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Home My WebLink AboutGEO2014-00053 for BLD00985 - GEO Geological Review - 3/13/2015 MASON COUNTY DEPARTMENT OF COMMUNITY DEVELOPMENT Planning Division P O Box 279, Shelton,WA 98584 914 (360)427-9670 Geotechnical ReportReview Acceptance Letter March 13, 2015 JERRY VERMILLION 8371 Case No.: GE02014-00053 Parcel No.: 322344490002 Project Description: Geo Report Addendum for new residence on property. The Geotechnical Report for JERRY VERMILLION has been received and reviewed by the Planning Department. The report was prepared by Micahel Staten dated 7/28/2008. Based on the certification provided by the licensed engineer/geologist, the referenced Geotechnical Report was prepared in general accordance with the requirements in the Mason County Resource Ordinance, Landslide Hazard Areas 17.01.100.E.5. Mason County considers the review valid until such time as scope of project, site conditions, and/or regulations change. Should the scope of work, site conditions, and/or regulations change after the original review, then an addendum from the original author of the report may be required to address these changes. The report would only be re-reviewed if a permit for development were submitted after these changes occur. Mason County does not certify the quality of the work done in this Geotechnical Report. Please contact me at (360) 427-9670, ext. 365 if you have questions. Sincerely, Allan Borden Land Use Planner Mason County Planning Department Comments: Geo Report found in 2008 short plat file; linked to addendum submitted with this permit. AHB 3/13/2015 Page 1 of 1 GE02014-00053 �wv�rotecl� �v�,g�weer�wg -�,�IC�Zo�� - oO�g� �eotec�w%ca� Ewv�rowvwewtal pva%wage ° RoadwaU October 24,2012 PLAN N I N G RECEIVED Jerry Vermillion PO Box 594 OCT 2 9 2014 Union,Washington 98592 426 W. ES1R ST. RE: Geotechnical Report Addendum#1 for Vermillion Single Family Residence,*344 State Route 106,Parcel 32234 44 00000,Mason County,Washington Dear Mr.Vermillion, Yl E W 3 2 2 3 4-L4 L4 - q" 1 GL� Envirotech Engineering (Envirotech) has completed this geotechnical report addendum for the above referenced single family residence. The original report, dated July 23, 2008, was prepared by Envirotech (Project #0875). This addendum was prepared in order to provide additional information with relation to the Project and the aforementioned geotechnical report. Specifically, this addendum was prepared in order to confirm that development and existing site conditions were similar with respect to the original geotechnical report, and include the development on a single family residence near the toe of slope. Envirotech conducted multiple site visits with the latest on October 16, 2014. Surface conditions were similar and new geological hazards were not present since conducting our initial geotechnical investigation in 2008. We conclude that the previously proposed development on Lot 1 may proceed per the original geotechnical report. A recently proposed residential development is located at the base of the critical slope. See the attached site plan for the house and septic drainfield locations. For this particular