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Group,LCC.
MEMORANDUM
DATE: October 14, 2010
TO: Michael Gallus—Michael Gallus Construction
FROM: Michael S. Weinkauf, E.I.T. —Civil Solutions Group, LLC.
RE: Briggs Residence Boulder Wall (10-597)
Orono, Minnesota
Design Assumptions:
Boulders, 15° Minimum Setback
Coulomb Design Analysis
Live Load: 50 PSF
Dead Load: None
Back Slope: SH:1 V Maximum
Toe Slope: None
Soil Design Properties:
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Retained Soil 26° 120 PCF 0
Foundation Soil 26° 120 PCF 0
Notes:
No soils information provided. Onsite soils assumed sandy lean clay with an internal friction
angle of 26°. The above minimum soil strength parameters shall be verified prior to construction.
Civil Solutions Group shall be contacted if the above minimum soil strength parameters can not
be met, and redesi�m may be required.
See project specifications for additional information and requirements.
We appreciate the opportunity of providing services to you. If you have any questions or
comments regarding this project, feel free to contact us.
I
.
www.csgmn.com • 8200 Humboldt Avenue South,Suite�00,Bloomfngton,Minnesota 55431 • Telephone(952)294.4755 Fax(952)294.4595
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GENERAL NOTES: GENERAL NOTES:
DESIGN PROVISIONS:
SUGGESTED QUA�ITY ASSURANCE PROVISIONS:
1. THE FOLLOWING EFFECTNE STRENGTH PARAMETERS WERE ASSUMED
IN THE PREPARATiON OF THE STRUCTURAL CA�CULATIONS FOR THE 2. THE FOUNDATION SOILS AT THE BASE OF THE WALL(S) SHALL BE
RETAINING WALL SYSTEM: INSPECTED BY THE GEOTECHNICAL ENGMEER. ANY UNSUITABLE
SOILS OR IMPROPERLY COMPACTED EMSANKMENT MATERIAL SHALL
� C 'Y SOIL TYPE BE REMOVED AND REPlACED AS DIRECTED BY THE ENGWEER
PRIOR TO WALL CONSTRUCTION TO PROVIDE ADEQUATE BEARING
REfAINED SOIL 26' 0 PSF 120 PCF SANDY LEAN CLAY CAPACITY AND MINIMIZE SETTLEMENT.
FOUNDATION SOIL 26' 0 PSF 120 PCF SANDY LEAN CI.AY 3. ALL WALL EXCAYATION AND RETAINED SOILS SHALL BE lNSPECTED
FOR GROUNDWATER CONDITIONS. ANY ADDITIONAL ORAINAGE
SOIL TYPES AND DESIGN PROPERTIES SHALL BE CONFIRMED BY PROVISIONS REQUIRED IN THE FIELD SHALL BE iNCORPORATED INTO
THE SITE GEOTECHNICAL ENGINEER PRIOR TO WALL CONSTRUCTION. THE WALL CONSTRUCTION AS DtRECTED BY THE GEOTECHNICAL
2. THE WALL(S) ARE DESIGN£D TO SUPPORT THE FOl10WING MAXIMUM ENGINEER.
SURCHARGE LOADINGS: S H EET I N D EX 4. WALL BACKFILL MATERIAL SHALL BE TESTED AND APPROVED BY THE
LNE LOAD: 50 PSF ENGINEER, MEETING THE MINIMUM REQUIREMENTS OF THE
DEAD LOAD: NONE SHEET DESCRlFTION APPROVED DESIGN PLANS OR SPECIFICATIONS_
BACK SLOPE: 5H:1 V MAX 5. ALL SOIL BACKFILL SHALL BE TESTED BY TNE GEOTECHNICAL
SEISMIC: NOT APPUCABLE 1 TITLE SI-�EET ENGINEER FOR M015TURE, DENSITY, AND COMPACTION PERIODICALLY
HYDROSTATIC: NOT APPLICABLE 2 SITE PLAN (EVERY 2' VERTICALLY, 100'-200' C/C) MEETING THE MINIMUM
3. THE WALL FOUNDATION SOILS AT THE WALL LOCATIONS SHALL BE 3 NPICAL WALL SECTION(S) REQUIREMENTS OF THE APPROVED DESIGN PLANS OR
CAPABLE OF SAFELY SUPPORTING 2,000 PSF WITHOUT FAILURE OR SPECIFICATIONS.
