HomeMy WebLinkAbout2005-P09072 - retaining wall PERMIT '
CITY OF ORONO permit Number:
2750 Kelley Parkway- PO Box 66 Po9o72 �
Crystal Bay, Minnesota 55323 P2r1711t Type: User Defined Surc Building
(952) 249-4600 Date Issued:
8/23/2005
SITE ADDRESS: 1300 Shoreline Dr Unit#
Wayzata,MN 55391
P��� 02-117-23-31-0018
DESCRIPTION:
Proposed Use: Residenrial
Permit Class: General
Permit Type: User Defined Surc Building Pernvt Sub-type(s): Retaining Wall
DETAILS:
Approved per resolution#:
Sepazate permits required:
NOTICES/REMARKS:
Provide Engineering on Boulder Wall-etc-see Notes!
FEE SUMMARY: Permit Fee: $ 209.25 valuation: $ 12,000.00
Plan Review Fee: $ 135.98
State Surcharge Fee: $ 6.00
TOTAL FEE: $ 351.23
APPLICANT: Superior-Design Landscapers Inc. OWNER: Richard Brown
P.O.Box 352 1300 Shoreline Dr
Loretto,MN 55357 Wayzata,MN 55391
THE UNDERSIGNED HEREBY REQUESTS PERMISSION TO MAKE THE REAL IMPROVEMENTS SPECIFIED
AND AGREES TO DO ALL WORK IN STRICT COMPLIANCE WITH ALL CITY OF ORONO ORDINANCES AND STATE OF
MINNESOTA BUILDING CODE REQUIREMENTS.
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APPLICANT PERMITEE SIGNATURE I SLTED BY SIGNATURE
Copies: 1-File(Signatures Reguired), I-Applicant, 1-Monthly Reports, 1-Assessing,(If Septic, 1-Septic) Page 1
,�0� City of Orono �rV( o�Z�-��� FOR CITY USE ONLY ,
O{ O P•O.Box 66 Date Received: [Y„_ ��, Permit#
�� 2750 Kelley Parkway
a 't�{�r%r. � C stal Ba ,MN 55323 � � �
�, �.� ti rY Y Amount: $ (; d .U.P Filed:
��,����y�` (952)249-4600 � �v � .
�KOs Approved By Site Plan: U '2'2 b
Recommends: A roval Denial ❑
�3sia3
CITY OF ORONO - USER DEFINED/GENERAL PERMIT
(All permits must be approved Uy the Building Official and/or Zoning Department)
'Job Site/Owner Inforniation:
Site Address: . � � �C' � ��v •'� �,��V�� d r ��t/ e
Owner: ��C l��t✓`c�` IJ (`v� ►� Mailing Address:
City: �►��' �� �' Zip:
Home Phone: Alternate Phone:
Conhactor/Applicant Information: �
p�S i''��. I
Contractor/App.:-S U��'r't� �" ��'s�� �'� �'`�"`�'S��Contact Person: ��f k v1 (U� IS� ✓1
Address: �� O �j�J�( 3 � c� State License#:
City: �'�'� rf�' Zip: �S 3� � Expiration Date:
Phone: 76 3 `� 7� '�� �� � Alternate Phone: 6�� `? C�' � o (��/
TYPES OF USER DEFINED PERMITS
❑ Stairwav to Lake [�'Retainin Walls ❑ Temporarv Trailer
General-User Defined Surcharge General-User Defined Surcharge General-User Defined
*(Per UBC) * (Per UBC) *$30.00
*Estimated Cost: $ *Estimated Cost: $ D G�', v�
❑ Docks—42"or Greater ❑ Land Alteration ❑ Zoning Review
General-User Defined Surcharge General-User Defined General-User Defined
❑ Commercial—(Per UBC) ❑ 0-500 Cubic Yards *ForO-75'Zone-$30.00
*Estimated Cost: $ $50.00(Needs Site Plan)
General-User Defined ❑ 501+Cubic Yards
❑ Residential- $30.00 $50.00(Needs C.U.P.)
