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Home My WebLink AboutBldg Permit 01-1317 CITY OF PRIOR LAKE BUILDING PERMIT, TEMPORARY CERTIFICATE OF ZONING COMPLIANCE AND UTILITY CONNECTION PERMIT Date Rec' d (Please type or print and si~ at bum>>u) ADDRESS I. White File I PERMIT NO. 2. Pink City 3. Yellow Applicant 15300 ~E: FFE-RS LEGAL DESCRIPTION (office use only) LOT I4aLOCK 4- ADDITION 1i~oa.1 (ly-~ i I OWNERW. " I r (Name) O,,''''S~^' ~~e.s PIDZ5-3~n- Olo7- 0 (Phone) (Address) BUlLDE~ \ r . (\C (Name) \>JoA~0~ (Contact Name) \4<At... (A4dress) ~ ~.~~. ~ (' rY" \).jO~-,,*" (Phone) (Phone) bS-I - ?6~... (662- 6Sf .-?Lr7 -75" 3<- ~v\. <.. TYPE OF WORK ODeck ORe-Roofing OAlteration o Porch o New Construction ON {;;::-- OLower Level Finish OMiSC.4:{e'hJN1N9 wall o Fireplace OAddition PROJECTCOST/VALUE (excluding land) $ ORe-Siding OUtility Connection 48ao <r- I hereby certifY that I have furnished information on this application which is to the best of my knowledge true and correct. I also certifY that I am the owner or authorized agent for the above-mentioned property and that all construction will conform to all existing state and local laws and will proceed in accordance with sUbmitte~nP~~I am aware the building official can revoke this permit for just cause. Furthermore, I hereby agree that the city official or a designee may ;ter uPo",..;L perty to 0 ded inspections. , I J ~ I 0 I / Signature Contractor's License No. Date Permit Valuation Permit Fee Plan Check Fee State Surcharge Penalty Plumbing Permit Fee Mechanical Permit Fee c~' III.7C::; r ~. ':l:: I 72 21 $ 'I]~ fJ I ..~ ~- # ., 2-. CJ? $ ~ .-'D $ $ $ $ $ -roTA-t- TOTALDUE (~ I!::~ -0 I Park Support Fee SAC # # Water Meter Size 5/8"; 1"; Pressure Reducer Sewer/Water Connection Fee Water Tower Fee # # Builder's Deposit Other Sewer & Water Permit Fee Gas Fir~ace Permit F7 /) .~ is A n Be es Your Building Permit When Approved I Paid I Date I~. Orb;. {-Z-1l-1 , Of 1/- / if -6/ Date $ $ $ $ $ $ $ $ i B0.0fo - $ wJU.~ bl9 . ~. -II \ Receipt No. '1-' r2... '\ By fU)1tJ This is to certify that the request in the above application and accompanying documents is in accordance with the City Zoning Ordinance and may proceed as requested. This document Whe~d" by the City Planner constitutes a temporary Certificate of Zoning compliance and allows construction to commence. Before occupancy, a Certificate of Occupancy must be isSu~/.A~ ~1k/81 , 'f>lanning Director Date Special Conditions, if any 24 hour notice for all inspections (952) 447-9850, fax (952) 447-4245 16200 Eagle Creek Avenue Prior Lake, MN 55372 .'/.~ White - Building Canary - Engineering Pink - Planning The ('enter of the l.lke ('ountry BUILDING PERMIT APPLICATION DEPARTMENT CHECKLIST NAME OF APPLICANT /))olJdo r-FF COJJSr APPLICATION RECEIVED /l- 8"*01 The Building, Engineering, and Planning Departments have reviewed the building permit application for construction activity which is proposed at: 7{ec,aJ (1~~ f I . AccePt~ - Accepted With Corrections ::::::ed By: :2f4J- Comments: Date: II,. rrs-o( "The issuance or granting of a permit or approval of plans, specifications and computations shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of this code or of any other ordinance of the jurisdiction. Permits presuming to give authority to violate or cancel the provisions of this code or other ordinances of the jurisdiction shall not be valid." ~ White - Building Canary - Engineering Pink - Planning The Ctnltr of the Lake Country BUILDING PERMIT APPLICATION DEPARTMENT CHECKLIST NAME OF APPLICANT APPLICATION RECEIVED I ,l,...,\ A } ,'7' ) / { (... ~I/; .,' l.J .-' I /{- 8 --() I ,~- t i .,... j.j " The Building, Engineering, and Planning Departments have reviewed the building permit application for construction activity which is proposed at: --"'\ 1<' (1.1 ;, Vi:).s -/ Accepted v Accepted With Corrections Denied ReVieWe;BY: q~~ Comments: .~z?};e".o ~ 'lIiY..iuVL\'~'Vf Date: it I~/e l vJdlQ~ "The issuance or granting of a permit or approval of plans, specifications and computations shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of this code or of any other ordinance of the jurisdiction. Permits presuming to give authority to violat9 or cancel the provisions of this code or other ordinances of the jurisdiction shall not be valid." '. :'7~. /;.~ Jo, _~.~ ).KJ~~:. ~?..~ft;t~~,~;f>~~~: 1''': -.-:. ~;, ,-;;...Ii","-',' ..,:":~.-., - ~.---,.., ,-~ ,.:~"t.~rji.~~t~~" .:;jIlq:t.-..~-'N-!" .;- Y"/1' ...-, ." ...., .;,.< ,(,,-~,~.t~ _,:,,:Ao("~~~t. ..,..""'r..l....v., ~'"'.''' <-:. "'-'. . , - White - Building Canary - Engineering Pink - Planning Th. C.n.., of lh. I.ab Counlry BUILDING PERMIT APPLICATION DEPARTMENT CHECKLIST NAME OF APPLICANT uJolJdo r..f'F CoJJs-J- APPLICATION RECEIVED 1(- 8'--0 J The Building, Engineering, and Planning Departments have reviewed the building permit application for construction activity which is proposed at: 7{eClaJ (1~ves I , - , Accepted x Accepted With Corrections Denied Reviewed By: IVA.B Date: /1-/..5-01 Comments: See Reverse Side for Additionallnformatinnl See Attachments: .1) Grading Plan,-.2) Erosion Control Measures ..." 3.) Frn~inn Conlrol Plan "The issuance or granting of a permit or approval of plans, specifications and computations shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of this code or of any other ordinance of the jurisdiction. Permits presuming to give authority to violate or cancel the provisions of this code or other ordinances of the jurisdiction shall not be valid." {I 'f/I SITE ADDRESS TYPE OF WORK USE OF BUILDING PERMIT NO. n/-/3/'7 DATE ISSUED //- 2..