EXCESSIVE SETfLEMENT. LOCAL BEARING CAPACITY SHALL BE 6. THE CONTRACTOR SNALL ESTABLISH AND MAINTAIN QUALITY
CONFIRME� BY THE SITE GEOTECHNICAL ENGINEER AFTER CONTROL FOR THE CONSTRUCTION OF THE WALI. TO ASSURE
FOUNDATION EXCAVATION AND PRIOR TO WALL CONSTRUCTION. COMPLIANCE WITH CONTRACT REQUIREMENTS ANO MAINTAIN
RECOROS OF ITS QUALf'iY CONTROL
SUGGESTED QUALITY ASSURANCE PROVISIONS: 7. ALl WALL. ELEVATIONS, GRADES, AND BACK SLOPE CONDITIONS
SHA�L BE VERIflED BY TNE ENGtNEER IN THE FIELD FOR
1. WALL CONSTRUCTION SFlAIL BE SUPERVISED BY A QUALIFIED CONFORMANCE WfTH APPROVED DESIGN PLANS. ANY REVISIONS TO
ENGINEER OR TECHNICIAN TO VERIFY FIEID AND SITE SOIL THE STRUCTURE GEOMETRY OR DESIGN CR{TERIA SHALL REQUIRE
CONDITIONS. IF THIS WORK IS NOT PERFORME� BY THE SITE DESIGN MODIFICATIONS PRIOR TO PROCEEDING WITH CONSTRUC110N.
GEOTECHNICAL ENGINEER, A QUALIFlED GEOTECHNICAL
ENGINEER/TECHNICIAN SHALL BE CONSULTED IN THOSE MAITERS
PERTAINING TO THE SOIL CONDITIONS AND WALL PERFORMANCE.
COPYRIGHT (c) 2010 BY CINL SOLUIIONS GROUP. LLC.
CIVIL SOLUTIONS GROUP LLC ���9�Msw P�oject: Registr�Si26No:
No. Date Revision I hereby certify that this plan, specification, or report
' BRIGGS RESIDENCE was prepared by me or under my direct supervls�on and
8200 HUMBOLDT AVENUE SOUTH, SUITE 100 � ORONO, MN tnat duly ' e Professional Enq�neer unde�
p Scalc: Project No: the of t S of M nesota.
BLOOMINGTON, MN 55431
PHONE: �952� 294-4755 3 N�A rUe: 10-597
FAX: (952� 294-4595 5 ��e: TITLE SHEET sneet r+o:
� INFO�CSGMN.COM 14 OCT 10 ��e� �� { d
6 I C is J. Derichs, P.E.
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NOTES:
1. THE SlTE PLAN SHOWN IS FOR ILLUSTRATIVE PURPOSES ONLY.
IT WAS REPRODUCED FROM PlANS PREPAREO BY GRONBERG
& ASSOCIATES, INC. DATED 7-19-10. � 0 30 60 90
2. CONTRACTOR SHAtl VERIFY INVERTS OF NEW AND EXISTING �
UTIUTIES TO ENSURE THERE ARE NO CONFLICTS. THE % �` GRAPHIC SCALE IN FEET
ENGINEER SHALL BE CONTACTED tF CONFLICTS ARISE AND AN (50��71pN$GaOJe
ALTERNATIVE DESIGN MAY BE REQIlIRED.
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COPIRIGHT (c) 2010 BY CIVIL SOlUT10N5 GROUP, LLC.
Designed By: Project: RegistroUon No: I hereb certif thot this lan, s ecification, or re ort
CIVIL SOLUTIONS GROUP LLC No. Date Revision r,sw 48126 Y Y P P p
' BRIGGS RESIDENCE wos prepared by me or u der my direct supervision and
8200 HUMBOLDT AVENUE SOUTH, SUITE 100 � ORONO, MN that du� • n d rofessional Enqineer under
BLOOMINGTON, MN 55431 2 Sca�e: Project No: the aw of t t f Mnnesota.
3 I° = 30' 10-597
PHONE: (952) 294-4755 rtie: l �y�Q
- FAX: �952� 294-4595 5 o°te: SITE PLAN Sheet No: pate:�_
INFO�CSGMN.COM i4 oc7 io
j 6 Cu s J. Oerichs, P.E.
4
NOTES: DRAINAGE STONE SPECIFICATION: RETAINED BACKFILL SPECIFICATI4N:
1. THE SECTION SHOWN REPRESENTS TYPICAL CONSTRUCTION FOR THE DRAiNAGE STONE SHALL CONSIST OF CLEAN 1" MINUS RETAINED BACKFILL SHALL BE FREE OF DEBRIS OR
BOULDER WALLS AT THE BRIGGS RESIDENCE. THE WALL HEIGHTS, CRUSHED STONE MEETING THE FOLLOWING GRADATION: ORGANIC MATERIAL MEETiNG THE FOL�OWING GRADATION:
ELEVATIONS, BACK SLOPES AND TOE SLOPES VARY AS SHOWN ON THE
SITE PLAN. SIEVE SIZE: % PASSING SIEVE SIZE: � PASSING
1" 100 1" 100
2. UPON EXCAVATION, WHERE UNSUITABLE SOILS ARE FQUND, SUBCUT TO 3/4" 10Q-75 3/4" 100-75
DEPTH AS REQUIRED BY THE ONSITE GEOTECHNICAL ENGINEER AND No. 4 0-10 No. 4 20-100
REPLACE WtTH SUITABLE COMPACTED STRUCTURAL FILL TO ACHIEVE THE No. 50 0-5 No. 200 0-60
REQUIRED BEARING CAPACITY. THE STRUCTURAL FILL SNALI BE
COMPACTED TO A MINIMUM 95% STANDARD PROCTOR DENSITY. FREE DRAINING SAND IS ALSO ACCEPTABLE FOR THE PLASTtCIIY INDEX (PI)<2Q AND LIQUID LIMITS (LL)<40
DRAINAGE MATERIAL. IT MUST HAVE <10� FINES
3. APPROXIMATE LIMITS OF EXCAVATION VARIES WHERE SUBCUT iS PASSING THE N0. 200 SIEVE. ON StTE MATERIAL IS
REQUIRED. ACTUAL LiMITS AND SIDE SLOPES TO BE DETERMINED BY ACCEPTABLE IF IT MEETS THIS CRITERIA.