❑ Tree Removal
General-User Defined
*Within 0-75' -$30.00
I herby apply for a User Defined Permit and I acknowledge that the information above is complete and
accurate; that the wark will be in conformance with the Ordinances and Codes of the City and with the State
Building Code;that I understand this is not a permit and work is not to start without a perniit;and that the work
will be in acco ce with the approved plan.
----- ����� ��- t 5=� s
plicant Date
(Usc DeSned Permit 3/18/Qy)
.
- CiT� dF ORON4
:,� �ITE PI.AN .�C GRADlNG PLA�1
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ORONO MINNESOTA � ��� � � ��-- _
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GENERAL NOTES: GENERAL NOTES:
DESIGN PROVISIONS: SUGGESTED QUALITY ASSURANCE PROVISIONS:
�. THE FOLLOWING EFFECTIVE STRENGTH PARAMETERS WERE 2. THE FOUNDATION SOILS AT EACH WALL LOCATION SHALL BE
ASSUMED IN THE PREPARATION OF THE STRUCTURAL ._a INSPECTED BY THE ENGINEER. ANY UNSUITABLE SOILS OR
CALCULATIONS FOR THE KEYSTONE RETAINING WALL _ � IMPROPERLY COMPACTED EMBANKMENT MATERIAL SHALL BE
SYSTEMS: �.� RE�OVEO AND REPLACED AS OIRECTED BY THE ENGINEER
� C T SOIL TYPE PRIOR TO WALL CONSTRUCTION TO PROVIDE ADEQUATE
REINFORCED SOIL 32' 0 120 PCF SELECT GRANULAR BEARING CAPACITY AND MINIMIZE SETTLEMENT.
REINFORCED SOIL 26' 0 120 PCF SANDY LEAN CLAY
RETAINED SOIL 26' 100 120 PCF SANDY LEAN SAND 3. ALL WALL EXCAVATION AND RETAINED SOILS SHALL BE
FOUNDATION SOIL 26' 100 120 PCF SANDY LEAN SAND �� INSPECTED FOR GROUNDWATER CONDITIONS. ANY
ADDITIONAL ORAINAGE PROVISIONS REQUIRED IN THE FIELD
SOIL TYPES AND DESIGN PROPERTIES SHALL BE CONFIRMED �- SHALL BE INCORPORATED INTO THE WALL CONSTRUCTION AS
BY THE SITE GEOTECHNICAL ENGINEER PRIOR TO WALL D�RECTED BY THE ENGWEER.
CONSTRUCTION.
:
4. WALL BACKFILL MATERIAL SHALL BE TESTED AND APPROVED
2, THE WALLS ARE DESIGNED TO SUPPORT THE FOLLOWING BY THE ENGINEER FOR USE IN THE REINFORCED ZONE
MAXIMUM SURCHARGE LOADINGS: MEETING THE MINIMUM REQUIREMENTS OF THE APPROVED
LIVE LOAD: 250 PSF PARKING LOT DESIGN PLANS OR SPECIFICATIONS.
DEAD LOAD: 820 PSF DEAD LOAD
BACK SLOPE: NONE 5. ALL SOIL BACKFILL SHALL BE TESTED BY THE ENGINEER
SEISMIC: NOT APPLICABLE S H E ET I N D E X FOR MOISTURE. DENSITY, AND COMPACTION PERIODICALLY
HYDROSTATIC: NOT APPLICABLE (EVERY 2' VERTICALLY, 100'-200' C/C) MEETING THE
PAGE DESCRIPTION MINIMUM REQUIREMENTS OF THE APPROVED DESIGN PLANS
3. THE WALL FOUNDATION SOILS AT RETAINING WALL
OR SPECIFICATIONS.
LOCATIONS SHALL BE CAPABLE OF SAFELY SUPPORTING 1 TITLE SHEET
1,920 PSF WITHOUT FAILURE OR EXCESSIVE SETTLEMENT. 2 SITE PLAN 6. WALL CONSTRUCTION SHALL BE PERIODICA�LY INSPECTED BY
LOCAL BEARING CAPACITY SHA�L BE CONFIRMED BY THE 3 WALL 1, 2 & 3 ELEVATIONS THE ENGINEER TO INSURE THE GEOGRID REINFORCEMENT
SITE GEOTECHNICAL ENGIN�ER AFTER FOUNDATION 4 TYPICAL WALL SECTION DETAILS TYPE, ELEVATIONS, AND LENGTHS ARE INSTALLED IN
EXCAVATION AND PRIOR TO WALL CONSTRUCTION. ACCORDANCE WITH APPROVED DESIGN PLANS.
