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Home My WebLink AboutCOM2005-00073 Retaining Wall - COM Permit / Conditions - 11/16/2005 MASON COUNTY DEPT. OF COMMUNITY DEVELOPMENT Inspection Line( 60)427-7262 IrfMason County Bldg. 3 426 W. Cedar P.O. Box 186 Phone: (360)427 670,ext. 352 Shelton, WA 98584 lo COMMERCIAL BUILDING PERMIT COM2005-0 073 OWNER: JOHN STRAATMAN RECEIVED: /21/2005 CONTRACTOR: ASHBY HOMES LICENSE: ASHBYH1036RW EXP: 4/10/2006 ISSUED: 1/16/200E SITE ADDRESS: 28611 N U S HIGHWAY 101 LILLIWAUP EXPIRES: /16/2006 PARCEL NUMBER: 323305156013 LEGAL DESCRIPTION: LILLIWAUP BLK: 56 & LOT:13-18&T.L.& 1/2 VAC CABLE BLK: 26 LOT: 4 & WILY 1/2 VAC CABLE PROJECT DESCRIPTION: DIRECTIONS TO SITE: Retaining Wall 101 North to Lilliwaup, site is on left before Lilliwaup Motel and Store. I General Information Construction &Occupancy Information No.of Units: Type of Constr.: Retaining Wall Type of Use: Insp.Area: No.of Bathrooms: Occ. Group: U Type of Work: ACC Fire Dist.: 17 No. of Stories: Occ. Load: Valuation: $ 15,000.00 Building Height: Pre-Manufactured Unit Information Square Footage Information Make: Length: Lot Size: Retaining wall: 240 Model: Width: Building: Year: Serial No.: Basement: Parking Spaces: Setback Information Shoreline&Planning Information Front: Ft. Shoreline: Ft. Rear: Ft. Slope: Ft. Water Body:Hood Canal Shoreline Desig.: Urban Side 1: Ft. SEPA?:Yes Comp.Plan Desig.: Rural Side 2: Ft. Fire Protection System Information Auto Fire Alarm System?: Emergency Key Box?: Standpipe?: Auto Fire Sprinkler System?: Access Road?: Fire Extinguishers?: Fixed Fire Suppression System?: Fire Hydrants?: Fire Lanes?: COM2005-00073 Please refer to the following pages for conditions of this permit. 1 of 4 7) All building permits shall have a final inspection performed and approved by the Mason County Building Department prior to permit expiration The failure to request a final inspection or to obtain approval will be documented in the legal property records on file with Mason County as being non-compliant with Mason County ordinances and building regulations. X 8) Water quality is not to be degraded to the detriment of the aquatic environment as a result of this project. X 9) Prior to final approval, all upland areas disturbed or newly created by construction activities shall be seeded, vegetated or given an equivaleni type of erosion protection (silt fencing or straw matting). X 10) The proposed project must be consistent with all applicable policies and other provisions of the Shoreline Management Act, its rules, and the Mason County Shoreline Master Program.X 11) �:�emporary erosion control measures must be implemented to prevent water quality degradation of adjacent waters or wetlands. Silt fencing nust be installed and maintained until upland vegetation has become established. X 12) pproved per dimensions and setbacks on submitted site plan. Setbacks are measured from the furthest projection of the structure. X 13) All other necessary permits from Mason County, Washington State and/or Federal Agencies that are required for this proposed development and construction must be obtained PRIOR TO SAME DEVELOPMENT AND CONSTRUCTION. X 14 The approval of this project is subject to the recommendations and specifications outlined in the attached geotechnical report or assessment. Structures and /or land modifications (grading, cuts, fills, etc.) required in the geotechnical report/assessment, may require a seperate perrr it. The geotechincal report/assessment shall remain attached to