~-()/ BUilDER JliENDOe.~W~N<;I'1ANAJ PHONE # NOTE: THIS IS NOT A P RMIT FOR ANY OF THE INSPECTIONS BELOW THE PERMIT IS BY SEPARATE DOCUMENT RIOR LAKE ~~rtD~TMENTOF INSPECTI RECORD /5300 crSFFE/c.:5 PASS R6GClL C,e6s/ KGI/1/N'/N~LL . , INSPECTOR DATE I I PLACE NO CONCRETE UNTIL ABOVE HAS BEEN SIGNED I I '- 1'/1 ~l~ -" Call between 8:00 and 9:00 A.M. for all inspections FOR ALL INSPECTIONS (952) 447-9850 DATE TIME SCHEDULED ~~ JS.2su CITY OF PRIOR LAKE INSPECTION NOTICE ADDRESS 17~ OWNER CONTR. PHONE NO. PERMIT NO. o FOOTING o FOUNDATION o FRAMING o INSULATION o FINAL o SITE INSPECTION o PLUMBING RI o MECH RI o WATER HOOKUP o SEWER HOOKUP o PLUMBING FINAL o MECH FINAL COMMENTS: /l Q,L~- w l'(' .. I {- (S Q o EXIGRADIFILLING o COMPLAINT o FIREPLACE RI o FIREPLACE FINAL o GASLINE AIR TST o t { lo , /' ~RK SATISFACTORY, PROCEED o CORREC C ON AND PROCEED o CORR LL FOR REINSPECTION BEFORE COVERING Owner/Contr: o FOR THE NEXT INSPECTION 24 HOURS IN ADVANCE.. REQUIREMENTS ARE FOR YOUR PERSONAL HEALTH &: SAFETY! lNSNOTl DATE TIME CITY OF PRIOR LAKE INSPECTION NOTICE SCHEDULED / -1'-/-cJ1 PHONE NO. /53co J~ffer..> /JG,r;.5 CONTR. ./Ltl'c9~#' (,pIl5/.. PERMIT NO. .CJ {-/3/7 , ,~LING o coMistXiNT o FIREPLACE RI o FIREPLACE FINAL o GASLlNE AIR TST o o PLUMBING RI o MECH RI o WATER HOOKUP o SEWER HOOKUP o PLUMBING FINAL o MECH FINAL ADDRESS OWNER o FOOTING o FOUNDATION o FRAMING o INSULATION ~L o SITE INSPECTION COMMENTS: r;,~')-~,<- )J~ . J--J :.J' t:' ./ ~.N' ~ O.1r ./~ ~RK SATISFACTORY, PROCEED o CORRECT ACTION AND PROCEED o CORRECT WORK, CALL FOR REINSPECTION BEFORE COVERING Inspector:~ Owner/Contr: CALL 447-9850 FOR THE NEXT INSPECTION 24 HOURS IN ADVANCE. CODE REQUIREMENTS ARE FOR YOUR PERSONAL HEALTH & SAFETY! lNSNOTl ~ ~ ~101~~~1 'C "RETAINING WALL SYSTEMS , A CCNTECH COMPANY 4444 West 78th ~treet · Minneapolis, MN 55435 www.keysfonewolll.com . 800]47.8971 . 952.897.1040 . fox: 952.897.3858 OESIG~ CALCLLA'l'IO~S FOR Regal Crest Prior Lake, Minnesota 11/6/01 dIm I hereby certify that this plan specification, or report was prepared by me or under my direct supervision and that I am a duly R~~~ed Professional Engineer un- der ~ !~~7r Minneso~. Date l1. b RBg. No. 20589 ~:J-10.~ T:':' ~J ul~~j "L. REJAINI\G \~'A_L 5 YST:: 1\.1 5 KEYSTONE RET AlNING WALL DESIGN Based on Rankine (modified) Methodology 3.1.3 :A~lt::MI COMPANY Project: Regal Crest Proj. No.: 01-380 Design Parameters Date: 11/2/01 By: dIm 81//,/3 I' '2 'I I tW 11 2.00 Bearing: 2.00 1.50 1.50 Serviceability: N/A Base Friction used in Tension of base grid Soil Parameters ~ c psf Reinforced Fill: 28 0 Retained Fill: 28 0 Foundation Fill: 28 0 Reinforce Fill Type: Silts & sands Unit Fill: Crushed Stone, 1 inch minus LJ2ff 120 120 120 Factors of Safety Sliding: Pullout: Connection 1.50 1.50 Overturning: Uncertainties: Peak: Reinforcing Parameters: Mirafi XT Geogrids Tult RFcr RFd Miragrid 05XT 3591 1.67 1.10 RFid 1.13 LTDS 1730 FS 1.50 Tal 1153 Analysis: Wall #1 @ 50' Unit Type: Leveling Pad: Wall Ht: Level Backfill Surcharge: LL-- Compac Crushed Stone 7.67 ft Case: Case 1 Wall Batter: 8.80 deg. Ci 0.80 Cds 0.80 embedment: 1.33 ft (not used in bearing calc.) 50 psfuniform surcharge DL -- 0 psfuniform surcharge Offset= 1.00 ft; Load Width= 100.00 ft Slidin~ Overturnin~ 2.21 5.10 Results: Factors of Safety: Calculated Bearing Pressure: 958 psf Eccentricity at base: 0.30 ft Reinforcing: (ft & lbs/ft) Calculated Laver Heil!ht Lenl!th Tension Reinf. Tvoe 3 6.00 6.0 171 Miragrid 05XT 2 4.00 6.0 299 Miragrid 05XT I 2.00 6.0 446 Miragrid 05XT Reinforcing Quantities (no waste included): Miragrid 05XT: 2.00 sy/ft Bearinl! 5.64 Allow. Peak Tension Connection Tal Tel 1153 ok 540 ok 1153 ok 577 ok 1153 ok 614 ok (% of Rein. Strength Used = 35 %) Pref: HingeHt.! Base F.I - I - KEYSTONE RETAINING WALL C:\My Documents\ACAD Projects\Minnesota\01-380 Regal Crest\01-380 Key .kwp Shear 4.99 Bendin,g 2.96 Serviceablity Connection Tsc N/A N/A N/A Pullout FS 2.31 ok 4.02 ok 5.33 ok page of ~I~~L f'- 1-'1 ,. ~ ;::;;. "..., .L ~ ~.J~ :'(jg~.! _, RE;TAINI\G ':VA:""L SYST::i\'lS KEYSTONE RETAINING WALL DESIGN Based on Rankine (modified) Methodology 3.1.3 COt...~ICOMPANY Project: Regal Crest Proj. No.: 01-380 Design Parameters Date: 11/6/01 By: dIm Soil Parameters --L c osf Reinforced Fill: 28 0 Retained Fill: 28 0 Foundation Fill: 28 0 Reinforce Fill Type: Silts & sands Unit Fill: Crushed Stone, 1 inch minus L1l9 120 120 120 D jY/4 1/ Factors of Safety Sliding: Pullout: Connection 1.50 1.50 Overturning: Uncertainties: Peak: 2.00 Bearing: 2.00 1.50 1.50 Serviceability: NI A Base Friction used in Tension of base grid Reinforcing Parameters: Mirafi XT Geogrids Tult RFcr RFd Miragrid 05XT 3591 1.67 1.10 RFid 1.13 LTDS 1730 FS 1.50 Tal 1153 Analysis: Wall #2 @ 80' Unit Type: Leveling Pad: Wall Ht: Level Backfill Surcharge: LL-- Compac Crushed Stone 9.67 ft Case: Case 1 Wall Batter: 8.80 deg. 3 I ;2 III Ci 0.80 Cds 0.80 embedment: 1.33 ft (not used in bearing calc.) 50 psfuniform surcharge DL -- 0 psfuniform surcharge Offset= 1.00 ft; Load Width= 100.00 ft Slidin~ Overturnin~ 2.07 4.49 Results: Factors of Safety: Calculated Bearing Pressure: 1225 psf Eccentricity at base: 0.45 ft Reinforcing: (ft & lbs/ft) Calculated Laver Heil!:ht Len!!th Tension Reinf. Tvne 4 8.00 7.0 171 Miragrid05XT 3 6.00 7.0 299 Miragrid 05XT 2 4.00 7.0 446 Miragrid 05XT 1 2.00 7.0 593 Miragrid 05XT Reinforcing Quantities (no waste included): Miragrid 05XT: 3.11 sy/ft Bearin~ 5.00 Allow. Peak Tension Connection Tal Tel 1153 ok 540 ok 1153 ok 577 ok 1153 ok 614 ok 1153 ok 628 ok (% of Rein. Strength Used = 40 %) Pref: HingeHt.! Base F J - I - KEYSTONE RETAINING WALL C:\My Documents\ACAD Projects\Minnesota\01-380 Regal Crest\01-380 Key .kwp Shear 3.92 Bendin~ 2.96 Serviceablity Connection Tsc N/A N/A N/A N/A Pullout FS 2.42 ok 4.16 ok 5.4 7 ok 6.75 ok page of ~I~" 1":7 ~J ~ J ~~j ,,-!:, RE1:\It'~I\G \VA_L SYST:::i\1S KEYSTONE RETAINING WALL DESIGN Based on Rankine (modified) Methodology 3.1.3 ..