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EA184846 - Zoning - Residential - Issued Date 06/26/2023 PERMIT City of Eagan ® ® Permit Type: Zoning 3830 Pilot Knob Rd ®®®®® ® ®®® Permit Number: EA184846 Eagan,MN 55122 ®®®® o®m® EAGAN (651)675-5675 1111111111111 www.cityofeagan.com * E R 1 8 4 8 4 6 �k Date Issued: 6/26/2023 Site Address: 4919 Jamie Rose Ct Lot: 6 Block: 2 Addition: Whispering Woods 14th PID:10-83963-02-060 Use: * 10 - 83963 - 02 - 060 * Description: Sub Type: Residential Construction Type: Work Type: Retaining Wall Description: Census Code: - Occupancy: Zoning: Square Feet: Comments: Fee Summary: Total: Contractor: - Applicant - Owner: Vennehjem Building Corporation Michael J Duffy 2500 W Cty Rd 42 #9 3653 Pinecrest Ct Burnsville MN 55337 Eagan MN 55123 (952)890-3000 This permit shall be null and void if work does not start within 180 days of issuance,or if work is suspended for 180 days or more after started. I hereby acknowledge that I have read this application and state that the information is correct and agree to comply with all applicable State of Minnesota Statutes and City of Eagan Ordinances. Applicant/Permitee: Signature ssued B : Signature ---------, s r For Office Use I I peek 184846 I EAGAN I I Date Received: 3830 PILOT KNOB ROAD I EAGAN,MH 55122-1810 L-----------------1 (651)675-5685 1 FAX:(651)675-5694 pfanning(cDcityofea4an.com ZONING PERMIT APPLICATION p Please Identify Improvements on a scaled site plan drawing that shows lot lines,structures,and existing conditions. For projects invohring sigrsfflcant land disturbance,a Stormwater Management Permit and collection of security may be required. Property Site Address: c.(AMJLCA information Owner Name: V "e— Name: I Phone: 9 P 80-7- 3 9-a Contact 5 t11TL 11 Address: fr p_ aL Clty/State/Zip: geo a3 v)"Je r-W — Applicant Signature- Date: to LZ Email address: ter., n/►v .Rstalning WalL<4.feet O Driveway p Shed(ff over 120 sq.ft.,indicate matching O Patio O Sport Court roof style and exterior materials to Type of Work O Sidewalk 0 Fence house) Description of work: 0 Other Planning Setbacks,hard surface coverage,shoreland zoning,bluff zonelsetbacks,etc. �Sr: ved/ enled Date: _ Staff: • Wca -%e r 6t I•�eu-� . Revised Plans Approved: Yes/No Date: Staff: Engineering Grading,drainage,utility easements,wetlands,erosion ntrol,improvements In the Right-of-Way,etc. prov /Denied Date: U3:�S II-010 Staff: Notes: A-n,t w��- 7`i° �r Al" ��7...� Revised Plans Approved: Yes/No Date: Staff: Comments You may subscribe to receive an electrons notification from the City of proposed ordinances by signing up for an email update on the City's website at www.cbofeagan.com/subsciibe. CALL BEFORE YOU DIG. Contact Gopher State One Call at(651)454-0002 or www.aooherstateonecall.oro for protection against underground utility damage. Contact Gopher State One Call 48 hours before you Intend to dig to receive locates of underground utilities. NPROPERTY DESCRIPTION • �o^ — S i. "T �s x` / roe e,el w zHtsPEwNG woods 14TH ADDITION,Dakota eouney, C o 83'17'07aE 123,3 ON PROPERTY ADDRESS 4919 Jamle Rase Court,Eagan,Minnesota H --Z �. �� � _ h J 0 � �o e� 287 a to '�h�0 / a r2 (a/4't`�� / NOTES 8 O (O i v / o L Bearings are based on the recorded plat 0 9 ��/ L Building dimenslam shown are for