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Home My WebLink AboutBuilding Miscellaneous 2014-4-16 SPRINGFIELD fNG / L RG01 z �'CI Stf / FEO$C E1 DEVELOPMENT SERVICES DEPARTMENT 4; 225 FIFTH STREET SPRINGFIELD, OR 97477 PHONE (541)726-3753 FAX (541)726-3689 www ci springfield.or.us HIGH-EFFICIENCY LIGHTING SYSTEMS . tea— OREGON RESIDENTIAL SPECIALTY CODE (ORSC) Permit No.: I /I —GO d ) I Jurisdiction Site Address: G / / / 6 ,7k, Subdivision/Lot: m p uti9-c y A-4-c.. CS �- and/or Map and Tax Lot: By my signature below, I certify that a minimum of❑ fifty (50) percent, *❑ seventy-five(75)percent, of the permanently installed lighting fixtures in the above mentioned building have been installed with compact or linear fluorescent, or a lighting source that has a minimum efficacy of 40 lumens per input watt. (Oregon. Residential Specialty Code NI107.2)1 * Check the 75% box if the additional measure selected to comply with ORSC N1101.1 and Table N1101.1(2) requires 75% of lighting fixtures to have energy efficient lamps. Signed: � Date: 1/ -16 Owner! ene al Contractor/Authorized Agent Print - Naine: 1j( UCG W 1 e A- .`d- GuS n J+6 ( Contractor's CCB # / O / 7 17 Expiration Date: 10// !� 1 ORSC Section N1107.2. High-Efficiency Lighting Systems. A minimum of fifty(50)percent of the permanently installed lighting fixtures, seventy-five(75%)percent, if the selected additional energy code measures in the Table N1101.1(2)requires greater lighting efficiency, shall be installed with compact or linear fluorescent, or a lighting source that has a minimum efficacy of 40 lumens per input watt. Screw-in compact fluorescent lamps comply with this requirement. The Building official shall be notified in writing at the final inspection that a minimum of the required percentage of the permanently installed lighting fixtures are compact or linear fluorescent, or a minimum efficacy of 40 lumens per input watt. CAHigh-Efficiency Inter.doc • "al —�SPRINGFIELD ;BUILDING ( UGENE / , ,COUNTY Y `DEPARTMENT, LLC • Exterior Wall Envelope Self-Certification Form Le(Litt- b.) ✓� Cos [-[-o ryes • , am the general contractor or the owner-builder at the following address: 6/ I Cr s - Street Address City f Lf — bolBl Permit# To conform to the 2011 Oregon Residential Specialty Code (ORSC), Section R703.1.1, I am notifying the building official that I am aware of the exterior wall envelope requirements of R703.1.1, and hereby certify that the components of the exterior wall envelope have been installed in accordance with the code requirements. [Section R703.1.1 is provided for reference on the reverse side of this form.] sVV Signature 11 - ib -1v Date • Shared on'spifs02s\dsd'T:\Building Forms\2011 Exterior Wall Envelope.docx Revised 10/1/2011 SPRINGFIELD - Ct.TYOFSPR/NGFIELDr OREGON DEVELOPMENT SERVICES DEPARTMENT 6 225 FIFTH STREET SPRINGFIELD, OR 97477 PHONE (541)726-3753 FAX (541)726-3689 www.ct s pringfield.or.us MOISTURE-CONTENT ACKNOWLEDGEMENT FORM I 'IJ Y U C e w; e0l, ev )- Cu S--i m , am the general contractor or the owner- builder at the following address: Street Address City l �l — ? l Permit # If applicable: �- -7/ Subdiision/Lot Map and Tax Lot To conform with the 2008 Oregon Residential Specialty Code (ORSC), Section R318.2, I am notifying the building official that I am aware of the moisture content requirement of ORSC Section R318.2 and have taken steps to meet this code requirement. [Section R318.2 is provided for reference.] Section R318.2 Moisture content. Prior to issuance of the insulation/vapor barrier approval required by R109.1.5.2 of this code: (A)All moisture-sensitive wood framing members used in construction shall have a moisture content of not more than 19 percent of the weight of dry wood framing members. (B) The general contractor or the owner who was issued the structural permit shall notify the building official on a division approved form that the contractor or the