<<A.COt..~ COMPANY. Project: Regal Crest Proj. No.: 01-380 Design Parameters Date: 11/2/01 By: dIm ~ I 'i, 1/ / .if 2.00 Bearing: 2.00 1.50 1.50 Serviceability: N/A Base Friction used in Tension of base grid Soil Parameters ~ c Dsf Reinforced Fill: 28 0 Retained Fill: 28 0 Foundation Fill: 28 0 Reinforce Fill Type: Silts & sands Unit Fill: Crushed Stone, 1 inch minus y pc[ 120 120 120 Factors of Safety Sliding: Pullout: Connection 1.50 1.50 Overturning: Uncertainties: Peak: Reinforcing Parameters: Mirafi XT Geogrids Tult RFcr RFd Miragrid 05XT 3591 1.67 1.10 RFid 1.13 LTDS 1730 FS 1.50 Tal 1153 Analysis: Wall #3 @ 65' Unit Type: Leveling Pad: Wall Ht: Level Backfill Surcharge: LL -- Compac Crushed Stone 11.67 ft Case: Case 1 Wall Batter: 8.80 deg. Ci 0.80 Cds 0.80 embedment: 1.33 ft (not used in bearing calc.) 50 psfuniform surcharge DL -- 0 psfuniform surcharge Offset= 1.00 ft; Load Width= 100.00 ft Slidinl{ Overturnin~ 1.93 4.10 Results: Factors of Safety: Calculated Bearing Pressure: 1498 psf Eccentricity at base: 0.60 ft Reinforcing: (ft & lhs/ft) Calculated Laver Heil!ht Lenl!th Tension Reinf. Tvne 6 10.00 8.0 171 Miragrid 05XT 5 8.00 8.0 299 Miragrid 05XT 4 6.00 8.0 446 Miragrid 05XT 3 4.00 8.0 593 Miragrid 05XT 2 2.00 8.0 606 Miragrid 05XT 1 0.67 8.0 412 Miragrid 05XT Reinforcing Quantities (no waste included): Miragrid 05XT: 5.33 sy/ft Bearing 4.56 Allow. Peak Tension Connection Tal TeI 1153 ok 540 ok 1153 ok 577 ok 1153 ok 614 ok 1153 ok 628 ok 1153 ok 628 ok 1153 ok 628 ok (% of Rein. Strength Used = 39 %) Pref: HingeHt./ Base F./ - I - KEYSTONE RETAINING WALL C:\My Documents\ACAD Projects\Minnesota\01-380 Regal Crest\01-380 Key .kwp Shear 3.83 Bending 2.96 Serviceablity Connection Tsc N/A N/A N/A N/A N/A N/A Pullout FS 2.53 ok 4.29 ok 5.61 ok 6.89 ok 9.95 ok > lOok page of . GENERAL DESIGN NOTES 1. The following effective strength design parameters were assumed in the preparation of structural calculations for the Keystone retaining wall system: . ct> c (pst) y (pct) Soil Type 280 0 120 SM - Silty Sand 280 0 120 SM - Silty Sand 280 0 120 SM - Silty Sand Reinforced Soil Retained Soil Foundation Soil Soil types and design properties shall be confirmed by the Owner or its geotechnical engineer prior to wall construction. Keystone accepts no responsibility for the interpretation or verification of subsurface conditions. 2. The system has been evaluated for internal stability and simple external sliding and overturning. Unless otherwise specified, the design maintains a minimum factor of safety of 1.5 on all elements of the wall design. 3. The walls are designed to support the following maximum surcharge loadings: Live Load - 50 psf Backslope - Level Seismic - nfa Hydrostatic - nfa 4. The wall foundation soils at each wall location shall be capable of safely supporting J. 500 p~f or as indicated on the wall elevations without failure or excessive settlement. Local bearing capacity shall be confirmed by the site engineer. 5. The Contractor shall provide surface and subsurface drainage, grading, and erosion control during and after wall construction to avoid damage to the wall structure. 6. The Contractor is responsible for obtaining all permits and easements necessary for wall construction. The Contractor is responsible for protecting adjacent properly from wall construction activities. Copyright 2001 Keystone Retaining Wall systems Design is for internal stability of the KEYSTONE waD structure only. External stability, Including but not limited to foundatioo and slope staIliIIly Is the rasponsitliIity of Iha OMlor. The design is based on the assumption that the materials within the retained mass, methods of constlUction, and quality of materials conform to KEYSTONE., specification for this projeel. No. Revision Dale This drawing is being furnished for this specific: project only. Any party ...,,.,.' -a. this document does so in confidence and agrees that il shall not be duplicated in whole Of In part. nor disclosed to others without the consent of Keystone Retaining Wall Systems, Inc. Regal Crest Prior Lake, Mmnesom DRAWING INDEX Description Sheet No. Title Sheet Site Plan Wall Elevations #1 Wall Elevations #2 Wall Elevations #3 Wall Sections Typical Com pac Unit Details Specifications 1 2 3 4 5 6 7 8 By T/D1C"'P' 1//.1\. 1:' l'\J,...:J oJ j ~4~~j 't..:, RET:\I>J\C' \~L S', STDIS A CONIBH COMPANY 4444 W 78th SIr8eI Minneapolis, MN 55435 952-397-1040 Dale: ~ QUALITY ASSURANCE PROVISIONS 1. Wall construction shall be monitored by a qualified Engineer to verify field conditions. If this work is not performed by the site geotechnical engineer, the geotechnical engineer shall be consulted in those matters pertaining to soil conditions and wall performance. 