horizontal and vertical placement of Z structure only.See architectured plans for building and foundation wyw, d 3. No specific sous investigation has been completed on this lot by James W 1`j 4p tr / R.HUI,Inc the suitebft of sons to support the specific house proposed SCALE IN FEET - •- 4¢� / ft not the respo�ptty cf James R.HOI,Inc or the surveyor. E CL gl �• �. ,Y o / / Q 4. No specific title search for existence or nonce of recorded or Rt +� ��oJ %,� m 1/ un-recorded easements has been conducted by the surveyor as a part of this survey.only easements per the recorded plat are shown. S. Proposed grades shown were taken from the gradift&/or deveknunent flan Prepared by James R.H@,Inc. L Grading plan date/revlslon date:8/8/2007. A- -7-4-PJr! ^ ( J , �'� s� lZ�t� BENCHMARK tr a �+! m Bj� Top nut of hydrant located at tots 4 and S.Block 2=977.14 V 14 eta Fy Py, Ji�-----1'- , FLOOR ELEVATIONS q? n 'Af Ng,- LL-.fS,?�9G s�e �/ Proposed O .9 POND ` +� `f\i 7 �R p �_4�� 4 (, Garage Floor @ Front =97S.5 gm 948.8NIL 9".0 ° �19�a0 House Top Garage Top of Bic& =99775..67 S:2 i—ii 4 Lowest Row =966.0 � o A oPORCH LU �� k �'c r0p JJ 9 1 / 1, n / HARD COVER CALCULATIONS DRAWN By j �1ti IL� Lot =27,799 sq.ft. TAA! House/Garage =3,032 sq.ft. DATE Porch =94 sq.ft 8/25/2022 3 I ©8890 t J •���J` Driveway -908 sq.ft.Total Impervious = ,0334 sq.ft.or 14.5%of lot REVISIONS C: 8807 SURVEYOR'S CERTIFICATE 0� t heresy certify that this survey.Ilan or report was prepared by nre or under 8804 my direct supervision and that 1 am a duly Licensed Land Surveyor under the O esw laws of the State of Minnesota.That this survey does not purport to show a0 Z A Denotes set spice easements or encroachments,to the property except as SBOt O Denotes set hon monument shown thereon. CAD FILE 1 O • Denotes found tron monument S this 25th 420789.dxs0 D 9 drain to Derotectopofourb PROJECT NO. X900.0 Denotes odstingelamtlon „��e�� 420783 N88o41'04"E (930.0) Denotes proposdelevation 1 49=01 D ec.y& SHEET I OF 1 Bid Date: Bid Time: June 21,2023 5:11:56 PM Gray Engineering,LLC 612-616-3601 gmyengineeringllc cr usfamily.net Materials Quantity Estimate Soll rs: Block Product Used: ` lllatnd Ppa > Reinforced: 28. Cli V era. Co Retained: X29 1 ntact: o oa. Pro e:t amm , 4.919 Rose Pr ojed Location: orcement Grading Plan ft Jsmes R. .iac.:. G Plan Date: Additional information available upon written request. Notes: The soil parameters used for this preliminary quantity estimate were assumed. Aro site-specific geotechnical information was available at the time th quantity estimate was performed.Actual on-site conditions may differ from the assumed conditions and may cause the estimated quantities to chang( This prelimmary quantity estimate for block and geosynthetic reinforcement is meant to assist the contractor in preparation of a bid package. It dCM not include additional materials that may or may not be required to construct the walls)including but not limited to waste,filter fabrip,draintile or other materials to address drop structures and other obstructions in the reinforced zone. It is the responsibility of the contractor to verify these quanat provided through their own estimate. Gray Engmeermg,LLC accepts no responsibility for any discrepancies between quantities provided in this estimate and quantities required by the final approved design. Length umber ft umber Sq.Yards Total sq ft Wall of wall RON of blocks cif caps of caps of 3XT of block TOTALS: 12 30 5 12 5 35 cu yds of cu yds of cu yds of wall Leveling Pad reinforced soil dralnageAMil 1 5. TOTALS: 1 5 2 PROPOSED SEGMENTAL RETAINING WALL up 4919 JAMIE ROSE COURT ' a 4h E EAGAN , MINNESOTA zz WZ m..rrr_,.o,,vsoa.r....mmbyrrn,m.rntr.am_ W f a �'ou..a..edve..f..