5 TYPICAL COMPAC UNIT DETAILS
6 SPECIFICATIONS 7. ALL WALL ELEVATIONS, GRADES, AND BACKSLOPE
SUGGESTED QUALITY ASSURANCE PROVISIONS:
CONDITIONS SHALL BE VERIFIED BY THE ENGINEER IN THE
1. WA�� CONSTRUCTION SHALL BE SUPERVISED BY A QUALIFIED FIELD FOR CONFORMANCE WITH APPROVED DESIGN PLANS.
ENGINEER TO VERIFY FIELD CONDITIONS AND SITE SOIL ANY REVISIONS TO THE STRUCTURE GEOMETRY OR DESIGN
CONDITIONS. IF THIS WORK IS NOT PERFORMED BY THE CRITERIA SHALL REQUIRE DE51GN MODIFICATIONS PRIOR TO
SITE GEOTECHNICAL ENGINEER, A GEOTECHNICAL ENG�NEER PROCEEDING WITH CONSTRUCTION.
SHALL BE CONSULTED IN THOSE MATTERS PERTAINING TO �p'j� ,� _ /�Q-°v�/1-P <=�'``S�r�e-e-�'Lc'�S vsJ (�o�L�—` WA�'�' /�S.✓�p.
-�'- I � �-
THE SOIL CONDITIONS AND WALL PERFORMANCE. -�jCK✓�1 N'�'�y 6� m�����P Ne���(,��0 2
- D�(tk� J�Jk��l� w-e T�1-►�t t�
COPYRICHT (c) 2005 BY CIVIL SOLUTIONS GROUP, LLC. ���`� 7r�r `�NC� �
CIVIL SOLUTIONS GROUP, LLC Des�qned 8y: ProjecL Reg�stration No
No. Date Revlslon gy SR$ I hereby certify that thi pl specification, or report was
BROWN RESIDENCE 25493 prepared by me o nd r d�rect supervision ond that
' 8200 HUMBOLDT AVENUE SOUTH, SUITE 100 � or.� duly �icens o ss� na� Engineer �nder the �aws
BLOOMINGTON, MN 55431 sca�e: ORONO, MN P�o�ect No: of the Sto e n o a.
PHONE: (952) 294-4755 � N�A r�t�e: 05-221
FAX: (952) 294-4595 oate: TITLE SHEET o��W"'q N� Z�Z-��
MIKE@CIVILSOLUTIONSGROUP.COM � 28 JULY 05 I Dote:
M�chael R. Jonns , P.E.
N OTE:
� 1. THE SITE PLAN SHOWN IS FOR ILLUSTRATIVE PURPOSES ONLY. .
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COPYRIGHT (c) 2005 8Y CNIL SOLUTIONS GROUP, LLC.
CIVIL SOLUTIONS GROUP LLC Designed 8y: Piojecl: Registration No:
No. Date Rev�s�on gy I hereby certify that this an specificotion, or report was
i SRS BROWN RESIDENCE 25493 prepared by me or under my d�rect superv�sion and thot
- 8200 HUMBOLDT AVENUE SOUTH, SUITE 100 � am dul e d es �o I Engineer under the �aws
Sca�e: ORONO� �"�N Project No: of the S�at of i s a.
BLOOMINGTON, MN 55431 NTS 05-221
PHONE: (952) 294-4755 rt�e:
FAX: (952) 294-4595 Dote: Drawinq No: os
SITE PLAN ��''a�
2 Dole:
MIKE@CIVILSOLUTIONSGROUP.COM 28 JULY 05 Michael R. .Johns , P.E.
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: - NOTES:
1. THE SECTION SHOWN IS A REPRESENTATIVE WALL SECTION. THE WALL HEIGHTS,
' ELEVATIONS, & GRID LENGTHS VARY ACCORDING TO THE WALL ELEVATION AND
SITE PLAN RESPECTIVELY.
