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HomeMy WebLinkAboutPlansAA 5 r'/!1J",%9,i7' 5/1" C! rel G •,l % -5- © 14;72/417 ,///1 /'921<r I Public Sery co of ColoradaBLCC-I2-1D-I865 Hopkins Sub Station - North retaining wall !' 7840 CR lib, Carbondale APPROVED SUBJECT TO NOTED EXCEPTIONS & INSPECTIONS GARFIELD COUNTY BUILD G DEf'AI$T M1, NT Date C/ 6 By LI) COP NO INSPECTION WITHOUT THESE PLANS ON SITE page of ae.,,ce copy 1 �k STONE' RETAINING WALL SYSTEMS A CWITFCN COMPANY Design Calculations For Hopkins Substation Expansion Glenwood Springs, Colorado (Project No. 10-328) Project Date —11/22/10 DMT KEYSTONE RETAINING WALL SYSTEMS, INC. • A CONTECH COMPANY 4444 West 78th Street Minneapolis, Minnesota 55435 800.747.8971 • Tel 951.897.1040 • fax. 952.897.388 www, keyitonewails.com Date: To: From: DESIGN MEMORANDUM Original November 22, 2010 TylerBrookhart - Boral Best Block Dan iix - Keystone Project No: 10-328 Project Name: Hopkins Substation Expansion Proj Location: Glenwood Springs, Colorado Approximate Quantities Project information Units: Reinforcement: Wall Batter: Design: Cap Units: Max Hgt; English Mirafi 1" Min Setback Rankine 4" Caps 5.67' BREAKDOWN includln caps Area sf) Compac 11 1,433 DESIGN PARAMETERS Soil Properties: Reinforced Retained Foundation Design Loads: Liveload: INFORMATION PROVIDED Grading Plans: HDR Engineering Inc. - 10/15/10 Utility Plans: None Soils Report Woodward -Clevenger & Assoc. - 8/2711 Specifications' Norm Units Comments 34 26 26 110 125 125 (psf and pcf) #.57 Steno (psf and pcf) CL - Lean Clay (psf and pcf) CL - Lean Clay 250 psf Deadlgad: None Backslaps: 4:1 68Cksi oee Seismic A: g Other Design Considerations: Compound Stability of Tiers : Not Applicable Global Stability/Slope Stability_ Not Reviewed Design Notes: 1) Additional wall square footage is required for the end of wall treatment at the North wall, which was not included in the project plan wall elevation. We have added to the square footage noted above. The south wall did not have grading to terminate the ends of wall into as depicted In the project plans. Wall Data Soil Reinforcement- Miragrid 3XT (sy) Neat Quantity, add l waste W all Keystone Units Length (ft) Area , (sf) North Compac ll 146 712 125• 250 — — South Campae ll 199 721 —n Total 345 1,433 375 p 0 0 BREAKDOWN includln caps Area sf) Compac 11 1,433 DESIGN PARAMETERS Soil Properties: Reinforced Retained Foundation Design Loads: Liveload: INFORMATION PROVIDED Grading Plans: HDR Engineering Inc. - 10/15/10 Utility Plans: None Soils Report Woodward -Clevenger & Assoc. - 8/2711 Specifications' Norm Units Comments 34 26 26 110 125 125 (psf and pcf) #.57 Steno (psf and pcf) CL - Lean Clay (psf and pcf) CL - Lean Clay 250 psf Deadlgad: None Backslaps: 4:1 68Cksi oee Seismic A: g Other Design Considerations: Compound Stability of Tiers : Not Applicable Global Stability/Slope Stability_ Not Reviewed Design Notes: 1) Additional wall square footage is required for the end of wall treatment at the North wall, which was not included in the project plan wall elevation. We have added to the square footage noted above. The south wall did not have grading to terminate the ends of wall into as depicted In the project plans. STONE REmININ6 WAIL SYSTEMS RETAINING WALL DESIGN KeyWall 2010 Version 3.7.1 Build Project: Hopkins Substation Expansion Project No: 10-328 Case: Case 1 Design Method: Rankine-w1Batter (modified said interface) Design Parameters Soil Parameters: c psf cf Reinforced Fill 34 0 110 Retained Zone 26 0 125 Foundation Soil 26 0 125 Reinforced Fill Type: 2.5" minus Crushed Stone. or Gravel Unit Fill: Crushed Stone, 1 inch minus Minimum Design Factors of Safety sliding: 1.50 overturning: 2.00 bearing: 2.00 pullout: shear bending: 1.50 1.50 1.50 uncertainties: ti 1.50 connection: 1.50 Date: 1111117010 Designer: dint Reinforcing Parameters: Mirafi XT Geogrids cult RFcr Rifd RFid LIDS FS Tal Ci Cds 3XT 3500 1.58 1.10 1.25 1611 1.50 1074 0,90 0.90 Analysis: Case: Case I North Wall Unit Type: Leveling Pad: Wall Ht: BackSlope: Surcharge: Compact! /120.00 pcf Crushed Stone 4.66 ft 14.40 deg. slope, LL: 250 psi uniform surcharge Load Width: 100.00 ft Results: S[idinj' Factors of Safety: 1.59 Calculated Bearing Pressure: 6221622 psf Eccentricity at bast: 0.24 ft Reinforcing: (ft & lbslft) Cale. Layer_ Ileigbt Length Tension 2 3.33 4.0 7! 