�ga.rs.a.�ab.mroa.ma a .�ia..�.sa�naerrwem�B+:.e�s `•..4ram.�mw,..uaa AwsQb `--.-- - • Yr miiduo.V(Y�Y�a.O,aYN.Wbr6dr.aWYrt�t�.WbamlwHt� a .e,o a mar.msd. 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PAGE DESCRIPTION a aasl4r.YOmmmsm.4Va/sbma.9.4.mtflm.mt�Wtr.maePOYrmo r�i�lmr.m./AamCOYR bambOm gym• dYgi.�pbbi0mdrslmmirsRbV4WaddYtmrom. imabddirW�rW..btesl�..rbU4O,�a. .arrb..ar. a 9a. raas r�r.rtrr,vs,�vre°®r,mr m..sre,_r W1 TITLE PAGEIKEY PLAN Y !mlriq}aa,.p.esb !labper.Lm9a.tlr� i+b/Dabv.bre/f.lm�aelrl►iWmastl�maiAam/cYama.amtm.�Pkr r+,sa.mbr,.ab_abm�ama�a+obr� deresr.a...mr4,.rn.ram.ar=.q.• ,a•�6oanatar..svrmrmomeyrrmm�r.Yra�➢ms.are,•r.e.r�m.m®mrb yya WALL ELEVATIONS d W2 SECTIONS AND DETAILS W i ae..u., A3WA-H YVA8n®OTaN1WMK1MNHAVMD 9"d n�im�n .vw+md MOO) 1090-9 19 18 1 9) om ti+. '[awm+�na wama ue ®.,n arw m..ne 94099 NN WLNO—NDOW C"V"q HN1 (089( NN Ota N writl tl3 aaaNIMNa^You N ;� M'1-1 "<JNIZ133N1©N3 "NE] •• ;;;^ .: = iunoa a9a)awmas 403-- wtlr also 3 1 i oc 9 a z L 21 I �aSO 13 a d w • • � W Q 2 Z tsQ U p pOH�W 6Q g � OQ zj �o- 8 1 Y ��■ I : Id pgg a E 11 Q Qn 0 sm CZ � s an � Z3 oQ $ F® jas n 4 mZ mF Y on o� so-o.vrJ y� / �? c all 11 � n 11 �Q �,�i �� as 03 Project: -GE 23-184 4919 Jamie Rose Court[Rev.1]Eagan,Mn Wali:Wail 1 Section #1 at Station 0.00 Report Date June 21.2023 Designer Marty Qray-Gray Engineering,LLC Design Standard National Concrete Masonry Association 3rd Edition Design Static Unit of Measure U.SAMPerial Selected Facing Unit Licensor/Product Line: Anchor Wall Systems,Inc. - - asfl P,ifa id 3XT)4. Name: Diamond Pro Seismic As NIA -- Soil Parameters In Situ FricUen Density V Cohesion Cf Soil Zone Soil Type Anglep [Ibf" [Ib►ft'] Infill(1) CL 280 125.00 n/a Retained(r) CL 28' 125.00 n/a Foundation(f) CL 280 125.00 0.00 Base(b) GW 39° 140.00 n/a Drainage(d) GP 38° 125.00 n/a Section Details Section Height 3.67 Back Slope 0.00' LL Surcharge 0 DL Surcharge 0 Design Height 3.33 It Crest Offset 0.00 ft LL Offset 0.00 It DL Offset 0.00 ft Embedment 0.66 It Wall Batter 7.130 Toe Slope 0.00° Toe Offset 0.00 ft Minimum Factors of Safety Reinforced External Value Internal Value Facing Value FSsi Base Sliding 1.50 FSsl Internal Sliding 1.50 FScs Connection Strength 1.50 FSbc Bearing Capacity 2.00 FSpo Pullout 1.50 FSsc Facing Shear 1.50 FSct Crest Toppling 1.50 FSto Tensile Overstress 1.50 FSot Overturning 1.50 Reinforcements 3XT-Mlrafl Miragrld 3XT Supplier:TenCate Geosynthetics-Mlrafl,FIII Type: Tuft 3,500.00lb/ft FZFcr 1.44 RFd 1.10 LTDS 2,104.38lb/ft RFid 1.05 CAS 0.70 a 0.70 Connectlon/Shear Properties acs1 801.26lb/ft IP-1 1,000.31lb/ft acs2 1,782.57 Wit IP2 2,183.69lb/ft acs max 2,085.67 Ib/R av 1,181.38 Ib/ft Au 45.00 Wit Vu(max) 2,660.84 Ib/ft Analysis Results *Analysis Includes Vertical Forc®s •Embedment Is Included In Bearlmg Capacity External Static FS Bearing Capacity 13.73 Bearing