the approved building plans. X 15 roject work shall be consistent with conditions of Mason Environmental Permit No. MEP2004-00088. X This permit becomes null and void if work or construction authorized is not commenced within 180 days,or if construction or work is suspended for a period of 180 days at any time after work is commenced. Evidence of continuation of work is a progress inspection within the 180 day period. Final inspection must be approved before building can be occupied. Proof of c ntinuation of work is by means of a progress inspection.The owneror the agent on the owners behalf,represents that the information provided is accurate and grants employees of Mason County access to the above described property d structureJor r view and inspe ion. / OWNER OR AGENT: \ DATE: COM2005-00073 3 o 4 Plumbing Fixtures Mechanical Fixtures FEES Type Qty. Type Qty. Type By Date Amount Receipt Building Permit Fee KKK R/9119no �Q 1n A99onrnn Plan Check Fee KKK aolignnr, C�,1Rl'A1 99nnrnn Building State Fee NAR(: r;i99ignn,, �a Fn ??nnFnn Building Permit Fee NARr" F19919nnF 09d9 1F . o9nnFnn Total $419.06 CASE NOTES FOR COM2005-00073 CONDITIONS FOR COM2005-00073 1)� NOTE: Inspection is required during costruction of the retaining wall. Call Mason County Community Development for an inspection. f X 2) ; ` The approved site plan is required to be on-site for inspection purposes. If inspection is called for and the site plan is not on site, Approval W LL NOT be granted. In addition, a reinspection fee, based on the current fee schedule, minimum one-hour will be charged and collected by the Mason County Building Department prior to any further inspections being performed or approvals granted. X 3 Any changes in construction shall be reviewed by engineer of record and submitted in writing to the Mason County Building Department prior o construction. All engineering documents are a part of the approved set of plans and must remain attached thereto. If engineering documentS are removed, approval will not be granted. In addition, a reinspection fee, based on the current fee schedule, minimum one-hour will be charged and collected by the Mason County Building Department prior to any further inspections being performed or approvals granted. X 4) Changes to approved building plans that affect compliance to the current Washington State Energy Code (WSEC), ventilation and Indoor Air Quality Code (VIAQ), Building/Plumbing/Mechanical Codes and/or Mason County Regulations shall be approved prior to construction. X 5) ONSTRUCTION PROCESS TO BE FIELD CORRECTED AS REQUIRED PER MASON COUNTY BUILDING DEPARTMENT AND THE ADOPTED BUILDING CODE. The construction of the permitted project is subject to inspections by the Mason County Building Department. All construction must be in conformance with the international codes as amended and adopted by Mason County. Any corrections, changes or alterations required by a Mason County Building Inspector shall be made prior to requesting additional inspectio s. X 6) All property lines shall be clearly identified at the time of foundation inspection. X i COM2005-00073 2 o 4 a • 1 t MARLEY L. YOUNG, CONSULTING ENGINEER P.O. BOX 1343, SHELTON, WA 98584-0959 r Civil Engineering (360)426-7475- (360)490-0939 - Fax (360)426-5789 Stormwater Site Plans Marley L. Young, P.E., P.L.S. Sewer Extensions Civil Engineer& Land Surveyor O ram-- o IIII II I_ LILLIWAUP Post Office 5-08-05 CIVIL ENGINEER'S DESIGN OF A GRAVITY ROCK WALL - 3 FEET HEIGHT ONE TO THREE MAN ROCK - 3 FEET HIGH The soil