2. The foundation soils at each wall location shall be inspected by the Engineer and any unsuitable soils or improperly compacted embankment material removed and replaced as directed by the Engineer prior to wall construction to provide adequate bearing capacity and minimize settlement. 3. All wall excavation and retained soils shall be inspected for groundwater conditions and any additional drainage provisions required in the field shall be incorporated into the wall construction as directed by the Engineer. 4. Wall backfill material shall be tested and approved by the Engineer for use in the reinforced soil zone meeting the minimum requirements of the approved design plans. 5. All soil backfill shall be tested by the Engineer for moisture, density, and compaction periodically (every 2' vertically, 100'-200' clc) meeting the minimum requirements of the approved design plans or project specifications. 6. Wall construction shall be periodically inspected by the Engineer to insure the geogrid reinforcement elevations and lengths are installed in accordance with the approved design plans. 7. All wall elevations, grades, and backslope conditions shall be verified by the Engineer in the field for conformance with the approved design plans. Any revisions to the structure geometry or design criteria shall require design modification prior to proceeding with construction. Designed By: dIm nle: Title Sheet Dale: 11/5101 Checked By: cdm Project: Project No: 01-380 Regal Crest Prior Lake, Minnesota Drawing No: Reg. No. 20589 Scale: NO SCALE , "'1 The site plan is for illustrative purposes only. It has been reproduced from the site retaining wall plan prepared by others. Design is for intemat stability IX the KEYSTONE wall strucbJre only. External stability, including but not limned to foundation and sIope.-;!vis lhe_.. ......ityollheOwner. The design is based on the assumption that the materials within the retained mass, methods of construction. and quality of materials conform to KEYSTONE's !~ ..... _. >. . for this projeel. Revision By I Copyright 2001 Keystone Retaining waa Syslems No_ Date T/L\lCl,,\I/~1\. r l~J ..J j ~.n~j 'L. RET,\I' :\ -, 'ILL SYSTE'.IS This drawing Is being fumis.hed for this specific project only. Arty party ., ....., ~ "L this document does so in confidence and agrees lhal il shall not be duplicated in whole or in part, nor disclosed 10 olhers without Ihe consenl of Keys&one Relaining WaM Systems. Inc. A COIIIB:H COMPANY 4444 W 7111h Slnlel Minneapolis, MN 55435 952-897-1040 I Date: Designed By: Title: Date: dim Site Plan 11/5/01 Checked By: Project: Project No: cdm Regal Crest 01-380 I Scale: Prior Lake, Minnesota Drawing No: Reg. No. 20589 NO SCAlE 2 ~ ~ GENERAL NOTES: 1. The wall is to be constructed with Keystone Com pac units using 1" setback (1H:8V). 2. The design requires Mirafi 5XT soil reinforcement at the elevations shown. o o o o Iii 3: c: '0, CD co g tii cO 3: CJ) "C c: W r EL = 964.00 r EL = 96~.00, ' r , r EL = 960.00 .' I. ' MIRAFI5T@962.3:1 "L.l. 0- ~- I I MIRAFI 5T @ 960.3:1 . I I I.J I I I I ~____ __n__..____________________________n _______________________._______.n________n~_~~~_I_~I_@_~?_~;~~_n__________________________________ ___n____________________n_________ l ~ .. · · · · · · · \. · · · · · · · · · · · · · · · · · · · · · · · t ;,N,~~E~ G~~E' A~ ~~o~ ~F ~~L;mm..m..mmm..mm.m...mmmm.... '. \.- EL = 956.33 6' Geogrid Depth (Compac Units - 1" Setback) Jrcement I (feet) (l,long feet) I I I I I I I I I II 10 I I , I ' , J , I' I I I I I I I J I' , I , I ' I , I I' I I I I I I I J I' , I , I' , , J I' , I , I ' , , , I' 60 70 I , I I II , , I' 80 , , , I I , , , I' 90 II I I I o 20 30 40 50 __K~Y~J9J:l~_'fj~!Lttt:__f!.9ntE9_~_.I;Jg~~ljQ!'!___ Copyright 2001 Keystone Retaining Wall Systems Design is for internal stability of the KEYSTONE wall structure onty. External stability, including but not limited to foundation and slope stability is 1he responsibHity of the Owner. Th, design is based on the assumption that the materials within the retained mass, methods of construction. and quality of materials conform to KEYSTONE', specification for !his project. No. Date Revision By T/r:VC'T}\I/?" r l~J oJ j ~A~~j "L.:. RETr\r;;'.c' ILL SYSTE\ IS This drawing is being furnished for this specific projed only. Any party ~.......... .. this document does so in confidence and agrees that it shall not be duplk:aIed in whole or in part. nor disclosed 10 others without the consent of Keystone Retaining Wall Systems, Inc. A CONIB:H COMPANY 4444 w 78th Street Minneapolis, MN 55435 952-897-1040 ......,~~...,-......, ~-- Designed By: Title: Date: under my direct su sion and that I am a duly dim Wall Elevation #1 11/5/01 registered Pro~ ~er7 of the State of Min . Checked By: Project: Project No: :t' cdm Regal Crest 01-380 :/I . Date: AI'/ol/ Scale: Prior Lake, Minnesota Drawing No: Reg. No. 20589 1" = 10' 3 , g iii o ~ o c: '0, Q) III 0 iii 0 Q) 0 0 c: to ~ 0 ::J C1> " N .s:: c: ...... 0 Q) 10 III ::E r EL = 955.00 EL = 953.007 m'~~1 ~T '@ ~5~.67" I'" r EL = 9511.00 , -lI_J MIRAFI 5T @ 950.67. ' ,u,_~_' ';---'---i r L.--.~---:-l~-~'.----- ,-. __.____.._ MIRAFI 5T@948.67""','" , ~I~---'-i , , ',' \ , ,--.---..--j-;--.----.----.--.-.----.----.----.----,--..,---_,-___,-m,-_.----M1RA-F1-frT-@-946,&1'u__________.__m__ ' I . I , I ~ EL = 948.67 ~ I , , , , , , , , , , ',' ~' -:--..----,---..