owner who was issued the structural permit is aware of and has taken steps to meet the requirement in paragraph (A). WW� Q-16 -1V Signature Date I:\Moisture Content Aclmow Form.doc Apr 16'14 04:11 p Bruce Wiechert 541-344-3362 p.5 anch -NtINEERING= • April 9.201-[ citm7cArrih"pcEta;lon . _ �stvjctua r fceS h_ni 'St s.0 ;E:v EY'CN:a'•j, ie Mr. Derrick Westover - • Bruce Wiechert Custom Homes, Inc. 3073 SkyaiewLane 5fo ✓R _ C/ Q/ Eugene.Oregon 97405 v RE: ROCKERY RE-TARING WALL EVALUATION . SBR-I y 'WS/ 6191 GRAYSrONE LOOP MOM-AN GATE WEST SUswvrstoN(PHASE IV)-LOT 74 SPRAIGEnEID,OREGON BRANCH ENGMEEJUNG INC PROJECT No.13-017 A geotechnical engineer from Branch Engineering inc. (BEI) has observed construction of the rockery wall built on the west side of the subject site. The wall is constructed into a east facing residual basalt slope of approximately 3:1(11:V1 original grade. The wall is 4-feel in height approximately GO-feet in length and is constructed of angular basalt boulders stacked two (2) high with 8-inches of embedment and a 4:1 batter. The area below the wall is fiat and the slope above the wall has been steepened to 21 for a distance of 10-feet. The cut face of the slope is very stiff/hard reddish brown, weathered basalt with about a 1-foot topsoil zone. No seepage was observed from the cut bank, the boulders are well placed, with good contact points, drained, and backfiiled with crushed aggregate. Angular basalt boulders of sufficient size were used to construct the wall and all have adequate contact points. The boulder sizes range from 2 ro 2-5-feet in diameter. Stability calculations for the worst case are attached • which show all required factors of safety are met. Based on our observations and experience, the subject wall has been constructed in general conformance with the Rockery Wall Design and Construction Guidelines used by the Federal Highway Administration and is consistent with the construction practices in the local area. The wall is currently stable and suitable for its intended purpose as a landscape retaining wall, no . ' surcharge loading from foundations are imposed on the wall. We recommend that surface water be directed away from the walls as best as possible and that drainage at the base of the wall ie periodically inspected and maintained. The base boulders of the wall shall not he undermined by landscaping excavation, nor should water be allowed to pond at the base of the walls. Yard inigation shall be directed away from the wall, . Sincerely, _ Branch Engineering Inc, - '`�\ ✓�%.r X. 4 PE.(7:.7):.! ,:. / :j` Ronald J. Derrick, P.E-, GAi. /� - Principal Geotechnical Engineer _-1r'14:-fir _.,f._..._`-,, • EUGENE-SPRINGFIELD SALEM-KEIZER n0 5'h Street.Springfield,OR 97477 ; p: 541.746.0637 : www.branchengineering-cam Apr 16'14 04:12p Bruce Wiechert 541-344-3362 p.6 BRANCH ENGINEERING INC i 1 0 5th Stns Springfield,OR 97177 GRAVITY RETAINING W.A13.DESIGN Project: Mtn Gate Subdivision-Lot 74--6191 Graystone Loop.Springfield OR Date: 04/09/14 lob 4: 13-017 it Rockery Wall By: RID . 2.)Determination of Structural Dimensions •-•` Hoc= 4 Inclined height of wall Hemb- 0.7 Embed depth in tbet Normally 1 foot l le- 3.181 Hw cos a-!lent Ir - 4.486 He-Hctnh-Bb sin a Bb s 2.5 Bottom of width of wall Bt= 2 Top width of wall alpha a - 14 Wall batter measured from the vertical in degrees theta 0= Inclination of back of wall in degrees measured clock-wise from the horiz 0= 90+a-tan '(Bb-BtyHw) 0= 96.875 rise 1.000 at back of wall run 2.000 at back of wall beta p=tan"rise/run 13= 26.57 Inclination from ground slope behind the wall in degrees 2.)Determination of Earth Pressures _ gamma r= 0.12 Soil unit weight tip'cf phi d= 32 Internal Angle of Friction for retained soil in degrees delta o= 24 Friction angle between two dissimilar materials- 75 0 Ka= Active earth pressure coefficient Ka= sin-(0-11)1s1n`0(0-3X1+O sin1448)sin(o-B)Isin(0+3)sin(0-111'1 