�. UPON EXCAVATION, WHERE UNSUITABLE SOILS ARE FOUND, SUB CUT TO DEPTH
"D" AS REQUIRED AND REPLACE WITH SUITABLE COMPACTED STRUCTURAL FILL TO
ACHIEVE THE REQUIRED BEARING CAPACITY. THE STRUCURAL FILL IS TO BE
COMPACTED TO A MINIMUM 959� STANDARD PROCTOR DENSITY.
3. SELECT GRANULAR IS TO BE USED IN THE REINFORCED ZONE OF WALL 3 AND IN THE
HATCHED AREAS AS NOTED ON WALL ELEVATION SHEETS. THE ON SITE SOIL MAY BE
BE USED IN ALL OTHER REINFORCED AREAS. •
4. NO ON SITE ORGANIC MATERIAL SHALL BE USED IN THE REINFORCED ZONE.
5. APPROXIMATE LIMITS OF EXCAVATION VARIES WHERE SUBCUT IS REQUIRED. VARIES VARIES VARIES
8" LOW PERMEAB E SOIL
KEYST E 4" CAP UNIT DRIVEWAY
W KEYSTONE COMPAC UNIT � //
� � 8' GRID IENGTHS �
> ' —� i .
' � ` RETAINED SOIL
--� /
/
N � ,
� KEYSTONE 4" CAP UNIT � ; ' � ' � '
Q ' 8' GRID LENGTH � '
� APPROXIMATE LIMITS
> 32 �
� � OF EXCAVATION
-- /
KEYSTONE COMPAC UNIT . SELECT GRANULAR �� �
24" UNIT CORE FILL / •
� (3/4" CRUSHED STONE) � I i �/ '
� FINISHEO GRADE 32 � 10' GRID LENGTH �
- -- - /
, : I ' I -,- - - " SEE NOTE 5
I � NATIVE SOIL- I� I��:I I I I 1�
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. :
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��., ,�� SOIL CORRECTION �� 1�� .' �1 "D"
1 �. ,' i :� 1 �. ,�' 1
�--------- ----- -------------------------------�------------Y _J �
6" X 24" UNREINFORCED CONCRETE — 4" DIA CORRUGATED PERFORATED PVC
OR CRUSHED STONE LEVELING PAD DRAINTILE WITH SOCK. OUTLET THRU
FACE OF WALI � 30' O.C.
SU6CUT (SEE NOTE 2)
_ TYPICAL REINFORCED WALL SECTION
COPYRIGHT (c) 2005 BY CNIL SOLUTIONS GROUP, I.LC.
CIVIL SOLUTIONS GROUP LLC Desiqned By: Projecl: Re 5�,a,,o� No:
� No. Date Rev�s�on gY $RS g� I hereby certi(y that this plan specification, or report was
BROWN RESIDENCE 25493 prepared by me or un r y direct supervision and that
- 8200 HUMBOLDT AVENUE SOUTH, SUITE 100 � am du� �i ns d fes ional Engineer u�der tne �aws
BLOOMINGTON, MN 55431 sca�e: ORONO, MN P�oiect No: of the S te t n to.
PHONE: (952) 294-4755 I/4• = I'-0' 05-221
FAX: (952) 294-4595 rt�e:
°°``: TYPICAL WALL SECTION DETAILS Drowing No: �,��[�s
MIKECa?CIVILSOLUTIONSGROUP.COM 28 JULY 05 4 �ote:
M�chael R. o son, P.E.