-..-.--i-:;~ ~-._---._---~-----.,-MIRAF-I.5I-@_~1:~Y________~..____ 1111111 ~ FINISHED GRADE AT BOTTOM OF WALL I ~' , , , , , , , EL = 944.67 EL = 942.67 E' J ' , , , t <--'l~:---,-'-',-.- L EL = ~52'.67' .------------ I! Ll , , ' Reinforcement ~ Depth (feet) . 7' Geogrid Depth (Compac Units - 1" Setback) Dist. Along Wall (feet) r I I I I I I I I I I' I I I I I , , , I' I , , I I , , , I' I , I I ' , , I I' I , , I I , , , I' , , , I ' I , , I' , I , I ' , , , I' , I , I ' , , o 10 20 30 40 50 60 70 , I' , , , I I , , I I' , , , I I , , , I' , , , I I , , , I' I , I I ' , , , I' I I I 80 90 100 110 120 .Keystone Wall #2 - Front Face Elevation 0 Q) 0 Qj lC) 0 c: C! N iii 0 ::J c: ~ r:: (; cO N .s:: ...... ...... 0 () N "C 10 c: iii w ::E ~ L = 951.00 (EL = 951.00 I ' t \.. J I ,----.--- . " MIRAFI 5T @ 948.67 "MIRAFI 5T @ 946.67 , ' , ',' ___....__.____:_~!~!:!.~I.~_~~~~Y___________________________....._.______.___.______________________...___.__..___.._!_ .!_._!.____.____.____ ------ ____n_ I I \. I I I I I I I i I I , , , , , , , , , . , \' , , , , , , , , , , , . , , , , , '~'FINI~H~DGRADEATBOTTOMOFWALL 942.67 L EL = 942.67 :-I--T--+_--~ 1111 I r EL = 949.00 GENERAL NOTES: , J [ EL = 946.33 "~ ,---,- - ~ EL = 944.67 1. The wall is to be constructed with Keystone Com pac units using 1" setback (1H:8V). 2. The design requires Mirafi 5XT soil reinforcement at the elevations shown. I I.J I ,---yo--",,: , I - -,--..,.----=. , , , '---T':-~ _ I' , I ---.----, T---. , , I ".J 7' Geogrid Depth (Compac Units - 1" Setback) I I I I' I I I I' I I I I' I I I I I , , I I' I , I I ' , , , I' , I I I ' , I , I' I , , I I , , , I' I , , I ' , , , I ' 120 130 140 150 160 170 180 I I I I I I I I' , , , I ' , , , I' , , , I I I I , I' I I , I I , 'I 190 200 210 J<eystone Wall #2 - Front Face Elevation Copyright 2001 Keystone Retaining Wall Systems Design is fo< _ stability c11he KEYSTONE waI slnJcture ooIy. Extemal stabilly. lneluding but nolllmlled 10 foundation and slope .-.y is tho '~',. ..-. -Ity cI tho Owner. The design is based on the assumption thai the materials wittWn the retained mass. meIhods of construction. and quality of materials conform 10 KEYSTONE's ~... _ ~. _;Ion for Ihis projed. This drawing is being furnished rot this speeifie prcjed only. /4nt _ ..". . this document does 10 in confidence and agrees that it shall no( be dupIicaIed In whole Of" in part. nor diselosed 10 ~ wilhoul tho consent cI ~ RMM1ing WoI SysWns. 'no. No. Date Revision By T/C\1(~T~\'//.1\. L' l~ J ...) j ~~~~j 'L.:, RET ..:' P ~. , ,~L SYSTE' IS A CONI'ECH COMPANY 4444 w 78th Slnlel Minneapolis, MN 55435 952-897-1040 I hereby certify that this Ian was prepared by me or Designed By: TiUe: Date: under my direct su ion and that I am a duly dim Wall Elevation #2 11/5101 registered p~nee.:?the laws of the StateolMln . V ~ Checked By: Project: Project No: cdm Regal Crest 01-380 v h tI, /0,( Scale: Prior Lake, Minnesota Drawing No: Date: Reg. No. 20589 ,/ . 1" = 10' 4 ~ g (ij ci 3: o c: '0, Q) lD o Ul o ::::l -i :c N ri. c: '0, Q) lD o Ul o ::::l <Xi :c ~ ri. u c: UJ r EL ~ 943.33 r EL ~ 944.00 o Q) o c: ci ::J N .c ... 0 Cii ~ EL = 940.00 7 ~ , ._, _,..' ,I ... , , , "'f-- I \ , ) I . 11-~-f---1 ---roo, . i-- }---T---f.--t~-.-t---t---~_____ --"": . ....J..... . . I --T---T---T---th-t---+-=-;-tr."9 ~ ~ ~ _ _ _________________S;f: r l I I EL ='9336~ ~ ,- [ EL = 932.6~_, ~, ~"II [EL = 928.00 - ,r ~ ..--+-VI r~' I MIRA I 5T @ 931.00 ___--- ~ -'j__-' L;-'. M'IRA. FI 5T@929:OO-- ---------;r-- ~' , I I I _~ ---l --I ...J I ~ _______--------- r - I I I ~.J I I 1 ' :_:_:~]-F3A.E17T-~~~00,... I I I I , l ' , , I EL = 929.00 ~ EL = 925,00 >-:-:1 ~.- -\J L~I -..- I I ....--1 , MIRAFI5T@ 942.33- MIRAFI 5T @ 940.33- MIRAFI 5T @ 938.33. MIRAFI 5T @ 936.33- __________________________MJMfL5J_@..934.3.1 MIRAF 51Jtt~?.~A!Q:_________ '"'F I ;_n:--:n\{FIN':HED ~RA~~:~ ~~DM ~F:::;m;m;_- ~'EL'= ~3~3~ ' , ' , , , , , .J Reinforcement Depth (feet) 8' Geogrid Depth (Com pac Units - 1" Setback) I Dist. Along Wall (feet) I I I , I' , , , I' , , , I ' , I , I' I , , I ' I I , I' , I , I I , , I I' , , , I I , , , I' , , o 10 20 30 40 50 , I ' , , , I' , , , I ' , , , I' , , , I ' I , , I' , , , I ' , , , I' , I , I ' , , , I' , , , I ' , I I I' , , , I ' , , , 60 70 80 90 100 110 120 Keystone Wall #3 . Front Face Elevation o Q) o c: ci ::J N .c o Cii ~ r EL = 942.67 ~ ~~ ' "M';"';"~~ ~;;;~;n';_..,.' ;; " ";t, , EL = 938007 ::r:'.., MIRAFI 5T @ 938.3:.' ' I -'--, I I - - . :Q MIRAFI 5T @ 936.3:.' __________mL.' ':',.: ::.~ ~n:n;n;m~~lCE:;:3~:-i~~NIS~::::D:AT-BO:::-O::~L ; , '~L ~ ~:7 ~ ~ (ij a; 3: u c: W GENERAL NOTES: 1. The wall is to be constructed with Keystone Com pac units using 1" setback (1H:8V). 2. The design requires Mirafi 5XT soil reinforcement at the elevations shown. 