material on site is assumed to be loose till, and will be used as backfill behind the wall, plus chinking rock for drainrock. One Cross Section used for design Proposed- 3' Tall Retaining wall — of large rock (2,and 3 man rock at the base) The proposed rock retaining wall is being reviewed for sliding resistance, overturning resistance, and bearing capacity The finished slope of the fill behind the wall is expected to be 2' horizontal to 1'vertical. Therefore the slope of the surface equals=2:1 Soil Type A = Surface slope 26.4 Cos = 0.895712 Sin 0 = 0.444635 t ft = Wall depth at top 1 d ft = Wall depth at base 1 H ft = Wall height 3 Batter ft = front face degrees 18,43495 sp gr 3 Man Rock Void Ratio Batter front face tangent 0.333333 62.2 186.6 0.7 Yw = Wall Density pcf = 130.62 Ys = Soil Density pcf = 130 Ystwet = Wet Soil Density pcf 130 0 = Angle of Intemal Friction 32 Cos = 0.348048 Sin 0.529919 Ow= Factored friction Angle .40o 12.8 Qs= 4000 i= Slope above wall 26.4 Surcharge None B= Wall angle at back side 71.56505 Tan(90-B) 0.333333 J r SLIDING RESISTANCE Page 2 of 3 KA = Active pressure coefficient Z csc(B) *Sin (B - �) KA = [Sin (B+pfw) .5 + (Sin (¢+ Ow) Sin (�- i) A.5) C Sin (B + 0.671408 Z- 0.997581 + 0.263496 KA = 0.283459 FA = Active force on wall = .5 (Ys) * (KA) * H A 2 = 165.8236 W = Total weight of Wall =(Yw*H*t)+(((Yw*H*(d-t))/2) = 391.86 Wr= Weight of rock wall 'triangle' = (Yw*H*(d/2) 195.93 Wt = Weight of rock wall 'triangle' = (Yw*H*(t/2) 195.93 Fv = Vertical force on wall from retained soils = FA* (Sin(ow) = 36.73797 Fh = Horizontal forces on wall from retained soil = FA (Cosin(ow) = ) 161.7028 Fr= Force resisting sliding = (W+ Fv) Tano = 267.8177 Safety factor against sliding: SFS = Fr/Fh 1.656235 > 1.5 OK Note: safety factor is greater than 1.5 - Design is O.K. --------------------------------------------------------------------- --------------------------------------------------------------------- OVERTURNING RESISTANCE Mo = Overturning Moment= Fh(.33)H 161.6866 Mr= Moment resisting overturning = Wr* Moment arm. Wr*2/3b 130.62 Wt*Moment arm. Wt * (b + (1/3t)) 261.24 Fv * Moment arm. Fv * ((b+(H/3)*Tan90-B) 48.98395 Mr= 440.844 Safety factor against overturning: SFO = Mr/Mo = 2.726534 >2.0 OK Note: safety factor is greater than 2 Design O.K. --------------------------------------------------------------------- --------------------------------------------------------------------- BEARING CAPACITY Qw= Pressure exerted on soil below base block= (W+Fv)/d = 428.598 as = 4000 Safety factor against bearing failure FSB = Qs/Qw= 9.332755 >2.0 OK Note: safety factor is greater than 2 Design O.K. --------------------------------------------------------------------- --------------------------------------------------------------------- Page 3 of 3 ANALYSIS: Our Analysis is based on a review of the internal and external stability of the wall and DOES NOT INCLUDE either global or seismic analysis CONTRACTOR RESPONSIBILITY: The contractor is expected to use due care in properly setting and installing the rocks. Also the contractor is expected to properly install drainage rock and drainage pipes according to acceptable standards. CHANGED CONDITIONS: The conclusions and recommendations in these engineering calculations are based on the interpretation of information received from the client. In the event that the scope of the project, surface/subsurface or contractal conditions differ from those relied on in these calculations, the civil engineer and the soils engineer should be advised