1 1.33 4.0 212 Reinforcing Quantities (no waste included): 3XT 0.89 ,sylft . Date 11/22/2010 Overturning Rearing - 4.15 6,01 Reinf. Type 3XT 3XT Allow Ten 1074 ok 1074 ok Wadi Batter: &00 deg. embedment: 0.66 ft 25.00 ft long DL: 0 psf uniform surcharge Load Width: 100.00 ft Shear Bendink 19.98 6.46 Pk Conn Tel 716 ok 876 ok Sery Conn Ise NIA NIA Case 1 Page 1 PuUout FS 6.11 ok 5.77 ok STONE tt�rl3IMNO WML slsrEMS RETAINING WALL DESIGN KeyWall 2010 Version 3.7.1 Build 1 Project: Hopkins Substation Expansion Project No: 10-328 Case: Case 2 Design Method: Rankine-w/Batter (modified soil interface) Design Pararmeters Soil Parameters: Reinforced Fill Detained Zone Foundation Soil Reinforced Fill Type: Unit Fill: Minimum Design Factors of Safety sliding: 1.50 overturning: 2.00 bearing: 2.00 1 34 26 26 p. 0 0 0 2.5" minus Crushed Stone or Gravel CrushedStone, 1 inch minus pullout: shear: bending: 1.50 • L50 1.50 Y p� 110 125 125 uncertainties: , 1.50 con section: 1.50 Date: 1111112010 Designer: drat Reinforcing Parameters: Miraf XT Geogrids Tult RFcr RFd RFid ?:TI] FS Tal Ci Cds 3XT 3500 1.58 1.10 1.25 1611 1.50 1074 0.90 0.90 Analysis: Case: Case 2 Saudi Wall Unit Type: Leveling Pad: Wall Ht.: Level Backfill Surcharge: Campacl11120.00 pcf Crushed Stone 5.33 ft Offset: 3.00 fl LL: 250 psf uniform surcharge Load Width: 100.00 ft Results: Budin) Overturning Re_ wring Factors of Safety: L55 4.62 8.50 Calculated Bearing Pressure: 6751680 psf Eccentricity at base: 0.29 ft Reinforcing: (ft & lbs/ft) Calc. Allow Ten Layer if eight Length Tension Reinf. Type Tal 3 4.00 6.0 69 3XT 1074 ok 2 2.00 6.0 135 3XT 1074 ok I 0.67 6.0 147 317 1074 ok Reinforcing Quantities (no waste included): 3XT 2.00 .5y/ft tato 11/2212010 Case 2 Wall Batter.- 8.60 deg. embedment: 1.00 ft DL: 0 psf uniform surcharge. Load Width: 100.00 ft Shear 20.76 Pk Cover Tel 716 ok 876 ok 983 ok Bending 6.68 Sery Conn NIA NIA NIA Page 2 Pullout FS 8.80 ok >10ok >10 ok Hopkins Substation Expansion Glenwood Springs, Colorado GENERAL DESIGN NOTES 1. Toe 5]nOw ng effective strength design parameters ware assumed 11• I:i4 weee,abon- of etrucb rot (akin laUons for the Keystone retaining waif system. .—L.. 5t1_ Ralnroroed Sob 34° Retained Sep 2E° 3 Fwndaco• Sell 26' an/ 15 457 Sane 125 SHty Cay -CL 125 Silty Dray -GL SOI] types and design properties s al.5e Oxfirm ed by She Owner or es geotechnical engineer pna' fa wall unstruct151. Keystone acc 5t rp respOnsibptry far !ha Inlerpretefion or 585505ti05 p! subsurface CAnd Iil0na 2. The ayats rn has been evaluated far Internet stability and Simple eaferrat sl:d.np end overturn:rg. RBSbr to pia design cat.:UaltOOS fur specific: min Inion factors of safety u;Ikze0 fro wag des gn- 3. Toe wags are desgpied to Support'.he following mAximurrl so rrherge loadings: -e Load: 257 out Soul^. Wal' 9ackalopo. t..e113F SOJih Walt 4.11.1v; Nahh Wap 4 The well fo,ndebon 501.5 a[ earn resit tampon shat' be capable: of safety supporting 1500 5f oras Ind1atad en 91e waif elevations withe l redone pr excessive settle -sent Local beannc ceped'ty Vitali be confirmed by the 51[9 engineer. fi. The Contractor nail provide surface and subsuhocs drainage. gradin, and r'oS:en control oaring enc after war construction to avoid damage to the wail structure 6. The Cenlragor is re5POnr 1116 r5' obtaining all permits &rid easements necessary for wall Censlrucbon. T>,e Contradte is responsible ren protrote9 adjacent property frown prat: ::anstrJctior, 0.rrltes. C.pA:2010• la1M"' RetOrlvw.uwets-s 0'4 9• ir.wrai u.