRADE AREAS SHOULD BE RECOMPACTED FOLLOWING EXCAVATION. BEARING SURFACES SHOULD BE FIRM AND FREE OF SLOUGHED OR WATER-SOFTENED SOIL. STANDING WATER SHOULD NOT BE ALLOWED TO ACCUMULATE IN THE FOUNDATION EXCAVATIONS. 26.) FOR SPREAD FOOTING FOUNDATIONS DESIGNED AND CONSTRUCTED AS OUTLINED ABOVE, AN ALLOWABLE SOIL BEARING PRESSURE OF 2,000 PSF MAY BE USED FOR FOUNDATIONS BEARING ON THE MEDIUM DENSE INSITU SOILS OR PROPERLY PLACED AND COMPACTED STRUCTURAL FILL. FOR FOUNDATIONS BEARING ON THE DENSE TO VERY DENSE INSITU SOILS AN ALLOWABLE SOIL BEARING PRESSURE OF 4,000 PSF MAY BE USED. 27.) SLAB-ON-GRADE FLOORS MAY .UPPORTED ON PROPERLY PLACED A COMPACTED STRUCTURAL FILL OR ON THE MEDIUM DENSE TO VERY DENSE INSITU NATIVE SOILS FOLLOWING PREPARATION AS OUTLINED ABOVE. A CAPILLARY BREAK/DRAINAGE LAYER CONSISTING OF SIX INCHES OF PEA GRAVEL, OR CLEAN CRUSHED ROCK SHOULD BE PLACED BELOW THE FLOOR SLAB. THE CAPILLARY BREAK MATERIAL SHOULD CONTAIN LESS THAN 1.0% MATERIAL PASSING A U.S. NO. 200 SIEVE AND LESS THAN 4.0% MATERIAL PASSING U.S. NO. 10 SIEVE. A VISQUEEN VAPOR BARRIER HAVING A MINIMUM THICKNESS OF 6-MILS SHOULD BE PLACED BETWEEN THE CAPILLARY BREAK AND THE FLOOR SLAB. ALKAI UNDERSTANDS THAT A SAND CUSHION BETWEEN THE VAPOR BARRIER AND THE BASE OF THE SLAB MAY IMPROVE THE CURING OF THE SLAB CONCRETE. IF A SAND CUSHION IS PLACED BETWEEN THE CAPILLARY BREAK MATERIAL OR THE VAPOR BARRIER AND THE SLAB, IT SHOULD NOT CONTAIN FREE MOISTURE WHEN THE SLAB IS CONSTRUCTED. EXCESS MOISTURE IN THE CUSHION COULD CAUSE IMPERVIOUS FLOOR COVERINGS TO BUBBLE. 28.) AS A PRELIMINARY GUIDELINE FOR TEMPORARY CUTS LESS THAN 10 FEET IN HEIGHT, TEMPORARY SLOPES SHOULD BE MADE NO STEEPER THAN 1H:1V FOR THE DENSE TO VERY DENSE GLACIAL TILL AND NO STEEPER THAN 2H:1V IN MEDIUM DENSE SOILS OR STRUCTURAL FILL PLACED AND COMPACTED AS OUTLINED ABOVE. FOR TEMPORARY CUT SLOPES IN LOOSE MATERIALS OR OVER 10 FEET IN HEIGHT, IT IS RECOMMENDED THAT TEMPORARY SLOPES ARE NO STEEPER THAN 2H:1V FOR THE FULL HEIGHT OF THE CUT. TEMPORARY SLOPES OR EXCAVATIONS SHOULD BE BENCHED AS REQUIRED BY SAFETY REGULATIONS IN EFFECT AT THE TIME OF CONSTRUCTION. THESE TEMPORARY SLOPE RECOMMENDATIONS ARE FOR NATIVE SOILS AND FILL MATERIALS; FLATTER SLOPES MAY BE REQUIRED IN WET WEATHER OR IF SOIL CONDITIONS OTHER THAN THOSE PREVIOUSLY DESCRIBED ARE ENCOUNTERED. THE CONTRACTOR SHOULD BE AWARE THAT SLOPE HEIGHT, SLOPE INCLINATION, AND EXCAVATION DEPTHS (INCLUDING UTILITY TRENCH EXCAVATIONS) SHOULD IN NO CASE EXCEED THOSE SPECIFIED IN LOCAL, STATE, OR FEDERAL SAFETY REGULATIONS; E.G. OSHA HEALTH AND SAFETY STANDARDS FOR EXCAVATIONS, 29 CFR PART 1926, OR SUCCESSOR REGULATIONS. SUCH REGULATIONS ARE STRICTLY ENFORCED AND, IF NOT FOLLOWED, THE OWNER, THE CONTRACTOR, OR THE. EARTHWORK OR UTILITY SUBCONTRACTORS COULD BE LIABLE FOR SUBSTANTIAL PENALTIES. THE CONTRACTOR SHOULD BE MADE RESPONSIBLE FOR THE STABILITY OF ALL EXCAVATIONS AND SLOPES DURING CONSTRUCTION BECAUSE HE IS CONTINUALLY ON SITE AND CAN OBSERVE THE STABILITY OF THE EXPOSED SOILS. IN ADDITION, THE CONTRACTOR SHOULD BE PREPARED TO SHORE ANY UNSTABLE SLOPE AREA AND PROVIDE SHORING AS REQUIRED BY LOCAL, STATE, OR FEDERAL LAWS OR CODES. 