immediately. A review of the changed conditions will be conducted and alternative or remedial recomendations given at that time. ENGINEER'S CERTIFICATE: With the assurance that the above recommendations are adhered to, the 3'wall is stable, no further analysis required. This wall configuration is stable and well within safety factors if the rock wall is three feet high or less. I hereby certify that the engineering shown in this document was performed by me or under my direction. Marley L. Young, P.E., P.L.S., Consulting Civil Engineer ��PPo F P.O. Box 1343 Shelton, WA 98584 r 360 426-7475 �® 14144 444 Project No. 2005-22 DIAL h file: Retanwal.wbl; tab AK; A440-J577 Quattro Pro EXPIRES 3/5 6/ G J MARLEY L. YOUNG, CONSULTING ENGINEER P.O. BOX 1343, SHELTON, WA 98584-0959 ';Civil Engineering (360) 426-7475 - (360) 490-0939 - Fax (360) 426-5789 Stormnrater Site Plans Marley L. Young, P.E., P.L.S. Sewer Extensions Civil Engineer& Land Surveyor o I II III LILLIWAUP Post Office 5-08-05 CIVIL ENGINEER'S DESIGN OF A GRAVITY ROCK WALL - 6 FT. HIGH ONE TO THREE MAN ROCK - 6 FEET HIGH The soil material on site is assumed to be loose till, and will be used as backfill behind the wall, plus chinking rock for drainrock. One Cross Section used for design Proposed - 6' Tall Retaining wall -- of large rock (2,and 3 man rock at the base) The proposed rock retaining wall is being reviewed for sliding resistance, overtuming resistance, and bearing capacity The finished slope of the fill behind the wall is expected to be 2' horizontal to V vertical. Therefore the slope of the surface equals =2:1 Soil Type A = Surface slope 26.4 Cos(ii = 0.895712 Sin 0 = 0.444635 t ft = Wall depth at top 1.87 d ft = Wall depth at base 1.87 H ft = Wall height 6 Batter ft = front face degrees 17.31052 sp gr 3 Man Rock void Ratio Batter front face tangent 0.311667 62.2 186.6 0.7 Yw = Wall Density pcf = 130.62 Ys = Soil Density pcf = 130 Ys/wet = Wet Soil Density pcf 130 4= Angle of Internal Friction 32 Cos 0 = 0,848048 Sin 4 0.529919 ow= Factored friction Angle .40o 12.8 Qs= 4000 i = Slope above wall 26.4 Surcharge None B = Wall angle at back side 72.68948 Tan(90-B) 0.311667 --------------------------------------------------------------------- --------------------------------------------------------------------- SLIMING RESISTANCE Page 2 of 3 KA= Active pressure coefficient 2 csc(B) *Sin (B- �) KA = (Sin (B + w .5 + (Sin (g + ow) Sin (0-)A.5 Sin (B + i) Z 0.68289 [-0998-45 + 0.263884 KA = 0.292653 FA = Active force on wall = .5 (Ys) * (KA) *H A 2 = 684.8077 W = Total weight of Wall =(Yw*H*t)+(((Yw*H*(d-t))/2) = 1465.56 Wr= Weight of rock wall 'triangle' _ (Yw*H*(d/2) 732.7782 Wt= Weight of rock wall 'triangle' _ (Yw*H*(t/2) 732.7782 Fv = Vertical force on wall from retained soils = FA*(Sin(ow) = 151.7181 Fh = Horizontal forces on wall from retained soil = FA(Cosin(ow) _) 667.7898 Fr= Force resisting sliding = (W+ Fv) Tano = 1010.585 Safety factor against sliding: SFS = Fr/Fh 1.513328 > 1.5 OK Note: safety factor is greater than 1.5 - Design is O.K. OVERTURNING RESISTANCE Mo= Overturning Moment= Fh(.33)H 1335.446 Mr= Moment resisting overturning = Wr*Moment arm. Wr*2/3b 913.5302 Wt* Moment arm. Wt* (b+ (1/3t)) 1827.06 Fv * Moment arm. Fv *((b+(H/3)*Tan90-B) 378.2839 Mr= 3118.874 Safety factor against overturning: SFO = Mr/Mo = 2.335455 >2.0 OK Note: safety factor is greater than 2 Design O.K. --------------------------------------------------------------------- --------------------------------------------------------------------- BEARING