-l.:v d va 55Y6701E x11..1•.14.9 NW- 1113.5). 11.51111 :0Y'0 rix 55 !olds x m:Oeuton a J Mei. r;Y.cr t Tr .n80.. V%O•nwr. Tri00.2semMv60. r• AMR. a 8,.54 TKO. .rf)5 re.1)5'1.0 runs rtv'mw retro:no5.. 6.55.51161 myyN• deme, 414YSTOVEs r6utUsrttniutss,is . Tr. 55.1.5uown¢rwrwrc, to A,r 555+551.0 sor..ortoner sine aetun.e .r= co.o :,. s,0rc.r. PC Minn wari i 44i r! a rat o5 Cogves '0.0.10.3 ,0s 11,441,111,441,115.1.•.a .1 ea n yerTw 55.059 Wil Syv4.11.55.V1 NAN 115.0. DRAWING INDEX Description Shred! No Title Sheet Site Plan 2 North Wall Elevation. South Wali Elevalisle Typical Waii Section oatai:s 5 Typical Camps:: 0 Unit Dates Spe if:celinn By 1STONE" ikla-rrale94511e0 0* 43. w.0 5n.. axrt 11511.43110.45 ss.0 952%95.,0.] GUALITY ASSURANCE PROVISIONS 1. Wait eonsirurtcn shall be monitored by a oval:9ed Er ginger to verily field coneibons. if !nos work ,s not parfarmea by the site gectech5Gal engineer, the 50.150hr;ce! engineer ansa 65 CenStr'.ln a those ,me Yens stemming 10 sail Conditions and wait perforrnanee. 2. The toundalvn sails at seat wail loca'rgn snap be inspected sy me Engineer and any LrssuIable Soils or imp/pearly oprnpatted amberknent rr teriei renrss 0 and repay as directed by Cha Engineer pear tc wa:' 1pnett eter. to prOVSS6 edcguata bearnp capeOty ern 151:5I" 5e ent:erlent. 3. Al! wall asnavatlor end eta nes soils ora:1 be rriepected. h' groundwarter ggndli:One and any eod4t:pnel dra,000o prorliaois reached In the 46'4 shad be fncerpwe1S bee boa prat construction as directed by Cha Englneo-. 4. 54& be ekfJ1 'material slab: be tested and approved by the =_a3lneer for tae in the reinforced sell ;One meeting Ins nJninwm rowIrements of the approved desgn plar.s- 5. Ai SOS hackAF spall be tested by me Englnaer fpr mefatere. density. and xrspaeIIon 555555315.1111 (every 2'ver5*i3y •1f16'•200'rrb) meeting the minimum requirements of the approved design ptene or weinet sped/it-Mona. 6 Wall ra6SVut3411 shall be i nner:Lolly inspected by the Engineer to ensure the geogrid rrlr orcernent etevabans and lengths are 'nstatled In accordance with pie approved design plans. 7. Ful waft elevations. g-ades. and badt,lope COndl:on5 shag be vtlfied by Ire Er•.pineer in the field for conformance with the approved design plans. Any revislbFS to tbrb structure oeome4y or cosign alta a 5[103 require design rrcodifra:ion pain :a 5r edirg•wit. sensWclion [%s Oef'r,,.w 9y. 1N. OUT tr.e,eeM No SOW Tale sheet km. Hoskins SLhstation Exparsi35 Glenwood Springs, Colorado 0r:. 5'05)1 rx 101:1 , • \ I - r+: 1 ,'1 \' 'J .r.:'-F✓`r.' Wil- :r Lam •- ? 7::: •_ , rs ` �_ '�;S•r� � �S:aiR_t?�Jlkr�i kkii,, ;1 99.0e � a�i'� • •�SOu rf-I Wry L �= __ »�` 4 _ 1 ;• —c i0 Gerie-aI Notes: L The wall shall be oo051.-4c1.4 wish KEYSTONE COAIPAC II wars using the 1" loark!1 H:61r 06d9r1- 2 T30 cesgo regdras Mra`.3XToo 20100rcemants al the.laval.0rs Shawn n r• T01.e=113.33 TOW, 111.33 Ga09rd dint (Feaq Diad Ice Acrg 1410b ( r_4.1 ▪ I.- ' Legend: 3XT© 111.67 2X -L9 ,09.67 1_ T t. J. a • BCW='08,35 —nal . 1 Wul Torrnlnos .Are - C.r•vo into grading Additional 16 SF Top of Final Ground 01 Hunan of Wag - Geogld 71:101 l Cmlpoc 11 Units - 1 " 5a7aa dc] OXT 2014,11333 J . 1 3 . .I , , _T1. -T: f I 60W=106.33 r I 1 1 1- .T T r-1 1--I. T r 1r rZ-i•o T: T I -r 1rl- 1 1 1 1 1 1 1 1 01 1 1• r 1 1 rr r r. 7 1 1 1 r l 1 1 1 111CrI r; 1 :TF1 T ] r l r l l l l l r r l l1 , f I [ E 1 0 111 20 30 03 50 G0 70 s0 00 100 110 120 of 111 Nl2 ! 