8' Geogrid Depth (Compac Units - 1" Setback) I' , , I II I I , I' I , , I' I , , II , I I I' , , I I' , , I I' , , I I' , I , I I , , , I' I , , I' I I , II 120 130 140 150 160 170 180 Keystone Wall #3 . Front Face Elevation Copyright 2001 Keystone Retaining Wall Systems Design is for internal stability m the KEYSTONE wal structure onty. External stability, Including but not limited to foundation and slope stability is the. .4... _. ~ m".,,' d the Owner. The design is based on the assumption that the materials within the retained mass, methods of conslructton. and quality of materials conform 10 KEYSTONE's specification for this project. No. Date Revision By T/L\/(~}\ I/~ l\. L' l"J,.:J ..) j ~.n~j '!..:. RET\r\l\'~' \LL SYSTE\IS This drawing Is being furnished for this specific project only. Arty party. ~ ~ "r'.' ''*' this document does so in confidenc:e and agrees that it shall not be duplk:ated in whole or in part, nor cfisdosed to others without the consenl 01 Keystone Retaining W8lt Systems. Inc. A CONIEcH COMPANY 4444 w 78th Slleet Minneapolis, MN 55435 952-897-1040 Date: Designed By: Title: Dale: dim Wall Elevation #3 11/5101 Checked By: Project: Project No: cdm Regal Crest 01-380 Scale: Prior Lake, Minnesota Drawin9 No: Reg. No. 20589 l' = 10' 5 .... General Notes: Drainage pipe is not required directly behind the wall units for conventional wall construction where retained soils are not a source of groundwater such as fill wall construction or cut walls into relatively dry banks. Drainage pipes are required where groundwater conditions mandate additional drainage provisions such as cut wall construction into potential water bearing slopes. Generally, additional drainage material such as aggregate drains & fabrics and/or drainage composite nets are used in conjunction with pipe drains for this purpose. A geotextile filter fabric separator is required between the unit drainage material and site backfill soil in any application where freewater is expected upon the wall face such as in a detention pond or along waterways where the high water level may be above the bottom of wall. Use of filter fabric shall extend a minimum of 1 foot above the anticipated high water level. A fence, railing, guardrail or other protective barrier is typically required along the top of all walls as required by the site engineer and local codes. The choice, location, and compliance to local codes of the appropriate barrier system is the responsibility of the owner and its site engineer. Fen", (' ,",,"in>d) \ ' 3'Min. 0" Min. Low Pe="b1e Soil \ \ \ ( Retained SOil) \ \ Limits /L r Koystone Co, Un' G~~ Unit Drainage Fill - ~ ( Reinforced Soil ) \ \ - - 7\.A) ,.. Drain Pipe (if required) . "-.1 ( Foundation Soil ) Copyright 2001 Keystone Retaining Wall Systems Design is to< internal stabiily 01 the KEYSTONE wal slrUcIure only. Externalstabilily. Induding but nolllmHed to foundation and slope stabily is ... rospomDlily 01... Owner. The design is based on the 8ssumption that the materials within the retained mass. meIhods of constructfon. and quality of materials oonIorm 10 I.e..... I \"I1~E's spec:ification tor Ihis project. This drawing ls being furnished 'Of this specific prcjed. only. Any perty _ ~ ~ _ " '.1 INs document does so in confidence and agrees that it shall not be duplicaIed in whole 0( in part. nor disclosed 10 ~ wilhout the consenl at Keyslcne RMMling W" SysBns, Inc. Keystone Compac Unit Fen'" (' ,",,"i..d) \ ' 3'Min. 0" Min. Low Pe_ble Soil \ \ \ \ \ \ ( Retained Soi0 \ Urn" /\ / Fin.hod G""'e Wall #1 Section CO2 80' (Typical To Wall #2) Compac Unit - 1" Setback No. Date Revision By Vf:'\7~\II//1\. 1:' l~J oJ j ~~~~j 'L. RET!\J\I\C ,~L SYSTE:llS A CONIBH COMPANY 4444 w 78th Slnlel Minneapolis, MN 55435 952-897.1 D40 Unit Drainage Fill \\ Unit Drainage FilW \ L- \ \ \ \ \,O~ - - - 7 L.....-.I Drain Pipe (if required)~ ( Reinforced Soil ) (Foundation Soil ) '\. Keystone Cap Unit Keystone Compac Unit / Finished G,ade Wall #3 Section @ 86' Com pac Unit - 1" Setback Designed By: dim Tille: Checked By: cdm Project: Rag. No. 20589 Scale: No Scale Typical Wall Section Details Date: 11/5101 Regal Crest Prior Lake, Minnesota Project No: 01-380 Drawing No: 6 , .. Base LevelinQ Pad Notes: Mini Cap Unit Width: 18" *Oepth: 101/2" Height: 4" *Weight: 45 Ibs 1. The leveling pad is to be constructed of crushed stone or 2,000 psi:!: unreinforced concrete Slope Cut 2. The base foundation is to be approved by the site geotechnical engineer prior to placement of the leveling pad. Com pac Unit Width: 18" *Oepth: 12" Height: 8" *Weight: 85 Ibs 6" Crushed Rock or Unreinforced Concrete Leveling Pad ./' .Compac Unit/Base Pad Isometric View *Oimensions & Weight May Vary by Region Note: 1. Check with manufacturer specifications on correct direction of orientation for geogrid to obtain proper strength. 3" of Soil Fill is Required Between Overlapping Geogrid for Proper Anchorage Minimum Wall Radius: Inside Curve: 4.0' (at bottom of wall) Outside Curve: 4.0' (at top of wall) Geogrid Installation on Curves Copyright 2001 Keystone Retaining Wall Systems Design is for internal stability cfthe KEYSTONE waM structure onty. External stability, Including but not limfted to foundation and slope s~ Is tho mponsiIJiIIly d Iho Owner. The design is based on the assumption that the ';" ',;, d wittW\ the retained mass. methods of construction, and quality of materials conform 10 I~C I"....... ,E's specification for this projeet. No. Revision Oate This drawing is being furnished for this specific projedonly. Any party . ",,,,,",,', ,I. this documenl does so in confidence and agrees thai it shall not be dupllcaIed in whole Of In part, nor disclosed to others without Ihe consent of KeysIone Retaining WaI Systems, Inc. '" I I r 6" 12" Section Leveling Pad Detail ^ c: o U !!:? is _____________ [---------] J I=--------J ~~'-J~-~~~~-:~--I~l:=- -l_.. ~:-~~:::-~~ Geogrid is to be Placed on Level Backfill and Extended Over the Fiberglass Pins. Place Next Unit. Pull Grid Taught and Backfill. Stake as required. Grid & Pin Connection By "VL\.1~\ 1/// I\. T:' l~J ~ j ~4~~j 'L. RET/\I\;'.