Y
� - BASE LEVELING PAD NOTES: s�� CRUSHED ROCK OR
• MINI CAP UNIT UNREINFORCED CONCRETE � , , s
1. THE LEVELING PAD IS TO BE CONSTRUCTED WIDTH; 1 g" LEVELING PAD � a � `
• OF CRUSHED STONE OR 2,000 PSIt DEPTH; 10" 8� • ° ' a
UNREINFORCED CONCRETE. HEIGHT: 4" � � � ' ° �
2. THE BASE FOUNDATION IS TO 8E APPROVED WEIGHT: 40 LBS `
8Y THE SITE GEOTECHNICA� ENGINEER PRIOR �
TO PLACEMENT OF THE LEVELING PAD. 4" CAP UNIT �TANDARD ELEVATION
2 — 4" CAP UNITS OR
' ' 1 — 8" CAP UNIT 8'� STANDARO
COMPAC UNIT '•:• •:..:. .• � � ' � ' "' ' " ' .•�j %��% UNIT
WIDTH: 18" ��/���/���/��//���/���/���/���/�� �/���/���
OEPTH: 12"
HEIGHT: 8" ELEVATION g" $TEP
WEIGHT: 85 LBS
. g�
• 12" 12"t
o O o
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—1 I I-1 I I-1 I I-1 I I I I I-1 I I I I I-1 I I-1 I I-
6" CRUSHED ROCK OR 24" COMPAC PLAN
UNREINFORCED CONCRETE
LEVELING PAD SECTION
� COMPAC UNITf BASE PAD ISOMETRIC VIEW 2 LEVELING PAD DETAIL 3 TOP OF WALL STEPS 4 COMPAC UNIT
5 SCALE: 3/8" = 1'-0" 5 SCAI.E: 1/4" = 1'-0" 5 SCALE: 1/4" = 1'-0" 5 SCALE: 1" = 1'-0"
NOTE: NOTE:
3" OF SOIL FILL IS REQUIRED BETWEEN t. FOR PIPES LARGER THAN 24", A CONCRETE 1. PLACE SONOTUBES AT FENCE POST
OVERLAPPING GEOGRID FOR PROPER COLLAR MAY BE CAST AROUND PIPE FOR LOCATIONS DURING WALL CONSTRUCTION.
ANCHORAGE EASE OF CONSTRUCTION AND APPEARANCE.
SAW CUT UNITS TO FIT 2• GROUT FENCE POST IN SONOTUBES.
WITHIN 1/2" OF PIPE
CONCRETE COLLAR FENCE POST
(IF APPLICABLE)
3' MIN. ;:� ;,;,
- ����I„
i::�
�
o I
i �• ' 3' (MIN)
MINIMUM WALL RADIUS:
INSIDE CURvE: 4.0� AT BOTTOM OF WALL) GEOGRID IS TO BE PLACED ON LEVEI �
OUTSIDE CURVE: 4.0� �AT TOP OF WALL) BACKFILL AND EXTENDED OVER THE
FIBERGLASS PINS. PLACE NEXT UNIT. I
PULL GRID TAUGHT AND BACKFILL.
STAKE AS REQUIREO. SCOUR PROTECTION AS REQUIRED.
USE RIP RAP OR CONCRETE SLAB KEYSTONE COMPAC UNIT
IN OUTLET AREA.
� GEOGRID INSTALLATION ON CURVES �1 GRID & PIN CONNECTION � RCP COLLAR CONSTRUCTION n TYPICAL FENCE POST DETAIL
5 SCALE: 5/32" = 1'-0" 5 SCALE: 1" = 1'-0" 5 SCALE: 1/4" = 1'-0" 5 SCALE: 1/4" = 1'-0"
COPYRICHT (c) 2005 BY CNIL SOlUTI0N5 CROUP, LLC.
CIVIL SOLUTIONS GROUP, LLC Designed By: Projecl: Reg�strotion No:
No. Dote Rev�s�on 8 I hereby certify that this plan specification, or report was
- 8200 HUMBOLDT AVENUE SOUTH, SUITE 100 SRS BROWN RESIDENCE 25493 P�am�rdulybLice�s d Urd ess onal�Engineere under the�oWst
BLOOMINGTON, MN 55431 scaie: ORONO, MN Project No: ot tne S ate 'n ta.
PHONE: (952) 294-4755 AS NOTED OS-221
Titie:
MIKE@C VXLSOLUTIONSGROUP.COM D�28 JULY 05 TYPICAL COMPAC UNIT DETAILS Drow�ng5: oo�e:—�(^�,�(�
Michael Joh son, P.E.
