HomeMy WebLinkAboutRe: retaining walls �- �v�d �'4,��� �,r-�
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INNOVATIVE ENGINEERING SOLUTIONS
May 31, 2016
Rick Moeller •
Heins Nursery
RE: Divine Suroey Retaining Walls(16-d462)
MooneyLake,Minnesota ��%vr�►1y
� Design Assumptionss
. Boulder:24"Deep Unirs
Wall.Batterc 15.0° Design: Coulomb
Live Loa� 50 PSF Dead Load: 0 PSF
Toe Slope: Noize Back Slope: 3H:1V
Seismic: N/A Applied Bearings 2,600 PSF
Soil Design Properties: � y c
Rerained Soil 26° 120 PCF 0 PSF (Sandy I.ean Clay)
Foundarion Soil 26° 120 PCF 0 PSF {Sandy Lean Clay}
Notes:
No soils information was provided for this final design.The onsite material is assumed to be a Sandy Lean
Clay with an intemal friction angle of 26°. Where unsuitable soils are found, a sul�cut may Ue required and
structural fill shall Ue placed and compacted to provide an adequate bearing foundation. The proposed wall
shall be Uackfilled with a Sandy Lean Clay material up at a 1H:1V off the back of the bottom block. The
above minimum soil suength parameters shall be verified prior to constniction.CDP shall be contaeted if the
above soil strength parameters cannot l.�e met and a redesig�i may l�e required.
A global stability analysis has been performed using the soil design parameters as listeci al�ove. The project
geotechnical engineer shall confirm global stabiiity based on the �roposed wall design and the actual
parameters of the onsite soils.
Walt Iayouts and elevarions obtained kom plans prepared by Gronberg&Ass�iates, Inc. dated 11/19/15.
All Building runoff shall be directed away from the back of walls
During wall construction, e�ccavation shall remain within the construction limits shown oi1 the plai�s. Ail
available means and methods used to keep excavation within the construction limits shail l�e incidental. The
contractor shall coordinate relocation of all exisring conduits and services with the utility provider.
We appreciate the opportunity of providing services to you. If you have any questions or comments regardiug
this project,please feel free to contact us.
Sincerely;
jonathan J.-Van Zee
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� GENERAL NOTES: GENERAL NOTES:
D6SION PROVISION3 l$UOOESfED QUALRY A15URANCfi PftOVI510NS�ONTINU8D1
� t. TME POLLOlVMO BPPFCfIV6 STItENQI'H PARAMET8R3 W6AE A93UMED IN S. WALL CON5fRUCTION SHALL BE SUP6RVISED BY A QUAURIED fiNOMEfiR
� ?HE PREPARA770N OP THfi STRUCfUPAL CALCUTATIOlS FOR THE OR tflCNNICIAN TO VERIFY HFLD AND SITE 901L CONDITIONS.IF THIS
9011LDfiRR67A1NMOYVALI.SY4i'6M� tlVORK 6 NOT PBRWSMfD BY THE 517fi OfiOTfiGS1NIGL fiNO1NfiER,A
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CONPACt6D p/BANIUlEI7i'MATFAIAL SNALL B8 0.EMOVED AND REPIACFD
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OR 6XC6EDTHE D6510N CONDIiIIXdS 00.ASSUMPRON&
� 1. ALL 1tlALL 61cGVATION AND 0.EfAINfiD SOIIS SHALL 66 INSP6Cf8D POR
I. TN6WALLSAR6D6SIONEOTDMeEf'fHEFOI.LOWRJODBSIONPAMMETfiR4 OROUNDWATE&CONINTIONS ANY AODRIONAL DMINAOfi P0.0VI910N5
yyy ANOMAXWUNBURCHA&O6IAADINW� SHEET[NDEX REQUIR9D M THE PI6LD SHALI Bfi INCOPPOPAT6D INTO THfi WALL
p UNR7YP& 80ULDBR�31'�4SUNR5 SHEET DESatIPf10N ��AU(.TONASDIAECTEDBYTHeOEOTfiCHNIGLENCMfiE0.