Ka= 0.373 P-' Resultant of Active earth pressure .. P_Kaiir'2 P- 0.450 Pb= Horizontal o mponent of P Ph= P cos(90-0 -3) Ph- 0.430 Pc= Vertical component of P Pc= P sin(90-0+o) N 0.133 BRANCH ENGINEERING.INC - PAGE- 1 L. .. Apr 16 14 04:12p Bruce VViechert 541-344-3362 p.7 3.) Evaluation of Eitersal Stability = Horizonatal distance"0"measured from toe of wall in NA"coordinates y'= Vertical distance"CY measured from toe of wall in XV coordinates Horizonatal arrn of individual block soil mass Wi measured from toe of wall in N'1"coordinates Venical arm of individual block soil mass Wi measured from toe of wall in XIV"coordinates WWI+lye2 +....Wsx's W y' W.A/2 +W; •, /W • • Mass Unit Area al; , weight Nies,memeat x. Mass Monson yl sq.ft. ft ft k-ft per lineal ft 1-ft per lineal ft Rock I 625 1.230 0.550 0.880 1.100 0.484 Rock 2 4 1.750 2.250 0.560 0.980 1.260 . „ 0 0.000 0.000 0.000 0.000 0.000 • a/. .. Rock 4 G 0.000 0.000 0.000 0.000 . 0.000 • Soil I 0 0.000 0.000 0.000 0.000 0.000 Totals 3.000 2.800 1.440 2.080 1.744 :;*= 1.4444 y.= 1.2111 IV+ Welch;of call and soil resisting overturning W= Wl+W2+9/34.... \V' 1.440 a= Horizontal ant of W measured from toe in NY planes in fret a cos rc(se+ye tut a) a= 1.695 = Vertical arm of Ph measured from toe in XV.planes in feet b 11.3-Bb sin(a) b= 0.891 e- liorizomtal arm of Pv ancasaured from me in'Pi planes in feet e Bb sin(90-a)-l{13 um(90-0) c 2.606 • 3b.)Evaaation.of Overturning Stability . . Mr Resisting moment in k-ft per lineal feet . Mr Wirt Pv c Mr 2.786 kfft per lineal feet MCI+ Driving moment Md= Fit if MU= 0383 k-ft per lintl feet POSo= Factor of safety against overturning • FOSo= Wa+Pv c/Pb b MSc/ Mr/Md FOSo= 7272>2 Cell will bind if FOSo is not veafergoot nsot koribleo;;,: BRANCH ENGINEERING, INC PAGE-2 • Apr 161404:12p Bruce Wiechert 541-344-3362 p.8 3.c) Evaluation of Sliding Stability F= Coefficient of friction between wall and foundation F= tan s - I'= OA45 N-- Reaction at the base of the wall- - N= W cos a+Pv cos ts=Plt sin . . N- 1.630 Fr- Sum of the forces providing resistance to sliding Fr=NF+W sin of Pv si Fr 1.106 Fd=Stun of the for driving the xall sliding Fd= Ph cosy Fd= 0.417 FOSs= Factor of safety against sliding FOSs= Frird FOSS= 2.650>1.5 C til X be tad if F(Sa is not .- .... ..... ......... . _. . grrattrlbsal3-nsetvsa'bies.: 3.d.) Evaluation of Bearing Capacity and Foundation Stability BF= Width of wall footing in feet B1= Rb=0.5ft Bf 3 feet _gamma y= 0.120 Embedment soil unit weight in kiprcf phi b= 32 Friction angle of foundation soil in degrees (28 deg for Ml.soils) e= Soil cohesion in psi c= 0psf q- Surcharge in psi q=y(1emb-Base rock pad thicicess) q= 0.156 psf Mc= 35.49 from table 4.4.7.1 A from AASHTO 1996 Nq= 23.18 from table 4:4.7.1 A from AASHTO 1996 Ny= 3022 from table 4.4.7.1 A from AASHTO 1996 q,:i,= l:ltirrcrte bearing capacity in ksf 9u=cN,+0.5y 131 Ny+qNy go, 9.056 = Allowable bearing capacity in ksf (ha=gbr3.0 q,v= 3.019 ksf BRANCH ENGINEERING.INC PAGE-3 Apr 16 1404:12p Bruce Wiechert 541-344-3362 p.9 Ecceatrfcity and Bearing Pressures Summing moments about the center of the footing base N= Vil cos a Jr-Pv on a-Ph sin a from Inte C83 above ..;: .. - . - T s.::: Noosa - Nv= 1.581 Nh N sin a Nh= 0394 X Horizontal distance of nonnal force Iron,toe X= Wa+Pvc-Bhb:Nv-Nh tans = 1.430 e,= Ecatntricity of the base reaction from the caner of base of wall measured alirtg the plane parallel to the base of the veal all c,= Bb/2-X/cosa e,- -0.224 BLv3< X,cos a 0.633 1.474 YES If ""NO reset vanbies Bb-X;cos a<2131v3 . ._... ... 1.026 1.667 YES Lf"NO"reset variNes - Maximum Bearing Pressure in psi q„,== (Nab)(l-6 c,/Bb) q,.= 0.301 Jul tlmoz<galt 0.301 3.019 YES If'NO"reset varib(os - Minimum bearing pressure in psf ti. .,...,,, 9,,„- lN/Bb)(1-6e,/Bb) q",y= L002 list This is a straight wall with no change in geometry therefore the rest of the spreadsheet is Irrelevant BRANCH ENGINEERING,INC - PAGE-4