'TOW='13.33 1 �- 3X""2 111.67 3XT 109-67 I 1 BOW=148.33 n w z w Keystone North Wall - Front Face Elevation CW=:10.73 End of Wall Tei rnlri.s A: 0:1 • Curvn info Grading —• • - Md lllon,l12 S= Too oe F r al Ground a. Bollord of Vial Gwogrnl 4-0' Geog2C Death Dodi... (F6e1) • (Corp ac 11 Unhs -1' Sdtaaok; Distance Along 1 2 1 1 , 1 1 1 • 1 1 1 1 1 . E '1 7 ITr rT 11 1 r 1 1 1 1 Nra II (Foot) 1 170 1:10 140 550 160 170 e.avY/n" scene „n• wore': ww svlsn .IeAR... ra n.ww W.Mer r in. AE •S5']rs .0J .2 5 2 ]1 Exna^. aieG[y, I��i..�•�W. nxynxr.di.k...Jsbor.25P52Ys C+e nweW�ry x:ia Dv, 11nnren icor[ao can. a.."�wr it eiya nLn , I aEW n W.S. m.r rax :A 1s wi�iu.� b r5TClrac'. wKlrolnnm Iiliais w2crane:. • 0.rr53.r Many'Woos ry e.a rrrAi:�m.e� enlr /+�, w ar .A1.• Don/ ewe,. 'nu iv..xstir A.4..1. • iw"4 r'Ae n i. [Sn, xi Enc Iv el*. •tow! t...•01 o' ...1,5;1,0311C Annk", W1i 5,1555 Inc ▪ 0,11 a..ryor f-, r 1 T 1 1 1 1 1 r r 1 1 180 180 20.7 210 223 Keystone North Wall - Front Face Elevation I STONE` al ant Wrl sw:na ua w.nr Ten sr,.. ...rack. MIS sux 352-09]•'04 Lis Pnn1 TT:TT• 1311 235 2•Q Nort'1'Neill Elevation Hopkins Substation Expar•son Glenwooc Sar.ngs, Cc.vrado r TQW=10033 General Notes: 1. -he wall 6halk be can s:r.i ctiJd with KEYSTONE COMPAC II urdrs using tt.e 1" setback (1 H:BV Barter). 2. the design regrnrc; M'rs`. 3XT 001 reinforcements at the clerailais shown. TOW=101.00 f Legend: 3XT TOW=' 01:67 -, .111.0---- MI= ...... Bow-sa.vo Geogrid Dept, ;Feel) r r 97. 3XT 0 30-33 r1 T0 of Final Ground al Bottom of vas r i :0112Fi 00 6.0' Geoirt3 Depth (Camvac II Un1t - 1' Sa;hadc) DIit5ew:.. AbnI'� g 1 r (1,J111 ! r r I .. 1 1 1 1 1 r 1 r, 1 1 1 1 1 1 I r. 1( 1: 1 1 1 1 , r I..f 1 r r r• r j S r•: r i r r (51Fi r' r r i r. -r v.'all [Feel} 1 I E 0 '0 20 30 40 30 611 72 80 Keystone South Wralf - Front Face Elevation Geoand L'.plS Ir'ae'1 377 i2'00.50___ �j-Z-- 3k' LYS Tap c' Final Gro. a1 5c1lam d 44] 000-.-97.33 Distance Nan 3 1- I SOON (Feet) .20 COcY' 8n• 207a Keriune 000,nW �- BOW=95.67 Ge0g Id Depth ;Ccrnpa c !! U n u- l' Setback:I BOS%'=100 00 1.111 100-00 3X7 iO 08.57 YT 31fT �iy97 33 BOW=9].33 -� . ['f f r 7 7 5 7 r r r I 1 1 1 1 1`� r -f T-7 00 100 110 120 1 ITrl 1 1 1 r 1111: .11 i 111 j r l 11.1 I TIil ll lr ITT] r 1 i{IrI1 .Trr 11 1r lfll.1 1 1] 11 ..c "r i"r'i•-�1.l..ii .T 11 I 112 -Fr 11 . 13.7 '40 150 150 170 180 -03 270 Keystone South Wall - Front Face Elevation 210 220 23C 240 0..ep I1m KEYS. 01,10 hoI .,C111. :Ay, 00,01 au.b NT 000,9 II. .r 1 R:wd n rgrwxl ..e: nw .va.p• . na orwCJ�lY alio, P.+wr. nw el 01. wog o• ev a..MptInlnd v. mpyyn; Wr.n 511 x.1.010 +.10, rwlnom o: C. .O.an, III y.xrd maly¢t wbnrn c NIY`.TChEYi1ot-afrr k: ..a Wiwy. in.d••�5a..a In Ineipocep"gettalh •n al 97 x v:r'pd d0:109,x.1 ewe Na• C0,0 NIG Ir., nal 1,00 ro. ba .M.N. ,: ...le c.:a xt w! ceeoxa n tI,e, tax.Ira a..1 Cr ` 5»ekelxrl,wan z Ys•.rr. lac Br 1�$5T d[N1a OC]h HlryE:'p" 01. Woe 780 Sr.e.r 951» Mel flfr 01rA oeagroc P.r 1rt4. South Waal Elevation Ir I a cam C J'jl/J 6 N. P cI Hopkins Su ostatio n Expar s:on Glenwooc Spnngs. Coforado Genera; Nates: Rear drainageylpe should bo.ncluded whore Grounowaler 04 seepage present ie tete nen &NIS Springs D+ seasonal seepage PPMefial K naiad it 9notesbnleal repos; Rerfureet sod of rower parmeubi::ty than rata- ea soles Generat}y, Odd:Twnal dra.eargo mate's! such es aggrega le drams & fabrics ono ar mage COmpostite riffs are used In conj:100101 WAN sea' 414l'lage 41pa as diencted. h'hext abpre upriciligne are mol present or grcurMwe[Fr PandUinnS re. not 11 rector. the rear dra:rape pipe may he omitted or ahnreelely!mated betlird ::ries at the base cr the drainage FII. ilaNng ;0.s RequAed by i -anal Codes} Urethane Composite Pr Aggregala Sacs Drain System 4 Req.rred'•. 