. �
SPECIFlCATION GUIDELINES
P� �� G�E� 2.07 Unit Fill C. Instoll fibergloss connecting pins and (itl oll voids in ond around
A. Unit fill sholl consist of cleon 1" minus crushed stone or crushed the modular units with unit fill moteriol, Tcmp or rod unit fill to
1.01 Description grovel meeting the following grodotion: insure thot oll voids are completely filled.
A. Work includes furnishing ond instolling o KEYSTONE retaining Sieve Size P in D. Sweep excess moteriol from top of units ond instoll next
wall to the lines ond grodes shown on the Construction drowings �� 100 course. Ensure thot eaCh Course is completely unit tilled,
ond specified herein. 3/4" 75-100 bockfilled und compocted prior to proceeding to next course.
8. Work iricludes preporing foundotion soil, furnishing and instolling No. 4 0-10 E. Ploce each subsequent course ensuring thot pins protrude into
leveling pad, unit fill ond bocktill to the lines ond grades shown o� No. 50 0-5 odjoining courses a minimum of t". Two pins ore required per
the construction drowings. 2.08 Reinforced Backfill unit. Pull eoch unit forword, owoy from the filling 2one, locking
C. Work includes furnishing ond installing oll reloted moterials A. Reinforced backfill sholl be free of debris or orgonic moteriol a9oinst the pins in the previous course ond bockfill os the course
required for construction of the retoining woll os shown on the meeting the following grodotion: is completed. Repeot procedure to the extent o( wall height.
construction drowings. Sieve Size P in 3.05 Geogrid Installation
1.02 Reference Stondords 2" 100 A. Geogrid shall be loid ot the proper elevctions ond orientotion os
A. ASTM C1372 Segmentol Retaining Woll Units. 3/4" 75-100 shown on the construction drawings or os directed by the
ASTM C140 Sompl7ng ond Test�ng Concrete AAosonry Un�ts. No. 4 10-60 Engineer.
ASTM D448 Sizes of Aggregote for Rood ond Bridge No. 200 0-15 (Select Granular) B. Correct orientation (roll direction) of the geogrid shall be verified
Construction No. 200 0-60 by the controctor.
ASTM D698 Loborotory Compoction Charocteristics usin Plosticity Index PI <6 (Select Gronular
9• ) C. The geogrid soil reinforcement sholl be connected to the
Stondard Effort. Plostic;ty Index PI <20 ond Liquid Limits (LL)<40 KEYSTONE woll un�ts by ploc�ng the geogrid over tiberglass pins
7.03 Quolity Assuronce B_ The moximum oggregate size sholl be limited to 2" unless f�eld and loying the grid buck to the fill side.
tests have been performed to evoluote potenticl strength D. The geogrid sholl be pulled tout (SOlbs/ft) to eliminate loose
A. Owner will be responsible (or soil testing ond inspect�on quality reduction to instollotion. folds and pretension the reintorcement. Stake or secure bock
control during eorthwork operotions. C. Materiol can be site excovoted moterial when the obove edge of geogrid prior to ond during bockfill and compoction.
requirements are met. Unsuitoble soils tor backfill (high plostic 3.06 Fill Plocement
P� �� ��� clays or orgonic moteriols) shall not be used in the reinforced q, Bock(ill moterial shall be placed in 8" lifts and compocted to 95�
soil mass.
2.01 Definitions 0. Controctor sholl submit reinforced f�ll somple ond test results to a� Modified Proctor Density. os determined in occordance with
the Architect/Engineer for opprovol prior to construction. ASTM 01557. The in ploce moisture content sholl not exceed the
A. Concrete Units — A KEYSTONE modular concrete focing optimum moisture content as deiermined in occordance with
unit, mochine mode from Portlond cement, woter ond minerol ASTM 0698 and be no lower thon 3x below optimum moisture
oggregotes. PART 3: IXECUTION content.
8. Structural Geogrid — A structurol geogrid (ormed by o regulor B. Bockfill sholl be placed, spreod ond compacted in such o monner
network o( integrolly connected tensile elements with opertures o( 3.01 Excovation thot m�nimizes the development o( slock or loss of pretension o(
sufficient size to ollow interlocking with surrounding soil, rock, or A. Controctor shall excovota to the lines ond grodes shown on the the geogrid.
eorth and function primorily os reinforcement. construction drawings. Controctor shall be core(ul not to disturb C. Only hond—operoted compoction equipment sholl be ollowed
C. Unit Fill — Droinoge oggregote which is ploced within and embonkment ond foundotion motericls beyond lines shown, within 3' of the bock surfoce o( the KEYSTONE units.