( LL SYSTE' 15 A CONIEcH COMPANY 4444 w 78th Street Minneapolis, MN 55435 952-897-1040 (2) - 4" Cap Units or (')-B"Cap",' \ /1 I I 'I J I II 4" Cap Unit r 8" Com pac ~nit " 1 1 I I I I Saw Cut units70 Fit Within 1/2" of Pipe Control Joints as required i I I 1/' I] I J I I I /1 I I ! , I Top of Wall Steps Note: 1. For pipes larger than 24", a concrete collar may be cast around pipe for ease of construction and appearance. Concrete Collar (if applicable) I I I I II }- Scour Protection as Required. Use Rip Rap or Concrete Slab in Outlet Area. ]Ypical Pipe Outlet Detail. I hel'filby certify that plan was prepared by me under my direct s 'slon and that I am a registered~m~ I ineer er aws oflhe State of Mln . V' - ,) Date: , I Reg. No. 20589 10 Designed By: dim Checked By: cdm I Scale: NTS Title: Project: . . . . Co " . " " Com pac Elevation +t N ~ ~'~Og:.~ ~'" ;;7 18" .Compac Plan Compac Unit *Oimensions May Vary by Region Note: 1. Auger through geogrid layers. 2. Backfill or concrete guardrail post in place. 3'Min. -y Guardrail Post M'" '" "''''~ . -r- I -r- _ I ~ ~_~II~~'~~ Keystone Compac Unit . ~~ "'''''''''''''1 '-- J . c: ~ \... Geogrid M Typical Guardrail Detail Typical Unit Details Date: 11/5101 Regal Crest Prior Lake, Minnesota Pmject No: 01-380 Drawing No: 7 SPECIFICATION GUIDELINES (Short Form) PART 1: GENERAL 1.01 DESCRIPTION A. Work includes furnishing and installing a KEYSTONE retaining wall to the lines and grades shown on the construction drawings and as specified herein. B. Work includes preparing foundation soil, furnishing and installing leveling pad, unit fill and backfill to the lines and grades shown on the construction drawings. C. Work includes furnishing and installing all related materials required for construction of the retaining wall as shown on the construction drawings. 1.02 REFERENCE STANDARDS A. ASTM C1372 Specification for Segmental Retaining Wall Units B. ASTM 0 422 Particle Size Analysis C. ASTM 0 698 Laboratory Compaction Characteristics using Standard Effort. D. ASTM 04318 Liquid Limit, Plastic Limit, Plasticity Index of Soils E. ASTM 04595 Tensile Properties of Geotextiles - Wide Width Strip F. ASTM 0 5262 Unconfined Tension Creep Behavior of Geotextiles G. NCMA SRWU-1 Test Method for Determining Connection Strength of SRW 1.03 QUALITY ASSURANCE A. Owner will be responsible for soil testing and inspection quality control during wall construction and earthwork operations. PART 2: MATERIALS 2.01 DEFINITIONS A. Concrete Units - a KEYSTONE modular concrete facing unit, machine made from portland cement, water and mineral aggregates. B. Structural Geogrid - a structural geogrid formed by a regular network of integrally connected tensile elements with apertures of sufficient size to allow interlocking with surrounding soil, rock, or earth and function primarily as reinforcement. C. Unit Drainage Fill - drainage aggregate which is placed within and immediately behind the modular concrete units. D. Reinforced Backfill - Compacted soil which is within the reinforced soil volume as shown on the plans. 2.02 KEYSTONE UNITS A. KEYSTONE wall units shall have a minimum 28-day compressive strength of 3,000 psi. Standard weight concrete shall have a maximum moisture absorption of 8% (6% in northern climates). 2.03 FIBERGLASS CONNECTING PINS A. Connecting pins shall be 1/2' diameter thermoset isopthalic polyester resin pultruded fiberglass reinforcement rods supplied by the unit manufacturer. 2.04 KEYSTONE KAPSEAL CONSTRUCTION ADHESIVE A. Material shall conform to ASTM 2339 and shall be supplied by the KEYSTONE unit supplier. 2.05 GEOGRID REINFORCEMENT A. Geogrid shall be the type as shown on the drawings having the property requirements described within the manufacturer's specifications and required by the design calculations. 2.06 BASE LEVELING PAD MATERIAL A. Material shall consist of compacted crushed stone or unreinforced concrete as shown on the construction drawings. Copyright 2001 Keystone R_ Wall Systems Design Is lor inlomal stability d tho KEYSTONE waI .tnJetunt only. External ,"biily. Including but not limited to foundation and slope stability is Ihe responsibility d the 0Nner. The design is based on the assumption that the materials within the retained mass, methods of construction. and quality of materials conform to KEYSTONE's specification for this project No. Revision Date This drawing is being furnished for this specific pn::;ect only. Any party " ~ ~ ~.,., ~ this document does so in confidence and agrees that it shad not be duplicated in whole or in part, nor disclosed 10 others without the consent of Keystone Retaining Wall Systems, Inc. 2.07 UNIT DRAINAGE FILL A. Unit fill shall consist of clean 1" minus crushed stone or crushed gravel meeting the following gradation: Sieve Size 1 inch 3/4" No.4 No. 50 % Passino , 100 75-100 0-10 0-5 2.08 REINFORCED BACKFILL A. Reinforced backfill shall be free of debris or organic material meeting the following gradation tested in accordance with ASTM 0-422: Sieve Size % Passinll. .2 inch 100 3/4' 75-100 No. 40 0-60 No. 200 0-35 LL < 40 and PI < 15 per ASTM 04318 B. The maximum aggregate size shall be limited to 3/4" unless field tests have been performed to evaluate potential strength reduction due to installation damage. C. Material can be site excavated material when the above requirements are met. Unsuitable soils for backfill (high plastic clays or organic materials) shall not be used in the reinforced soil mass. D. Contractor shall submit reinforced fill sample and test results to the ArchitecUEngineer for approval prior to construction. 