7355 linin re to 1.4:eight of Seepage �Re!xkred Sall An rpxim10le Llmlis Of Eacarl 4101 4" Perim -Wed Cram ape Pipe ;Wrap °renege Pipe m 3;4" Aggregate and F1Is;r Felons)- 1' Required Tie Drainage Pipe into Storm arafne pa System 0..1101 to Oa Age: a: Low' Poinm• — A1!e'naie raises Grain pipe lesat4 104 grey Dniy be used when Gracing a1 hese does not allow grargy oatlul or pipe - There A no storm sower systom to outlet pipe di edit' iota. Drainage p,pe es not reau ked deadly behind the wall Ungs for convention a l wet ponaton where retained 0440 are eel a eauss4 of groundwater such as fill wait Construction or but walls Into relatively dry banks. When required, the 5'.211. locefi0n. art type of spate& drainage ^sa:crials sheets Pe ccmplalad as dIrace: by 040 milk, g&etas:4 ural original. Float '•Pure Va/ssG - 4roly max. ' f- 8•"Min Low Permeable Solt _ - Keystone Cee Deft Drainage Flo f 3`4" _. - LYIl1. ed Reck 51 Storm; Keystone Cement :f is2 ertsiated Drainage I;nrair•arned Convert; or Pipe Wrapped In -Iyer It 1_. C ueren Steno Lovell%Pad Faber., Ir Requnned". -4 (Ossndar�r Sall) Typical North Wall Section Gama. ft 11:nIt - C11e lrO}1 M,n mum Sera*. ' See Genera, Notes far Drainage Requirements Ra:bng [As Requires by Local Codes} - Fula Ground • Gravel eysiE•ne-ta •- 0 c 4lnaet:ed . ie r latarial f ' ,-. Existing Ground, KaySlOne GC m Pao ;11.724 Ur' l! Drainage Fol (314 - Crushed Rock ce 5100401 ) Ni Final Ground Va riyy-4r:lv mase. L 5 Approx•mole Limas o+ Eitanea11an — 4' Pe.5oratcd Drainage Pipe 4Ia2D60 :m Fifer t FeDec, 1f Rrequ:reo '. i �reundalio^ 3Pi1 j h+�r1s.:20,0....:w. wawn04.1 Serle.. e.r.s.lr ec.,,r. r...r.a.11 sera c rs'aas,.sl:i 411-,0+r. =.roc,•. v.He1y. ,e:t+sry [v mi :011.010 kine..., am rine _-a41G>•'h. mwnu1lnr au le ohne- me0ml;1 ea.ee: an Pt.W.•.wr.inal ise master. 1.1In 1rre relo-101 w11. 1!eu*ca a cn15.rm..ra 1.1u410r slaw. pc., b 5r4•5111€1..1l.rcr..4r 10 11a sawn. •r�r v.r. ;,. nal1tlrear.< 04a.cerc:m.e10.' ewrn.v w,i•p nn ma 0.r•an: I., In in amRwnw ant eon.:'..e aur im. w •11. 01111 11 4..4..0 401104100001040104040510,11051.0100151 +V ,Fenlon. .0u510 W1r 511!1•ee. int. Urreletd-cod Corsets m - Gushed Stone Leoei,r5 Pad Tyo:ca1 South Wall Section Cempac ll limit- One Inc`. N'.nim 4m Selbaak See General rvotea for D amege Requirements ID n L. "00.,544 ^i � I c1 7 04 W: %TONE' YI.I11OLar"a.Y :51414[105ln Sr..• 4Bn0pxt, M% 550-25 058.091 ta0 A ge4texrle l ter fabnc separator i5 required between the uY! 4•4044ge reater1a: and site baosfll 0.8- It any application where frewwatur Is expected upon d10 watt face Stith as Ina detention pond nr alpnp waterways vinare the 1igr wain* leve: may be AG MS me b0ttam O' we11. Vse 04 Utter fabric anal extend a minimam Of 1 !col above ire ar404peted her- wafer level. A ;once. rafting guerOral or other pr0tedlve barna: 1s typically required along the lap of all wens as ro5uirsd by to Dig engfff eler 0:70 I0c411 dedeS. The 0441.0.:DOa1101.. and W111p1: ;lane tt local codes of lha app10001m ban'. systtrr, is 10410 respnns:blG1y of the owner end its Slat 0111:•,ser, F 3aekfil or CDncre in 5 51.01 0061 it Place Steel Faints or Rating -_1 Drainage CD4posiIO or ,Aggregate j Barr. t D,-als System, it Reaair01.0 7014 Finlin or to Height Or Seepage,J' 1 C. yl Elsner. o. Cons eie -' - 0a05nd Fence Section & Plan Detail Compac 04 Unit - '• SeteaG. 