CAPACITY Qw= Pressure exerted on soil below base block= (W+Fv)/d = 864.8527 Qs = 4000 Safety factor against bearing failure FSB= Qs/Qw= 4.625065 >2.0 OK Note: safety factor is greater than 2 Design O.K. --------------------------------------------------------------------- --------------------------------------------------------------------- Page 3 of 3 ANALYSIS: Our Analysis is based on a review of the internal and external stability of the wall and DOES NOT INCLUDE either global or seismic analysis CONTRACTOR RESPONSIBILITY: The contractor is expected to use due care in properly setting and installing the rocks. Also the contractor is expected to properly install drainage rock and drainage pipes according to acceptable standards. CHANGED CONDITIONS: The conclusions and recommendations in these engineering calculations are based on the interpretation of information received from the client. In the event that the scope of the project, surface/subsurface or contractal conditions differ from those relied on in these calculations, the civil engineer and the soils engineer should be advised immediately. A review of the changed conditions will be conducted and alternative or remedial recomendations given at that time. ENGINEER'S CERTIFICATE: With the assurance that the above recommendations are adhered to, the 6'wall is stable, no further analysis required. This wall configuration is stable and well within safety factors if the rock wall is six feet high or less. I hereby certify that the engineering shown in this document was performed by me or under my direction. Marley L. Young, P.E., P.L.S., Consulting Civil Engineer Y L. P.O. Box 1343 Shelton, WA 98584 360 426-7475 14144 Project No. 2005-22 ISTE NpLeE v ^ file: Retanwal.wbl; tab AK; A300-J437 Quattro Pro t fXPin S 315J04 MARLEY L. YOUNG, CONSULTING ENGINEER P.O. BOX 1343, SHELTON, WA 98584-0959 Civil Engineering (360) 426-7475 - (360) 490-0939 - Fax (360) 426-5789 Marley L. Young, P.E., P.L.S. Stormurater Site Plans y g+ Sewer Extensions Civil Engineer & Land Surveyor O o (II LILLIWAUP Post Office 5-08-05 CIVIL ENGINEER'S DESIGN OF A GRAVITY ROCK WALL - 9 FT. HIGH ONE TO THREE MAN ROCK - 9 FEET HIGH The soil material on site is assumed to be loose till, and will be used as backfill behind the wall, plus chinking rock for drainrock. One Cross Section used for design Proposed - 9' Tall Retaining wall -- of large rock (2,and 3 man rock at the base) The proposed rock retaining wall is being reviewed for sliding resistance, overturning resistance, and bearing capacity The finished slope of the fill behind the wall is expected to be 2' horizontal to 1'vertical. Therefore the slope of the surface equals =2:1 Soil Type A 0 = Surface slope 26.4 Cos 0 = 0.895712 Sin 0 = 0.444635 t ft = Wall depth at top 2.81 d ft = Wall depth at base 2.81 H ft = Wall height 9 Batter ft = front face degrees 17.33952 sp gr 3 Man Rock Void Ratio Batter front face tangent 0.312222 62.2 186.6 0.7 Yw = Wall Density pcf = 130.62 Ys = Soil Density pcf = 130 Ys/wet = Wet Soil Density pcf 130 0 = Angle of Internal Friction 32 Cos¢ = 0.848048 Sin ¢ 0.529919 Ow= Factored friction Angle .40o 12.8 Qs= 4000 i = Slope above wall 26.4 Surcharge None B= Wall angle at back side 72.66048 Tan(90-13) 0.312222 --------------------------------------------------------------------- --------------------------------------------------------------------- SLIDING RESISTANCE Page 2 of 3 KA=Active pressure coefficient z csc(B) *Sin (B - �) KA = Sin (B + 0w)`.5� + (Sin (p + ¢w) Sin // Sin (B + i) 0.682596 Z (0 KA = 0.292415 FA = Active force on wall = .5 (Ys) * (KA) * H^2 = 1539.564 W = Total weight of Wall =(Yw*H*t)+(((Yw*H*(d-t))/2) = 3303.38 Wr= Weight of rock wall 'triangle' _ (Yw*H*(d/2) 1651.69 Wt= Weight of rock wall 'triangle' _ (Yw*H*(t/2) 1651.69 Fv = Vertical force on wall from retained soils = FA* (Sin(ow) = 341.0881 Fh = Horizontal forces on wall from retained soil = FA(Cosin(ow) _ ) 1501.305 Fr= Force resisting sliding = (W+ Fv) Tano = 2277.316 Safety factor against sliding: SFS = Fr/Fh 1.516891 > 1.5 OK Note: safety factor is greater than 1.5 - Design is O.K. OVERTURNING RESISTANCE Mo = Overturning Moment= Fh(.33)H 4503.464 Mr= Moment resisting overturning = Wr*Moment arm. Wr*2/3b 3094.166 Wt* Moment arm. Wt* (b+ (1/3t)) 6188.331 Fv *Moment arm. Fv * ((b+(H/3)*Tan90-B) 1277.943 ------------------- Mr= 10560.44 Safety factor against overturning: SFO = Mr/Mo= 2.344959 >2.0 OK Note: safety factor is greater than 2 Design O.K. BEARING CAPACITY Qw= Pressure exerted on soil below base block= (W+Fv)/d = 1296.964 Qs= 4000 Safety factor against bearing failure FSB= Qs/Qw= 3.084126 >2.0 OK Note: safety factor is greater than 2 Design O.K. Page 3 of 3 ANALYSIS: Our Analysis is based on a review of the internal and external stability of the wall and DOES NOT INCLUDE either global or seismic analysis CONTRACTOR RESPONSIBILITY: The contractor is expected to use due care in properly setting and installing the rocks. Also the contractor is expected to properly install drainage rock and drainage pipes according to acceptable standards. CHANGED CONDITIONS: The conclusions and recommendations in these engineering calculations are based on the interpretation of information received from the client. In the event that the scope of the project, surface/subsurface or contractal conditions differ from those relied on in these calculations, the civil engineer and the soils engineer should be advised immediately. A review of the changed conditions will be conducted and alternative or remedial recomendations given at that time. ENGINEER'S CERTIFICATE. With the assurance that the above recommendations are adhered to, the 9'wall is stable, no further analysis required. This wall configuration is stable and well within safety factors if the rock wall is nine feet high or less. I hereby certify that the engineering shown in this document was performed by me or under my direction. Marley L. Young, P.E., P.L.S., Consulting Civil Engineer P.O. Box 1343 Shelton, WA 98584 360 426-7475 � o� ®,"F��PF IST Project No. 2005-22 NAL F �uh, file: Retanwal.wbl; tab AK; Al50-J290 Quattro Pro DCPiRcS "s/5/0(p MARLEY L. YOUNG, CONSULTING ENGINEER P.O. BOX 1343, SHELTON, WA 98584-0959 Civil Engineering (360) 426-7475 - (360)490-0939 - Fax (360) 426-5789 Stornvmter Site Plans Marley L. Young, P.E., P.L.S. Sewer Extensions Civil Engineer & Land Surveyor O o LILLIWAUP Post Office 5-08-05 CIVIL ENGINEER'S DESIGN OF A GRAVITY ROCK WALL- 12 FEET HIGH ONE TO THREE MAN ROCK - 12 FEET HIGH The soil material on site is assumed to be loose till, and will be used as backfill behind the wall, plus chinking rock for drainrock. One Cross Section used for design Proposed - 12'Tall Retaining wall -- of large rock(2,and 3 man rock at the base) The proposed rock retaining wall is being reviewed for sliding resistance, overturning resistance, and bearing capacity The finished slope of the fill behind the wall is expected to be 2' horizontal to 1'vertical. Therefore the slope of the surface equals =2:1 Soil Type A fil = Surface slope 26.4 Cos = 0.895712 Sin 0.444635 t ft = Wall depth at top 3.75 d ft = Wall depth at base 3.75 H ft = Wall height 12 Batter ft = front face degrees 17.35402 sp gr 3 Man Rock void Ratio Batter front face tangent 0.3125 62.2 186.6 0.7 Yw = Wall Density pcf = 130.62 Ys = Soil Density pcf = 130 Ys/wet = Wet Soil Density pcf 130 = Angle of Internal Friction 32 Cos = 0.848048 Sin {l 0.529919 Ow= Factored friction Angle .40o 12.8 Qs = 4000 i = Slope above wall 26.4 Surcharge None B = Wall angle at back side 72.64598 Tan(90-13) 0.3125 --------------------------------------------------------------------- --------------------------------------------------------------------- I SLIDING RESISTANCE Page 2 of 3 KA= Active pressure coefficient csc(B) *Sin (B- o) KA = Sin (B + ow)^.5 + (Sin (o + ow) Sin (o - i) A.5) Sin (B + i) 0.671408 0.997581 + 0.263496 KA = 0.283459 FA = Active force on wall = .5 (Ys) *(KA) * HA2 = 165.8236 W = Total weight of Wall =(Yw*H*t)+(((Yw*H*(d-t))/2) = 391.86 Wr= Weight of rock wall 'triangle' = (Yw*H*(d/2) 195.93 Wt= Weight of rock wall 'triangle' = (Yw*H*(t/2) 195.93 Fv = Vertical force on wall from retained soils = FA*(Sin(ow) = 36.73797 Fh = Horizontal forces on wall from retained soil = FA (Cosin(ow) = ) 161.7028 Fr= Force resisting sliding = (W+ Fv) Tano = 267.8177 Safety factor against sliding: SFS = Fr/Fh 1.656235 > 1.5 OK Note: safety factor is greater than 1.5- Design is O.K. OVERTURNING RESISTANCE Mo = Overturning Moment= Fh(.33)H 161.6866 Mr= Moment resisting overturning = Wr*Moment arm. Wr*2/3b 130.62 Wt* Moment arm. Wt* (b+ (1/3t)) 261.24 Fv *Moment arm. Fv *((b+(H/3)*Tan90-B) 48.98395 ------------------- Mr= 440.844 Safety factor against overturning: SFO = Mr/Mo = 2.726534 >2.0 OK Note: safety factor is greater than 2 Design O.K. --------------------------------------------------------------------- --------------------------------------------------------------------- BEARING CAPACITY Qw= Pressure exerted on soil below base block= (W+Fv)/d = 428.598 Qs= 4000 Safety factor against bearing failure FSB = Qs/Qw= 9.332755 >2.0 OK Note: safety factor is greater than 2 Design O.K. Page 3 of 3 ANALYSIS: Our Analysis is based on a review of the internal and external stability of the wall and DOES NOT INCLUDE either global or seismic analysis CONTRACTOR RESPONSIBILITY. The contractor is expected to use due care in properly setting and installing the rocks. Also the contractor is expected to properly install drainage rock and drainage pipes according to acceptable standards. CHANGED CONDITIONS: The conclusions and recommendations in these engineering calculations are based on the interpretation of information received from the client. In the event that the scope of the project, surface/subsurface or contractal conditions differ from those relied on in these calculations, the civil engineer and the soils engineer should be advised immediately. A review of the changed conditions will be conducted and alternative or remedial recomendations given at that time. ENGINEER'S CERTIFICATE: With the assurance that the above recommendations are adhered to, the 12'wall is stable, no further analysis required. This wall configuration is stable and well within safety factors if the rock wall is less than 12 feet high or less. I hereby certify that the engineering shown in this document was performed by me or under my direction. Marley L. Young, P.E., P.L.S., Consulting Civil Engineer P.O. Box 1343 ��oF wA ti Shelton, WA 98584 e 360 426-7475 rt p�ors e k9 �►�'�a�� Project No. 2005-22 N -L G�� file: Retanwal.wbl; tab AK; A1-J144 Quattro Pro C?incS 3/5/0lo I WCLLLP MASON COUNTY PERMIT NO. QW DLW 4� ` BUILDING PERMIT APPLICATION 426 W. Cedar• P.O. Box 186, Shelton, WA 98584 Ur� CU,�"u" �'� 1-11 Shelton (360) 427-9670 • Belfair (360) 275-4467 • Elma (360) 482-5269 !' r On the web www.co.mason.wa.us APPLICANT INFO�MATI N CONTRACTOR INFORMATION Owner 'j -1 ' Cy-ryj I r) Company Name Mailing Address P. 0. C Mailing Address City!