development, there are few geotechnical constraints. This includes provisions for foundations, slope stability, drainage,and septic systems as provided below. Foundations Foundations and fill shall be constructed per the original geotechnical report. However, foundation depth may be reduced to 12 inches below grade. When cutting into the hillside, foundation elevation shall be level with the downslope side of the house unless controlled compaction of the road embankment is achieved. Slope Stability The immediate upslope area is deemed unstable.This shall be mitigated by a foundation retaining wall to hold back the ro adway embankment. In addition, a setback of 10 feet is required from the ascending hillside beyond the roadway.The roadway width will satisfy this setback requirement. Drainage Standard foundation perimeter drains are required for this development, and should have a Envirotech Engineering Geotechnical Report Addendum#1 PO Box 984 Page 1 of 2 Vermillion Single Family Residences Belfair,Washington 98528 Parcel 32234 44 00000 Ph.360-275-9374 October 24,2014 Fax.360-275-4789 i backflow preventer so that roof water does not inundate foundations. Roof drains shall have an outlet beyond the slope toe. A curtain drain is designed to intercept subsurface water from the hillside and outlet beyond the slope toe. See the drainage details attached to this addendum. Septic Systems Septic drainfield locations are shown on the attached site plan. In order to prevent the possibility of adverse impacts, the drainfield shall be at least 30 feet from the top of local slope. In addition, the curtain drain will remove groundwater to mitigate the addition of effluent. Please contact Michael Staten at 360-275-9374 if you have any questions, comments, or require additional information. Best Regards, Envirotech Engineering 1 CLYDE S T q� 3 045 O �� D,o G/FS rER� k I� � �SS�DNALE�G` Michael Staten,P.E. Geotechnical Engineer i i Envirotech Engineering Geotechnical Report Addendum#1 PO Box 984 Page 2 of 2 Vermillion Single Family Residences Belfair,Washington 98528 Parcel 32234 44 00000 Ph.360-275-9374 October 24,2014 Fax.360-2754789 II ATTACHMENTS 1. SITE PLAN 2. DRAINAGE DETAILS 1/4' - 1' CLEAN GRAVEL NOTES- 1) IF IMPERVIOUS SUBSURFACE LAYER IS p O p 0 0 0 GREATER THAN 6 FEET IN DEPTH, CURTAIN 0 0 0 0 0 0 DRAINS SHOULD NOT BE USED. GEOTEXTILE FABRIC O O O O O O 2) SLOPES FOR CURTAIN DRAIN TRENCHES SHALL BE BETWEEN 1.0% AND 2.0%. O O O O O p 3) GEOTEXTILE FABRIC SHALL MEET THE HARDPAN, CLAY OR O O O O O O VARIABLE FOLLOWING SPECIFICATIONS- O O O OTHER IMPERVIOUS TYPE SURFACE O p -O PROPERTY REQUIREMENT TEST METHOD 6 IN p O GRAB STRENGTH 80 LBS ASTM D4632 O PUNCTURE STRENGTH 25 LBS ASTM C4833 T TRAPEZOID TEAR 25 LBS ASTM C4533 1 APPARENT OPENING SIZE > #50 US SIEVE ASTM D4751 2 FT PERMEABILITY 0.004 CM/SEC ASTM D4491 4-INCH PERFORATED PIPE CURTAIN DRAIN DETAILS N.T.S. STEEL CLAMPS (TYP) 10 FT MIN SPACING 1/2 INCH DIAMETER CORRUGATED TIGHTLINE SECURELY FASTENED TO PIPE SIZE PER PLAN TO CATCH BASIN NOTES- TWO 5-FOOT 1. IT IS SUGGESTED TO UTILIZE A ANCHORS (TYP), HEAT WELDED HIGH DENSITY #4 REBAR OR POLYETHYLENE (HDPE) PIPE IN LIEU EQUIVALENT OF CORRUGATED