4" Perforated Drainage Pipe (19rxp Drainage Pipe 1n "Sid" Aggregate end Filter Fa -riot, II Required--. J Outlet Drainage Pipe j 1e. Cayaglrt at Low Points ' Keystone 4" Ce- Unri KeysiP'te Comp.. I: tend lin:t Drainage. P11: 014' 1,1-e— Crushed Rock Pr Stone) — Keystone Corneas 1I Una - Feral Ground Dene Grader; Pgoreyale fain.1D% Fines In Cores and behind Fading llnreinfOrced Goncsete or Crushed Store Leveling Pad 4 PtinDra!eu Drainage t P.po Wrapped le P11M Fabric, It Required•' - 144,0:m51e U-dta L of E 0Cdye'Oon Alternate Raised Drain Pipe Locations arty use LM1Tan Site 13eome0y Requ405 Ore. Pipe to La Rase order tc C 411at a: Face See Genera: Nolan for Drainage Reenirernonls v Oa Typ=cal Wall Section 1'2210 s. X11.24.10 Hopkins Substation Expansion i lenvvood Springs, Ca1orad2 Irq.e1 ye loam 5 — (2, •4" Cap lliets or •- 4r Cap IL.:r11 . ill, - 8" Cap Unit -, , , ,- Er Keystone l',. il Base .._eve1ing Pad Noter Compac II tkei Cap Unk 1. The leveling pad Is to oe COnairucled of crusheC alone 1n4dtn: 19- ',Meth. 15' INUN011 1 ; ' -1- to . . • ' .....• , .•. . .. , . • • or2,9•30os unrelnrorced r -Depth; 12" *Depth: 101/2" IIIMINIONAIIINUIHIM .ncreier / Ineiraq: 6' ,:Xaraighc 62 les j hieignt. 4" ".•nireigni 46 los ..,.....q.,:...,54:? MEM :,...7t0iikr.:it.'la"J;;;:•...4...,„- ,4•'5• 2.1The base built:talon is to he / approved by the M..P. ir3OtBCP.rn..a. [ ar pincer prior te plecemenr of Lge ii leve5n5 pac. i 410 1 It , 11 i ii.i . ... —.i 6' Cushen Rock Or -- \ — 8' yr 16" 'Jraeleterced Cone -L? -eyeing Pad Step Elevation Compac 11 Eievation m.a, EMS ''-'''''''r: ,... ' . '01011ffig 4'"&111.11111111401211,1iA,° 10,,C5' . •••• ... - A. Note.. 1 Ir't levelr9 Odd .5 stone c r 2000 psi lo be censino:ed ot crushed ± unreinforced conolite. Flbeigless Rim 2,11--- rent Face 0 • c7 imponms•Eimile IBIIIIIIIIIIIIIIIIMEN 11=111111•11111111M1 IMI MIMI - , Note: lie peewit [Pr eqUal. Top of Wall Steps 18' compacli Plan Zscavaeor. -' urriis N,..4101100 • Oil .' • 9 '''' 6' Crushed Rock or 1, _b-si. LI merit -arced C•oriOnehe Leve nig Pae Compac II LliA1Basta .... ^- ,,. , • , .. Pad Isometric Section View X. • ,-7114,31.:,::C.'•;:j.'"L'a, — '''' -I - E' .7g7 ' vi+ 12h • - sacson Leveling Pad iri Detail Compac II Unit .Di-ensions &Weight. May 'Vary by Regior 't D,rn mato n s May Va-4by Region Additional:90%9nd Ovarlep Extend Wall Height /4- Plato Additional Pieces of Geogric -•-•. / 1Note: 1. Fot pipes larger !hen 24", a cone•el.e. Collar may be cast around pipe for eaee of constructor. and appearance. ,„. CLA Un•es to Fit Within 1/2• of Foe , / = i (.—•-• C,4:43C,,Nte CQ.lBrf —1 COn1.331.1cints 0 fir Angilcabla, ae requirod / Car-Irv:Sant CO Note: 1. Augerl-nough geogriS layena. 2. Beeldli or concrete gunre raj pest Gdardrail Post -.. :I in place. • 5r/hon Mg e Exaged1120. \ 3" of Soil Fri is Required F1s41‘....n 1 Overlapping Geogrkr tru Proper l' • . Anchorage (Typ.) 1 I 1 1111111111 1111111111 3" ci Sail Fill i5Required Between -7 \ 9,0„... --- OW, aMir,s1Geogrid !or Proper / - H14-1 r 1 i ? 11.C. . , Anchorage (Typ.) /. \ •i,..2't„t•Nii,iii, . 1,1' il P :II 11 i 1111111 ; 1111111 / , I • . " ; . '''.,:, 1111111111,1 • m Strength c Additional Dra nags, Flt -7 • , •• • uffluiseclimove • ._ 11111111111 111111111 5etanelnialHekcht /2 / \ i .., i i,..• ,. i iiimiairoWt IrlgArr ,. _.,--- Fr.,/,.. . !,. ....1„, le.P •x,- ••• , H /4 1.111011111M r1111M11.1 W.11E111111 . .. ', ". ••••`•,2=-" ' 'ird / , \ kyv•" • 11 . .:-,-..f / _ ' - - - 111111111 1111111111 NIIIIIMINISEIIMIIIIII E.111111111111 11111MIIn03aM0l..megINiItiovIiMsom .. . _ \ IA '1'--1-::1 "4-. 511EIiINnsmEIMI / IMEMMNKINR1III 5 &.,. wp 1114T ir •- ::. 8 / ; 1 1 - ir / - • L,, ... 111U1111111111111111111111 11...._OINNEIPIPIEVE, TH1lI/V1111 in._ Elnoru_ • 11•111rWLIMIll - . / . Geeprie - • 1 i : • • • • -;t11,1 ,•,...p.....i. ,, Ili • 1,',11A .11111111111, 11M11111 111111Mli AIIIIIIMIIII eirliplillii.RZNOWea h1814rfralrir Tire465711"Pial. • Nit . me ' ilia . _ lb .' - • %... Sung Proteelipn as Fietiukd e L4se Rip 1=4.0.3 or Con zrew Slat) i-. Oulltel Ayea.. Typical Pipe Outlet Detail i[rfin -1, 2 . 4-.4 dr,- 'Ir'',„,..... --..A w.n:E0', ;,..r.F. -,.-:R. 4, ' ,.„, 2 Note: — 11115: . .1. Cr' e. w.Oh roanAloturer specifications .....p ;IP- -..r.. - . • l' IN Backfll or Corlort..e - • — .