2.09 DRAINAGE PIPE A. When required, drainage pipe shall be perforated or slotted PVC pipe manufactured in accordance with ASTM F794 and F949 equivalent to A-2000 Perforated Pipe by Con tech Construction Products. 2.10 GEOTEXTILE FILTER FABRIC A. When required, geotextile filter fabric shall be a 4.0 ozlsy, polypropylene, needlepunched nonwoven fabric equivalent to C45NW by Contech Construction Products. PART 3: EXECUTION 3.01 EXCAVATION A. Contractor shall excavate to the lines and grades shown on the construction drawings. Contractor shall be careful not to disturb embankment and foundation materials beyond lines shown. 3.02 FOUNDATION SOIL PREPARATION A. Foundation soil shall be excavated as required for leveling pad dimensions shown on the construction drawings, or as directed by the Engineer. B. Unsuitable soils shall be removed and replaced with approved compacted material as directed by the Engineer C. Over-excavated areas shall be backfilled with approved compacted backfill material. 3.03 BASE LEVELING PAD A. Leveling pad materials shall be placed upon an approved foundation as shown on the construction drawings to a minimum thickness of 6", B. Aggregate material shall be compacted to provide a dense, level surface on which to place the first course of modular units. Compaction shall be to 95 % of Standard Proctor Density as determined in accordance with ASTM 0698. For crushed rock, material shall be densely compacted as determined by visual observation. By T/fV"0T' \ 1/;.1\.. r l~J ..) j ~A~~l 'L', RET:".!'::' ~ L,- S., STD.IS ~ 3.04 UNIT INSTALLATION A. The first course of concrete modular wall units shall be carefully placed on the base leveling pad. Each unit shall be checked for level and alignment. B. Units are placed side by side for full length of wall alignment. Alignment may be done by means of a string line or offset from a base line. C. Install fiberglass connecting pins and fill all voids in and around the modular units with unit fill material. Tamp or rod unit fill to insure that all voids are completely filled. D. Sweep excess material from top of units and install the next course. Ensure that each course is completely unit filled, backfilled and compacted prior to proceeding to next course. E. Place each subsequent course ensuring that pins protrude into adjoining' courses a minimum of 1". Two pins are required per unit. Pull each unit forward, away from the fill zone, locking against the pins in the previous course and backfill as the course is completed. Repeat procedure to the extent of wall height. 3.05 GEOGRID INSTALLATION A. Geogrid shall be laid at the proper elevations and orientation as shown on the construction drawings or as directed by the Engineer. B. Correct orientation (roll direction) of the geogOO shall be verified by the contractor with the strongest direction placed perpendicular to the wall. C. Geogrid soil reinforcement shall be connected to the KEYSTONE wall units by placing the geogrid over fiberglass pins and laying the grid back on compacted fill. Place the next course of units over the geogrid. D. The geogrid shall be pulled taut to eliminate loose folds and pretension the reinforcement. Stake or secure back edge of geogrid prior to and during backfill and compaction. Geogrid shall be placed side by side with no gaps. 3.06 FILL PLACEMENT A. Backfill material shall be placed in 8" lifts and compacted to 95 % of Standard Proctor density as determined in accordance with ASTM 0698. The in place moisture content shall not exceed the optimum moisture content as determined in accordance with ASTM 0698 and be no lower than 3 % below optimum moisture content B. Backfill shall be placed, spread and compacted in such a manner that minimizes the development of slack or loss of pretension of the geogrid. C. Only hand-operated compaction equipment shall be allowed within 3' of the back surface of the KEYSTONE units. D. Backfill shall be placed from the wall back towards the embankment to ensure that the geogrid remains taut. E. Tracked construction equipment shall not be operated directly on the geogrid. A minimum backfill thickness of 6" is required prior to operation of tracked vehicles over the geogrid. Turning of tracked vehicles should be kept to a minimum to prevent tracks from displacing the fill and damaging the geogrid. F. Rubber-tired equipment may pass over the geogrid reinforcement at slow speeds, [less than 10 mph.] Avoid sudden braking and sharp turning. G. At the end of each day's operation, the Contractor shall grade the backfill away from the wall and direct runoff away from the wall face. The Contractor shall not allow surface runoff from adjacent areas to enter the wall construction site. 3.07 CAP INSTALLATION A. Place KEYSTONE Cap units over projecting pins from units below. Apply KapSeal adhesive to top surface of unit below and place cap unit into position. Backfill and compact to finished grade with low permeability soil. A CONrICH COMPANY 4444 w 78th Street Minneapolis, MN 55435 952-897-1040 Date: Designed By: Title: Specifications Date: dim 1115101 Checked By: Project: Projed No: cdm Regal Crest 01-380 Scale: Prior Lake, Minnesota Drawing No: NTS 8 ,