CONTRACTOR AND MATCH FIELD CONDITIONS AND OSHA REGULATIONS.
4. THE MINIMUM BOULDER DEPTH (D) !S A FUNCTION OF THE OVERALL
WALL HEIGHT AS SHOWN IN THE BOULDER DEPTH SCHEDULE. NOTES:
5_ A SMALLER BOULDER MAY BE USED AS A TOP BOULDER (D/2) FOR HI = EXPOSED WALL HEIGHT
FINISHED GRADING PURPOSES. H = EXPOSED WALL HEIGHT + EMBEDMENT
6. THE BOULDERS SHALL BE PLACED TO AVOID CONTINUOU5 JOINT PLANES
IN VERTICAL OR LATERAL DIRECTIONS. EACH BOULDER SHALL BEAR ON
TWO OR MORE ROCKS BELOW IT, WITH GOOD FLAT—TQ—FLAT CONTACT.
8" LOW PERMEABLE SOII.
7. COMPACT ALL SOILS PLACED BEHIND THE DRAINAGE ZONE TO 95� 8 OZ. FILTER
STANDARD PROCTOR DENSITY. p�2 FABRfC 5 MAX
8. THE WALL EMBEDMENT SHALL BE A MINIMUM OF 1.5'. � ��
.,,',a, �
9. DO NOT BRING HEAVY COMPACTION OR PAVlNG EQUIPMENT WITHIN 3' OF
THE BACK OF THE PROPOSED RETAINING WALL. (3/4DRCRUSHED�STONE - �'�� � � `
) :';:` �`�''�::.` �.,::' .:-.� 2' APPROXIMATE LIMITS
10. THE BOULDER WALLS ARE DESiGNED AS GRAVITY WALLS: _ �;_,;:;�_��,� RETAINED SOIL� � OF EXCAVATION
.• ,..
MWlMUM SAFETY FACTOR FOR OVERTURNWG............... 1.5 = ``':'--�:��'
MINIMUM SAFETY FACTOR FOR SLIDING.................. 1 5 �5• �������'��� �� �
••.. . DRIVEWAY - ��I�'-2�—�
..;la..'.�'.
11. PLACE A 4" DIA CORRUGATED PERFORATED PVC DRAINTILE W/SOCK AT ��-��-�: ��- �.�,�.�.'��-�� � — � SEE NOTE 3
THE FINISHED GRADE OF WAt1S AS SHOWN. OUTLET AT LOW POINTS '+'"�"��!'�' '��� BENCH CIfT
ALONG WALL. ::-�:�.:_:-° .._...;...
' =—� - - - - - - ��
� f ,...D�,... \ /
12. CIVIL SOLUTIONS GROUP SHALL HOLD NO LIABILITY FOR CONTRACTOR \ / � / „ „
NEGLIGENCE. 1�� `�1 1� �1 �
1 �� �1_ � _ � � _1 �f 1
OULDER DEPTH SCHEDULE: 4" PVC DRAINTILE W/SOCK. OUTLET THRU FACE �
B OF WALL AT THE LOW POINTS ALONG WALL SUBCUT (SEE NOTE 2)
WALL HEIGHT (H): MINIMUM BOULDER DEPTH �D):
0 — 4 ------------- 24� TYPICAL BOULDER WALL SECTION
5 ------------- 27"
6 ------------- 30"
7 ------------- 33"
8 ------------- 36"
9 ------------- 39"
COPYRIGHT (c) 2010 6Y CIVIL SOLUT70N5 GROUP, LLC.
Designed By: Project: Reg�stration No:
CIVIL SOLUTIONS GROUP, LLC No. Dote Revision By 48�26 I herPbyPcertify�hat this plan, specificotion,P r report
MSW was re ared b me or un m direct su ervision ond
8200 HUMBOLDT AVENUE SOUTH, SUITE 100 � BRIGGS RESIDENCE tnat am ui 'ce se Pr fessional Engineer under
Sca�e: ORONO, �"�N Project No: th I ws of at f inn soto.
BLOOMINGTON, MN 55431 2 i�4• _ �'-o" 10-597
PHONE: �952� 294-4755 3 TiUe:
FAX: (952� 294-4595 5 °°te: TYPICAL WALL SECTION(S) Sheet No: �o � `p
14 OCT 10 Date:
INFOQCSGMN.COM 6 3 Curti J. Denchs, P.E.
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