•... NZ . Kernone Compat • 1 lfroi •' Typicai Guardrail Detail .01111011111111 ON! iffigliallallilirtg. IZZ al,d'r ,,,g,Crjk on correct 4515C11541rect4515C11541 io! one-I:ahem for rint2ih salerigTh- e e '- ii4 .0=4V.1 ,W.C. . --`' se ..1-1„..4,'" 0.,yiu propor • he Piecd un Lvl B GeognO is lo eeeid dal ver She iberglass Pine and Extended OF 2 1- • li 12 Geoprid Installation 2. Dense ' unit recornmenqefor o da d t•tei Corners Availanilay V.rly. Vary. on Comers and Curves Pbc..e.Next inn. Pu I Grid Taut and finektill. Stake as required. Grid & Pin Connection c-t.st:.20:0 ,,,,,,,. ,..i...-„ we 501444 14.If c..1. . ...,. C,4,44.41 444 n,14.1 4,44,144 :, Or 4E,414.INL 4444 143-4, 44 4,44 en k 4,4>I•44, 4,41.1.14 eu, net I,N, kW .4,1444W10:14 VW gi,5.51,.. Ma rebDir.ef,i1V tri in, aos, The o.00n. Ai. en me 1.1..re..., ii.: Ti. 115:15ii5:5 ONR11.1.14.115red rail. 4544:els ,,,, ,444:1,44,4. we %W.. 4, 4-41:4444,4 4.44,1:4M 10 .4L',61,344Ct 434441. en ,e4 iN4 wow..1 Tra paw.% 4 bioNa rtaa 43:4 144 el: week pre.:1 0415 4,4“, P4'44 4:44,5-.0 Ws e:c.r,•:44 oues 14 V c4,44044.1,44,0 moos ,mr sr.. D. dwhea4N, 4, 4,,,,W Cr 4. wn. ne• :Wm: LIP,,C,,,,x,i Me c4,314-4 of w,4 .4444 5441.14. INC .444 e4114,4 Fty,4 0415 i,....4 40 Or FISTONE' IESW445.0ALL MTS.'S PM. 4,•111 ..N44.4P.e. MN 55435 P5745:104.4 n''''' . camera it. I DOA Er "0:. . .F. ' .- ' . 4,... .. t .: € . e.ry nal . . ,- D' V --.r. 11': TyPiCB: CernpaC II Unit Derail:: WI. lirr..IP. 1 ,,...., Sy OW ,..,.,, Hopkins Substatinn Expans:dn Gienwoov Sprints, Colorado --1,-- hc,ro ra I 41 Z 0 ,Y ..'•.., .. ..... . k' S No Reif Cr. vg IN 6 . 1 L'St . . ,..... .4 sP'cc IF lcy7n?N. vu1➢ELINES [Short Foran} PART 1: GENERAL 101 DESCRIPTION A. Work includes furnishlrg aro installing a KEYSTONE retaining wall fo the Anes end grades s1o,vn cr. the Penske/Oliva drawhrys and as speci6 2 herein. 6. Work hrrdudos drupe ring foancallen soil rum shins aro inslal.ing leveling pad, pn.1 fit orc Ladd.] tc the lin es end grades shover on the Co0suuct on drewfr g5. C- Wo•k inc./laden funtis ring and 3 5tailtng ar re aced rnateria.,s required for construction of 510 retain r Well as shown an he construction drawings. 1.02 REFERENC5 STANDARDS A. ASTM Cr. 372 6, ASTMD422 C. ASTN 6098 D. ASTM D1557 F. ASTM 03434 r. ASTM 74316 G. ASTM D4595 Ft. A9' 1a D5262 Spealt9eabor. for Segmental Relaln ng Wail Units Pa rt CW Size Anatysia LabOfalory Co nnpacf on Che re Merlstim. esIng Standard Effort Laboratory Compaction Charecterstos using Medalled E@ort. Pa y't n tel Ch:or de P. pe {PVC) Lig -lit time. Masao Limit. P1a50tlty free. *1126 s Tenslie Plopertles or Geolexll es - Wide Width Sep Unconfined Tensinr Creep 5ehahmp• of Geotextiles ASTM. 125631 Connection Stree..5th - RNnEnrpemenvsegmenta1 Un1s J. AASHTO rn 252 Corrugated Poyetnylene Dainage Pipe 1 03 QUALITY A5SURANC= A. Ownerwlli be resporslble for soil testing arc Inspection quality, control dunng wall: construction and eartrt work operations- Contraclar shall prov!ce any qualify control testing Or inspection Tor prcuidcd by the Owner. Owner's quality assuranre program does not relieve the onnlractor of responsldnly for quality aenlrcl and waII performance. PART 2- S,ATER:ALS 2.01 DEF;VITIONs A. Cor rle'9 •shifts - a KEYSTONE modular Concrete facing .In't. machine mace °r0r" porland cement water and mlr.era aggregates. B. Shudurel Geogdd - a cr.oCural goegrid formed by a regular 1enuods m integre Ay canrected tensile warner1O with a4e-W •es p. SOS. o to to a low interkhch Ir,g who surrounding soi . rack, or earth and 'or dion primaf6y' as rein/ertomeFlI. C. Unit Dralnege Fill - ora nage aggregate which is placed within and immediately sehlnd the - module, concrete units. D. Reinforced Euckfll - Compacted soil which is with r. the reinlaeoed sol vont Me a6 shown on the plans. 