PLASTIC PIPE. PLASTIC PIPE MAY HAVE A LOWER LIFESPAN THAN HDPE. 2. INSPECT ALL CATCH BASINS, PIPES, GUTTERS AND ENERGY TIGHTLINE ➢ETAILS DISSIPATORS EVERY 3 MONTHS, AND N.T.S. MAINTAIN AS NECESSARY. PROJECT/ OWNER/ LOCATION- SINGLE FAMILY RESIDENT GE❑TECHNICAL REPORT JERRY VERMILLIONADDENDUM PARCEL 32234 44 000001 LOT 1 MASON COUNTY, WASHINGTON ENGINEER- ENVIROTECH ENGINEERING PO BOX 984 BELFAIR, WASHINGTON 98528 360-275-9374 DRAINAGE DETAILS SCALE- 1 INCH = 60 FEET 0 �I I i \tSG it I it 6 0 SILT FENCE f \ ISTIIV FENCf X X X TO DECK SLOPE 1013sf a I 10' SETBACK HOUSE � FROM TOE OF LOCAL SLOPE AX 80 EXZgSING TOP OF�SLOPE' TOE OF EXISTIN61 S E LOCAL SLOPE m v 100 PROPOSE 2BD DRAINFIEL 120 PROPOSED 4' DIA EXISTIN CORRUGATED DRAI LD IGHTLINE EN SE DRAIN PIPE THI FEET OF SEWER LINES WITH GROUT OR LARGER DIA. 145. OWNER/ LOCATION, PIPE, JERRY VERMILLION 6371 E STATE HIGHWAY 106 PARCEL 32234-44-90002 UNION, WA H T N ENGINEER, 140 PO BOX ROT984 ENGINEERING LOT 1 DEVEL BELFAIR, WASHINGTON 98528 PER ORIGINAL 360-275-9374 GEOTECHNICA SITE PLAN SCALE�1 INCH �= 60.FEET 0 15 90 -60 EXIST G HGUS \ APPROVED \ � HOOD CANAL MASON COUNTY DCD PLANNI SITE PLAN REQUIRED TO BE OMSfTE CH NGES SUBJECT TO APPROVAL Date ✓ �Z6 SILT FENCE ��_ ITV- t 60 \ 5-A e>>4 >: e ' w / TO SLOPE EXISTING CULVERT CTYP) - '-_ EXISTING CURTAIN DRAIN 115' SHORELINE BUFFER i 10' SETBACK FROM TOE OF LOCAL SLOPE SO EXISTING TOP F/SL E 1 11 V ' SETBACKS ASURED TOE OF ----EXIS11N§ S ER LINE OM THE FU SLLOPE PROJECTION OF TH ILDING - 1 115' STREAM SETBAC PROPOSE n 2131) i r�F9 DRAINFIEL EXISTIG 12 0 PROPOSED 4' DIA EXISTIN / \ WATERN NLINE CORRUGATED DRAINF LD PPRX) IGHTLINE EN SE DRAIN PR POSED\INTERCEPOR DRAI P 1 PIPE THI S E DETAILS. FEET OF SEWER \ LINES WITH GROUT 1 OR LARGER DIA. 145. / PIPE OWNER/ LOCATION- RE EIVED m OCT ,n 4 71 VERMILLION STATE HI GHWAY GHWAY 106 err / o F�1 NXIMATE SPRING / PARCEL 32234-44-90002 HEAD FOR WATER / WASHINGTON CNGTNEER, 140 \ 426 W. C E EY S T. ENVIROTECH ENGINEERING Pp BOX 984 BELFAIR, WASHINGTON 98528 LOT I DEVELOPOMENT 360-275-9374 PER ORIGINAL GEOTECHNICAL REPORT SITE PLAN SCALES 11 INCH 60 FEET 30 60 EXIST G HODS APPROVED MASON COUNTY DCD PLANW G SITE PLAN REQUIRED TO BE 0 \ HOOD CANAL i CHANG S SU JECT TO APPROVAL / � W Y _Date 3 f 3 / SILT FENCE a(.4E 6 0��\ exjsT�c 5-0 e A X CAA w _ 1 SLOPE 14— ; EXISTING CULVERT (TYP) 1 fit l EXISTING CURTAIN DRAIN 115' SHORELINE BUFFER 10' SETBACK FROM TOE OF LOCAL SLOPE I��ING P LA N 1 SO\ �x TOP F/$� E Iv I LL TBACKS AR RED / LD TOE OF EXIS NSI S ER LAVE LOCAL FR TH E FU R ST SLOPE PROJECTIO WING n b- too �115' STREAM SETBAC PROPOSE / s T DRAINFIEL I2Z' �F9� PROPOSED 4' DIA \ EXISTING CORRUGATED EXISTIN WATER LINE NING IGHTLINE DRAI LD PPRX) QSE DRAIN PROPOSED\INTERCEPOR DRAI PIPE`i✓LT,_HIPy19'— S E DETAILS, FEET OF SEWER \ LINES WITH GROUT rj OR LARGER DIA. 145, ♦�j■ D PIPE. QWNER/ LOCATION, OCT 2 2014 JERa I 8371 E STATE HI VERMILLIN 426 W. CED R ST GHWAY 106 / o ` APPRdXIMATE SPRING PARCEL 32234-44-90002 i° HEAD FOR WATER UNION, WASHINGTON 1 40 \ SOURCE / ENVIROTECH ENGINEERING PU BOX 984 LOT 1 DEVELOPOMENT / BELFAIR, WASHINGTON 98528 PER ORIGINAL 360-275-9374 GEOTECHNICAL REPORT SITE PLAN