29.) IN A DISTURBED CONDITION THE SITE SOILS MAY BE EASILY ERODED BY CHANNELIZED WATER OR SHEET FLOW STORM RUNOFF. THEREFORE, IT IS RECOMMENDED THAT ALL SITE PREPARATION AND EXCAVATION WORK BE COMPLETED DURING THE NORMALLY DRIER PORTION OF THE YEAR. DURING PERIODS OF HEAVY RAINFALL, DITCHING SHOULD BE USED TO DIVERT WATER AWAY FROM STRIPPED AREAS AND VISQUEEN SHOULD BE USED TO COVER THE SLOPES AND SOIL STOCKPILES TO AID IN PREVENTING EXCESSIVE SURFACE EROSION. THIS COVERING ALSO AIDS IN PREVENTING INFILTRATION OF WATER INTO THE UNPROTECTED SOILS. ALL DISTURBED SOIL AREAS AND SLOPES SHOULD BE REPLANTED WITH FAST-GROWING, DEEP-ROOTED GRASS, SHRUBS AND OTHER GROUND COVER AS SOON AFTER FINAL GRADING AS POSSIBLE. IF THE VEGETATION IS NOT FULLY ESTABLISHED PRIOR TO THE ON SET OF WET WEATHER, THE SLOPES SHOULD BE COVERED WITH VISQUEEN TO AID IN PREVENTING EXCESSIVE EROSION AND WATER INFILTRATION. (3., - ii, ileA RT Z Aj 11 r gi • r-O' ud — I /-z I� D� [ LP zs-d d ory 4,-4 5/4• 11, 4-4.,/4" 9 1 l -7 i- %-d -d S-D' R • ,r,� I..� 4 z use aw4cv 616rn 3 A. — — A. (. I �1 1s I �II� d ill 41 [ , , ,-; .,..„ 0 \ I 1 r ,Git6 OAS1 w 24/0 > i I\.....4...ji, *. $ 4. f ,Lt. c" d d J. _ x. 0 - I J III I - --} iiiii --� 5? il y4 Pt w 5E I ' , Lt_.,,r . .,A ' II II Ill! . MIMI s I---H II q T{ ••••=mon ''''''' MIMI AO ps e . I4�10� IMIT miin .AgirrrEms 11110 • 'i7 1 ! mg 1 d Uk !II ., d qk f� A tiI ed - MN ... A f-0' , R-d I, fd '( f-f F SEGOND FLOOR PLAN FIRST FLOOR PLAN I/4" = f-0" I/4" = f—d FLOOR LIVING AREA = 813 SF (+/-) FLOOR LIVING AREA = 947 SF (+/-) 5) n `m C o '43 m _ c in N Z < C� CJJ O Z fV I ► in � i '-' (.... >> _. ALL RIGHTS RESERVED) LAME:ROARK lAME:Ro:new I ADRIAN 6RATCHER REv�S1ONs OB/FlLE(S}:ADIYL3/F I ADRAM BITATC/gt DRAFTING SFRNCE AND THEIR DESIGNER DRAFTING A F�TN G SERVICE °"'� REMARKS DOES NOT ASSUME UABIUTY FOR ANY ERRORS OR OMISSIONS __ ON THESES_ IATE:may.7Z,-1QI{.--___-----__--- Au INFORMATION SHOWN MUST BE VERIFIED BY THr oNNER IRAWN BY-nic as —tII2t KlNrswav DRIVE__ suLiESL AHD/OR GENERAL CONTRACTOR. 'AN r CAPE GIRARDEAU, MO 637Ot composT/IE DESwNER HAS �ECIFC INFORMATWN ABOUT THE SOIL (NOT A REGISTERM ARCHITECT) — -LOCAL CODE COI.PUANCEA FDR THIS DE9GN, ANOLOR CFN_�ERAL Cpr7}TAc7pE E3POf/981.11Y OF THE ONNER ; 50n, 2t1y ; bnb0 �y''11=y<= Zys22R Z .a_,z v - z Wy fir, >L► p~ty1.rn rT1tr12nAj r+1a.. 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