2.02 KEYSTONE UNITS A. KEYSTONE wail...mire shelf have a rifl9ourn 2A -clay mmo•essive strerglh of 3.000 psi, Standard weight concrete shall haver maximum mo!siure absorption of 6% tS%in northu:Ii c'hmates',. 7.03 FIBERGLASS CCNI.'ECTING clNS A. Connoting pilo shal be 1!2" liar„e'er thermoset Isvothallc patyuahx rad, pu eroded fiberglass reinlurcemont rads Suppl ed by the boll ma-,y`aclurer. 2.74 KEYSTONE KAPSEAL CONSTRUCTOOh A0IlESIVE A. Ma'e,la! shall conform fo AST to 2339 and shell be sup olwd by the KEYSTONE unit sr.ppker- 2.75 GEOGRID REINFORCEMENT A. Gevgnd shall be the type as 6h., On the drawings ban ng the property reau:raimenls des_roari vritun ihe malwfaclurer's spedfcalons and fugue ed by the design ca culathors- .•mr1Cn 2010 m.n0u 4441'.',, car 5,nen. I0.eKt w 111 ,Metra 1iaehar el ma k0 r 141[ar!- r1 r atan cr. 1. ! xz,r :u*ie1. Ixs Jr, eta AOI Ier5141 rui01ranye avgebac]ry aft r.kanranrry er...N. ,re MtoaImedL1. swan. -5110 r'¢yn. n,alr.�a. ca=111),0.ore e,art} nr 10,, 1.1•.c.k"•~ KT. S -H.1 .'stip '1c..'m Im L•:a rico-' Tea ahw.r.;,a o«,a lw-.vr.er ww,r anyr.1y a:akaaadh whtle,. '.h'offs"n'def.] doers 151.) wy41 nv.. • u.'r.I•g 104 , Sy,.lmw.e11c 163 Caw Ra.,doa 2.06 BASE LEVE: .NC PAD MATERIAL A. Material she.' torr: sI of rampaeled cru ,44 510nu or unreinfarr •• r pncrele as s own nn the CanStre Chen IlieWi.155. 207 LY ITIRAINSCE FILL A. Unit Al shall consist of clean 1" minus crushed Slone or crushed gravel meabng Cho Solos/kip gradation: Sieve SIT z 1 Inch DAV No, 4 N n. 5:1 °m Passing 100 7s-7oo 0.10 0-5 7 -Del RL YF-ORCED BACKFILL A. Roi.-`orcod E&rk611 0u11 be iron of debr:s or organic r,a ler.4I meeting the following grodsten bested !n &too -dance with ASTM 04221 Sieve Sire 2 ins, 314' No. 4 No. 50 % Passing 75-'0D 0.10 6.5 9. The maximum aggregate size shall ba :melted to 304' unless *aid tests have bean ociort4ed t0 evaluate potentia: strength vacuaLion due to i151allalen damage. C. Material can he site excavated material when the above euulremnTts ale met. Linsuiable sai's for beadle ;high plastic days v- organic materials) shall not be used :n the reinforced soil mass- e. Contactor shall auomil reinforced Tal sample 3-,4 tbsl rn,uIlo to the Ardhltsob'Ehg roor for approve prior b: eonstnrcaor 2.59 DRAINAGE PIPE A. WT1en requked, drainage pipe shat be perforated or slotted PVC plea ma.J`aciured n accordance. with ASTM 0303c 00 corrugated -10.E pipe monathotdred n accardnnce'w'It RASHTO 2 262. unless otherwise .epe eliad. 2.12 GEOTEXTILE FILTER FABRIC A. Wiser required, genies -tile `Iter fabric shall Iona 4.D oz1sy, 54tyor5pi'!ene, nendlapuncthad nonwoven le0•I0, unless or•s-wise snndie4. PAR -3: EXECJTION 3.01 EXCAVATION A. Contractor shalt excavate to the lines and grades shown on the can s'nocttan draw.rgo. Cant( acthr shall be coral/ nor to di2ttrn embankment and foundaton materials beyc no Ines shown 5.02 FOUNDATION SOIL PREPARA-l0N A. Foundation soli 010 I bu excavated as required for leve,Ing pad dlmonscns shown on the oenskuedan d'nwings• yr as dhre0104 011 she Engineer. . 11 .Jinsuitable sols sholl be ramauec one replaced with approved oom asp rad mnrer:at as directed h1 the Engineer C. O'✓er-escafrnled areas shall be hafktilied wits eppmved compacted badtO3 malaria. VS•l'(7NEc 1.uW*xuYrnao 4444 wrmm 10,155.e. .153.305. lv :%:1e 000+1:-1544 O 3.33 BASE _EVE_,VG PAD A. Leveling pad *31001015 51511 be placed upon an eppreved foundation as gown On the 020$7J6401 drawings 10 a r 'rimy-. 711L1i1 M55 0f 6". B- Aggregate materia: shall oe rgmpa4ted t0 provide a dense. level 5prlacs 0" which le place the II•s1 ccur1u o° mad alar units Compaction taoat Ey to 95 % o' Slnndard Rroclor Density es determined in accordance. w: ( ..•••• 6 z ; NOMNYAX3 HOI1YLS8115 SNIXd011 - • ....... IP f I • • ......; • ... , • Ti • L. • ••-•--1