Pressure 431.41 Ib/fts Overturning 25.07 Max Eccentricity 0.00 ft Base Sliding 5.94 Crest Toppling 4.20 Internal Sliding 28.07 Internal Tensile Internal Static Sliding Pullout Overstress Layer Elevation[ft] Rein. Length[ft] FS FS FS 1 865.97 3XT 4.50 28.07 2.63 11.31 Connection Facing Static Strength Layer Elevation[ft] Rein. Length[ft] FS 1 865.97 3XT 4.50 5.57 AnchorWall®Software Version 7.0 Page 1 Printed 6/21/2023 Project -GE 23-184 4919 Jamfe Rose Court[Rev.1]Eagan,Mn Well:Wap 1 6NOINEENED 8�t.19 t7DNS 81r ANCHOW AnchorlWal, k 7.0 SOFTWARE 40 1 rT�BC�litloT�hrtoblr�.. Oldcastle APG AnchorWall®Software Verelon 7.0 Page 2 Printed 8/21=23 varni.+n-7 9.q aua PMa t -OE 23-184 4919 Jamle Rose Court[Rev.11 Eagan,Mn Well:Wap 1 Section 1 Details •Analysis Includes Vertical Forces *Embedment is Included In Bearing Capacity Empirical Checks Check Description Min.Requirement Result Status Hemb Minimum Embe&F t% 10.0000 24.8400 Pass L Min.Reh*rcament Length 4.0000 4.5000 Pass LM Ratio Min.LIH Ratio 0.6000 1.3499 Pass La Min.Anchorage Length 1.0000 2.6289 Pass MhHemb Minimum Embedment 6.0000 7.9567 Pass RsBottom Max mulflple of Hu at bottom 0.0000 2.0000 Pass RsTop Max multiple of Hu at top 0.0000 3.0000 Pass External Checks Static Check Description Min.Requirement Result Status FSbc Bearing Capacity 2.00 13.73 Pass FSct Crest Toping 1.60 420 Pass FSot Overturning 1.50 25.07 Pass FSsI Base Sliding 1.50 5.94 Pass Internal and Local Checks Static Elevation Layer (ft) FSas FSpo F891 FSto 1 865.97 5.57 2.63 28.07 11.31 Static Calculations General Equations Elevation of Influence of live load Egpnfl 3.33ft Eq.7-93 Elevation of Influence of dead load Egdinti 3.33ft Eq.7-94 External Interface friction angle be 28.000 Eq.7-2 Internal Interface friction angle al 18.670 Eq.7.44 External failure plane as 50.810 Eq.6-5 Internal failure plane al 52.100 Eq.7-50 Width of reinforced zona L' 3.50ft Eq.7-3 Increase In width of reinforced zone due to L° 0.00ft Eq.7-4 Increase In height due to backslope h 0.00ft Eq.7-5 Increase In height due to backslope at LP hmax 0.00 ft Eq.7-6 Maximum height of slope Influence hmaxint 0.00ft Eq.7.45 Increase In height due to backslope he 0.00ft Eq.7-7 Equivalent slope at back of rain.zone Iffid 0.000 Eq.7-9 Height of back of wall for ext.stability Hext 3.33ft Eq.7-10 Horizontal width of rein.zone at backslope LO 3.60 ft Eq.7-11 External live load reduction factor glfactor 1.000 Eq. External dead load reduction factor gdfactor 1.000 Eq. Internal active earth pressure Kalnt 0.273 Eq.7-43 External active earth pressure Kaext 0.268 Eq.7-1 Height above rein.area at int failure plane hint 0.00ft Eq.7-26 Hort,Influence distance dint 2.18ft Eq.7-27 Distance dead load applied for broken back Lpqd 3.08 ft Eq.7-29 Earth pressure from soil weight Ps 185.941b/t Eq.7-12 Force of uniform surcharge Pq 0.00 Wit Eq.7-13 Harz.component of Ps PaH 173.741b/ft Eq.7-14 Harz.force of dead load surcharge PgdH 0.001bilt Eq.7-15 Ham.force of live load surcharge PqH 0.00 Wit Eq.7-16 Harz.component of active earth force PaH 173.741b/ft Eq.7-17 Resisting moment arm for PsH Ya 1.11 ft Eq.7-18 Resisting moment arm for PqH Yq 1.67ft Eq.7-19 Vert.component of Ps PsV 6624lb/ft Eq.7-20 Vert.force of dead load surcharge PgdV 0,001b/ft Eq.7-21 Vert.force of live load surcharge