immediotely behind the modulor conCrete units. �� Backfill shall be I
D. Rei�forced Bock(ill — Compocted soil which is within the 3.02 Foundation Soil Preparation p oced from the woll back towords the
embankment to ensure thot the geogrid remoins tout.
reinforced soil volume os shown on the plcns, A. Foundotion soil sholl be excavoted os required for leveling pod E. Trocked construction equipment shall not be operated direclly on
2.02 KEYSTONE Units dimensions shown on the construction drowings, or os directed the geogrid. A minimum bock(ill thickness of 6" is required prior
A. KEYSTONE woll units sholl hove o minimum 28—doy compressive by lhe Engineer. to operotion of trocked vehicles over the geogrid. Turning of
stren th of 3,000 B• Unsuitable soils sholl be removed ond reploced with occeptoble
g psi. Stondord weight concrete sholl have o moteriol. trocked vehicles should be kept to o minimum to prevent trocks
moximum moisture obsorption ot 6R. irom displocing the fill ond damoqing the geogrid.
C. Over—excavoted areos shall be bcckf�lled with opproved F. Rubber—t�red equ�pment moy poss over the geogrid re�nforcement
2.03 Fiberglass Connecting Pins compocted backfill moteriol. ot slow speeds, (less thon 10 mph.) Avoid sudden broking ond
A. Connecting pins sholl be 1/2" diometer thermoset isoptholic 3.03 Bose Levefing Pod sharp turning.
polyester resin—pultruded fibergloss pins supplied by the A, �eveling pad materiols sholl be ploced upon opproved 3.07 Co
p Instollotion
monu octurer. foundation as shown on the construction drpwings to o minimum q, Ploce KEYSTONE Co Units over
2.04 KEYSTONE KapseolTM Construction Adhesive thickness ot 6". P projecting pins from units
A. Moterial sholl con(orm to ASTM 2339 ond sholl be su lied 8. A re ate moteriol sholl be com acted to below. Pull forward to setbock position. Bockfill and compact to
pp 99 9 p provide a dense, level (�nlshed grode with low permeob�lity so�t.
by the KEYSTONE unit supplier. surface on which to ploce the (irst course oi modulor units. g, As required, provide permonent mechanicol co�nection to woll
2.05 Geogrid Compoction sholl be to 92X of Modified Proctor Density os units with KEYSTONE KopseolTM construction adhesive. Apply
A. Geo rid sholl be the t determined in accordance with ASTM D1557. For crushed rock,
g ype os shown on the drowings hoving the adhesive to top surfoce oi unit below ond ploce cop unit into
moteriol sholl be densely compacted os determined by visuol position.
property requirements described within the monufocturer's observotion.
speci(ications ond requ�red by the design. 3.04 Unit Instollotion
2.06 Base Leveling ond Pod Materiol A, The first course of concrete modulor woll units shall be carefully
A. Materiol sholl consist of compocted crushed stone or placed on the base leveling pod. Eoch unit sholl be checked for
unreinforced concrete as shown on the construction drowing. level and olignment.
8. Units ure ploced side by side (or (ull length o( wall olignment.
Alignment moy be done by meuns of a string line or offset from
c base line.
" COWRIGHT (c) 2005 BY CIVIL SOLUTIONS CROUP, LLC.
CIVIL SOLUTIONS GROUP, LLC Designed By: Project: Registralion Na:
No. �ate Rev�s�on gy $R$ t hereby certify that this plan specification, or report wos
BROWN RESIDENCE 25493 prepared by me or und y direct supervision and that
. 8200 HUMBOLDT AVENUE SOUTH, SUITE 100 � om du �ic s ro s ona� Engineer under tne �aws
BLOOMINGTON, MN 55431 sca�e: ORONO, MN Project No: of tne ate i so a.
PHONE: (952) 294-4755 N�A rt�e: 05-221
FAX: (952) 294-4595 °°�e: SPECIFICATIONS Drow�nq No: —(���p�—
MIKE@CIVILSOLUTIONSGROUP.COM 28 JULY 05 6 oote:
Michael Joh son, P.E.