� BA7TNR: 35A' S. WALL BACCPILL MATE0.UL SHALL BE T851ED AND APPROV6D BY THfi
tl 0.6INPORGEMENf� OMVffV �� ��gg}�e�7 6NOMfiE0.MEfifINO 7N6 NINUfUM RflQUI&EMPMS OP THH APPItOVBD
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� LIVBIAAR SOPSF
� ppAp�p�p� p pyp 7D0 SPEqFlCATIONS d ALL 90IL BACI(MLL SHALL BE TFSTSD BY TXE OEQI'EG7NIGL ENGME6A
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� HYDROSTATIG WA(DMINAOEPRDVIDHD)
MPLIfiD BEARING 2,I00 PSP 7. THE CAMMCTOR SNALL E9TAflLISH AND 4ARITNN QUALfTY CONfAOL
n POR THE QONSfAUCT10N OF TNE W',LLL TO A$URE COMM.IM1Cfi WI7H
4 ), THE POUNDATION 90113 AT TXE WALL LOGTO4IS 9HALL BE GPABLfl OF CONTMCT REQUIREMENf9 AND MAINTAIN A6COAD9 OP ITB QUALCfY
� S�PEIY S1IPPORTING 7HE MA%IMUM NPLIED BEARINO PRFSSURE AS ��L
SHOWH @I TH8 WALL PROFlLES WITHOUT FAIWRH OR E%CESSIVE
g SEITLEMfiNT.LOCAL BGMtINO GPACITY SHALL BE CONPI0.MED BY THE SRH 8. ALL WALL 6LfiVATIONS,ORADF9,AND MCIC%OPfi COMD1770N5 SHALL BE
P OfOTflCNNIGL BNOINEEft AFT6A POUNDA770N IXCAVATION AND PRIOR �ERII7m BY THfi ENOINfieA W TNB PIBLD WR COPItORMANCE WRH
'ID WALLCONSfRUCfION. MP0.0V6D DfiSION PIANS•ANY REV1910TJSTOTHfi 61'RUQURE G60ME7AY
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8 PLANS 00 NOT DHFlNE SCOPE OF YYOAK POR MDMWAL fiNR17FS.SEE
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AND ORADES AS SPECIFlED ON TNE PROJECI'CONSTRUCTION DMWIN0.1 MEETINOTHElaLL01YINOCMDATION�. D15NRB EMBANqdR.IT AND FOUNOAiIIXi AUTERUIS BEYqND LINES
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� 1.01 REFHRPNCiSTANDAR�S A. BACKFILL SHACL B6 FREE OF D68RI5 00.OAOANIC b1ATERIAL MEkTINO TH6 C. OVBR�EXGVAiED AABAS SHALL BE BACKFlLLfiD W17H APPRpV2D
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g A OWNER 9HALL BE RESPONSIBLH PO&901L TESTINO AND MSPECf70N qp,� 2p,�pp 7H:IN.
� QUALttYCOHTROIWRINCEMTHWO0.KOPEM710N8 NO.W 0�60 A BOUTAERS AAE MACSD SIDE BY SfDE FOR FULL LENOTH OF tlVALL
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i.01 DBFMITION9 CIAY9 OR OROANIC M1A7ERIALSI SHALL NOT BE USED M THE RBTAINFD SOIL A 6ACKFlLL MAT6AIAL SHALL BE PUCED W ITH A MA%IMUM OF 8•4Ff5 AND
A OIWNAOe AOORPAATE.CLEW P CRUSHfiD ANODUR nOCK LO('A7ED D. MCON7PAGTOR 9HALl 4UBMIT ALRAINED FlLL 9AMPLE AHD TESf 0.85UL75 TO �P'�T6D 7D 9�6 OP 5LW DARD PnOCTpR D8N9RY.A9 D67E&MINED M
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FACIIJTMSDpAINAOE NOT EXC86D THE OPTIMUM MOISfURE CONTRJT AS D6IERMMFD Pl
n B. FOUNDATIONgpIl.SpILMNiE WNEDIAifiLYBENFATHTHHPIRSfCWR9fl � MAT9RIAL GN Bfi SITfi IXGVA7ED MATERW, WHFN THfi ABOVe AOCORDANCB WITH ASTM D698 AND BE NO 1Atl96M1 THAN t%BELOW
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CLAYS OR O0.GANC AU'RRIAW SHALL NOT 8fi U56D IN THE A6fAINED SOIL
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GENERA[NO'�'S•
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7. THE W,�I,ib ENBEONp�T SHAIl,BE A b1W Ib1UM OP 1.5'WHEit�NO TOE SCOA6 IS PpESQNC
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9. A NIMMUN 9 OUNC$ppp7p(T�LE FABEIC SHALL B8�IqCGp BBNIND BONDEp$DUA1N0 N.TOTM,WN1 HEICM S LOW PE6AIEApLE SOIL
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