--�� 11-W State W A6 Zip Code '78SSS City State Zip Code Phone 220• -71- =199 Other Ph. Phone Other Ph. Lien/Title Holder Contractor Reg. # Exp. E mail address E Mail Address Drivers Lic.# DOB Drivers Lic.# DOB SEPTIC /WATER SYSTEM INFORMATION - Connect to New Septic Existing Septic Connect to Water System Name of Water System Well Sewer System Name of Sewer System PARCEL INFORMATION - 12 Digit Parcel No. - Fire District 20 Legal Description ... 1� Site Address (Please include street name, street number and city) '9 i I Oi L; 1 1; U� Directions t0 site _i k. i=' t_">, i":': L.� !.�'z_��► `ii�� I I e h i�� YC 111 iWr �a i}" , i Will timber be cut and sold in parcel preparation?Yes kNo Is property within 200'of Saltwater Lake River/Creek Pond Wetland Seasonal Runoff Stream Slopes or Bluffer 15% Is this permit submittal the result of a Stop Work Notice,Correction Notice or other enforcement action?Yes/No. TYPE OF JOB - New "Add—Alt Repair Other PRIMARY RESIDENCE ❑ SEASONAL ❑ Use of Building Describe WorkNo. of Bedrooms No. of Bathrooms Square Footage- 1st Floor 2nd Floor 3rd Floor Basement Deck Covered Deck Other L-k- t Ltt Sq. ft. Garage Attached Detached Carport Attached Detached MANUFACTURED HOME INFORMATION - Make Model Year Length Width Serial No. No. of Bedrooms No. of Bathrooms Type of Heat Purchase Price$ Replacement Unit? Yes/ No Installer Name Certification No. OWNER/BUILDER Acknowledges submission of inaccurate information may result in a stop work order or permit revocation. Acknowledgement of such is by signature below. I declare that I am the owner,owners legal representative, or the contractor. I further declare that I am entitled to receive this permit and to do the work as proposed in the application. I declare that I have obtained the permission from all the necessary parties. If permission is required from any easement holder or any other party in interest regarding this application or the work proposed in the application, I have obtained permission from them to apply for this permit and conduct the work proposed. The owner or agent on owners behalf, represents that the information provided is accurate and grants employees of Mason County access to the above described property and structure for review and inspection. This permit/application becomes null & void if work or authorized construction is not commenced within 180 days or if construction work is suspended for a period of 180 days. PROOF OF CONTINUATION OF WORK IS BY MEANS OFAPROGRESS INSPECTION.INACTIVITY OF THIS PERMIT APPLICATION OF 180 DAYS WILL INVALIDATE THE APPLICATION. X e�-�t 11'e" Date: �117 J0� Owner 10w6ers p'resentative Contractor (indicate which one) FOR OFFICIAL USE BEYOND THIS POINT Accepted by: Date DEPARTMENTAL REVIEW A VE ENIED NOTES Building Department Planning Department Environmental Health Department Fire Marshal FEES Building Permit Fee Site Ins ection Plan Review Fee EH Review Fee Plumbing & Base Fee Planninq Review Fee Mechanical & Base fee Other Wood/Gas/ Pellet Stove Fee State Fee Viol 'on Fee Pre-Paid at Submittal Valuation $ TOTAL FEES