PgIV 0.00 Wit Eq.7-22 Vert.component of active earth force PaV 60.24 Wit Eq.7-23 AnchorWall®Software Version 7.0 Page 3 Printed 6/21/2023 Vointinn:7.2.3.6356 Project -GE 23-184 4919 Jamle Rose Court[Rev.11 Eagan,Mn Wall:Wap 1 Resisting moment arm for PsV Xs 4.64ft Eq.7-24 Resisting moment arm for PqV Xq 4.71 ft Eq.7-25 Base Sliding Weight of soil above wall Wrp1 0.00111/ft Eq.7-31A1 Weight of soil above wall Wrp2 0.00 IM Eq.7-31A2 Weight of soil above wall Wr)33 0.001bi t Eq.7-31A3 Dead load over reinforced zone WGTdI 0.001b/ft Eq. Weight of reinforced mass Wri 1875.08lb/ft Eq.730 Weight of soli above wall Wrp 0.00lb/ft Eq.7-31 Base sliding resistance Re 1032.221bM Eq.7-32 Base sliding FS91 5.941 Eq.7-33 Overturning Weight of soil above wall Wrp1 0.00lb/ft Eq.731A1 Weight of soli above wall Wrs2 0.001b/ft Eq.7-31A2 Weight of soil above wall Wrp3 0.00111M Eq.7-31A3 Dead load over reinforced zone WGTcD 0.00lb/ft Eq. Weight of reinforced mass Wrl 1875.081" Eq.7-30 Weight of soil above wall Wrp 0.001b/ft Eq.7-31 Resisting moment arm for rein.zone Xri 2.42ft Eq.7-35 Resisting moment arm for surcharge Xqp 3.381t Eq.7-37 Resisting moment arm In top slope Xr01 1.42ft Eq.7-30A1 Resisting moment arm In top slope Xrp2 3.171t Eq.7-36A2 Resisting moment arm In top slope Xrp3 4.9211 Eq.7-36M Resisting moment Mr 4838.97 ib Eq.7.34 Driving moment Mo 193.06 lb Eq.7-38 Overturning FSot 25.066 Eq.7-39 Bearing Capacity Equivalent bearing area B 4.501t Eq.7-40 Eccentricity of bearing force a 0.00ft Eq.7-41 Applied bearing pressure Qa 431.41 lb/ft' Eq.7-42 Ultimate bearing pressure OUR 6921.92lb/W Eq.12-10 Bearing capacity FSbc 13.727 Eq.12-11 Tensile Overstress LTDS Acn Dn Fgn Layer/ Elevation (IbMt) (ft) (ft) (IbMt) Course (ft) (2-3] [7-S4..Sn (7.58..80] (7-81] 2 885.97 2104.38 3.33 1.67 186.00 Layer/ Elevation FSto qdfn qHn Course (ft) [7.02] [] [] 2 865.97 11.314 1.000 1.000 Pullout Fgn ACn La do Layer/ Elevation '(Ibfft) (Iblft) (ft) (ft) Course (ft) (7-61] [7.63] [7.64] (7-85] 2 665.97 186.00 489.27 2.63 2.00 Layer/ Elevation FSpo Course (ft) (7-88] 2 885.97 2.630 Internal Sliding PsH PgdH PgIH Psv Layer/ Elevation (Ib/ft) (Iblft) (Ibfft) (Ib/ft) Course (ft) (7.87] [748] (7-89] [7-70] 2 865.97 62.55 0.00 0.00 23.86 AnchorWali®Software Version 7.0 Page 4 Printed 6/21/2023 Vearalnn-7.2?t.R.W Project - GE 23-184 4919 Jamie Rose Court[Rev.11 Eagan,Mn Wall:Wan 1 PgdV PgIV PsH PaV Layer/ Elevation QbI t) (Ib/ft) (lblft) (IbI t) Course (it) [7-71] [7-72] [7-73] [7-74] 2 865.97 0.00 0.00 82.55 23.85 We W ri Vu Layerl Elevation (Ib/ft) (Ib/ft) (Ib/ft) F891 Course (ft) 17-761 [7-76] [7-77] [7.78] 2 865.97 334.57 875.06 1421.40 28.073 Connectlon Strength Fgn Fgconn Toonn Layer/ Elevation (Ib/ft) (Iblft) (IbHt) FSce _Course (ft) [7.81] 174M [7.79] [7-80] 2 865.97 186.00 186.00 1036.71 5.574 Crest Toppling Height from top layer to grade Hz 2.00 ft Eq. Hom component of Ps PSH 65.59lb/ft Eq.7-83 Vert.component of Ps PsV 13.391b/ft Eq.7-85 Vert.force from dead load surcharge PgdV 0.00lb/ft Eq.7-86 Vert.force from live load surcharge PgIV 0.00lb/ft Eq.7.87 Resisting moment arm Xw 0.60" Eq.7-90 Resisting moment Mr 183.881b Eq.7-89 Overturning moment M0 43.731b Eq.7-91 Crest toppling FSat 4.205 Eq.7-88 AnchorWaIl®Software Version 7.0 Page S Printed 6/21/2023 Varalon:7.2.3.6358