Teede- ja sideministri 28. septembri 1999. a määruse nr 55 „Tee projekteerimise normid” muutmine

Teede- ja sideministri 28. septembri 1999. a määruses nr 55 „Tee projekteerimise normid” tehakse järgmised muudatused

1) määrust täiendatakse punktiga 24 järgmises sõnastuses: „24. Enne 01.07.2014. a algatatud tee-ehitusprojektide, teetööde kirjelduste koostamine ning teede ehitamine ja remont viiakse lõpuni lepingu sõlmimise hetkel kehtinud nõuete kohaselt.”; 2) määrust täiendatakse punktiga 4 järgmises sõnastuses: „4. Käesoleva määruse lisa „Maanteede projekteerimisnormid” rakendamine on kohustuslik avalikult kasutatavate maanteede projekteerimisel.”; 3) määruse lisa peatükk „EESSÕNA” ja peatükk „EESTI PROJEKTEERIMISNORMID (EPN)” tunnistatakse kehtetuks; 4) määruse lisa peatüki „1. ÜLDOSA” ette lisatakse peatükk „MÕISTED” järgmises sõnastuses: „MÕISTED Käesolevas määruse lisas kasutatakse mõisteid järgmises tähenduses: Aasta keskmine ööpäevane liiklussagedus (AKÖL) aasta jooksul vaadeldavat tee ristlõiget läbinud sõidukite arv jagatuna päevade arvuga aastas Aeglustuskõverik aeglustusraja ja rambi ühine muutuva plaaniraadiusega teeosa Aeglustusrada teeosa, kus on võimalik sõidumugavust ja -ohutust tagades sõidukiirust vähendada kuni järgneva tee-elemendi projektkiiruseni Alus katendi ühe- või mitmekihiline osa, mis asub katte ja muldkeha vahel (v.a dreenkiht) Arvestusaasta aasta tulevikus, mis võetakse aluseks rajatiste projekteerimisel Arvutuslik auto erinevate liiklusvahendite rühmi esindav kindlate piirmõõtmetega teoreetiline liiklusvahend Arvutuslik veetase veetase, mis vastab arvutuslikule vooluhulgale Arvutuslik vooluhulk etteantud tõenäosusega esinev maksimaalne vooluhulk Asfaltbetoon (AC) sobivates ilmastikutingimustes normidekohaselt kuumalt või soojalt paigaldatud asfaltbetoonsegu. Kasutatakse tee katte kulumis-, siduv- ja kandevkihis Asfaltbetoonsegu bituumenist, kindla terastikulise koostisega täitematerjalidest ja vajalikest lisanditest kuumalt või soojalt sundsegamisel seguris valmistatud segu teekatete ja -aluste ehitamiseks Asfaltsegu bituumensideainest, täitematerjalidest ja vajalikest lisanditest koosnev liitmaterjal katete ja aluste ehitamiseks mitmesugustes ilmastiku ja liiklustingimustes. Jagunevad asfaltbetoonsegudeks ja mustsegudeks Berm ühtlase kaldega nõlva katkestav kitsas horisontaalne või kergelt kaldu olev riba Bituumen orgaaniline sideaine, vedela või sitke konsistentsiga kõrgmolekulaarsete süsivesinike, hapniku-, väävli- ja lämmastikühendite keerukas termoplastne kolloidne segu; leidub looduslikul kujul või toodetakse naftast või põlevkiviõlist Bituumenemulsioon on madala viskoossusega bituumensideaine, bituumeni kolloidlahus vees Bituumenmakadam killustiku bituumeniga immutamisel saadav kate või kiilumismeetodil ehitatud mustkillustikkate Dreen maa-alune veejuhe pinnasevee kogumiseks ja ärajuhtimiseks Dreenasfalt (PA) suure jäävpoorsusega asfaltbetoonsegu, mille koostamisel on tagatud võimalikult suur omavahel ühendatud pooride sisaldus võimaldamaks vee ja õhu tsirkulatsiooni Dreenkiht aluse all asetsev filtreerivast materjalist või filtreerivast pinnasest kiht, mis juhib vee katendist välja ja takistab vee kapillaartõusu Dünaamikategur liikuva koormuse mõju arvestav tegur Eeldatav liiklussagedus arvestusaastale prognoositud aasta keskmine ööpäevane liiklussagedus Eelkõverik muutuva raadiusega kõver, mis tagab sujuva ülemineku trassi sirgetelt osadelt ringikõverana kujundatud kõverikuosale Elastne katend katend, mille kihtide tõmbetugevus puudub või on väga väike ja mis arvutatakse peamiselt elastsetele deformatsioonidele ja nihkepingetele ning sideainega töödeldud katte kihid ka tõmbepingetele Elastsusmoodul suurus, mis iseloomustab materjali elastsust: pinge ja sellele vastava elastse deformatsiooni suhe Eraldusriba eraldusriba liiklusseaduse tähenduses Filler mineraalne pulber, mis on määratud terakoostise ja füüsikalis-keemiliste omadustega, asfaltbetoonsegude omaduste parendamiseks Filtratsioonimoodul (k) Darcy seaduse kohaselt laminaarse voolamise puhul on veega küllastunud pinnase filtratsioonimoodul k, vee äravoolu kiiruse (filtratsioonikiiruse) v, ja hüdraulilise gradiendi i, suhe (m/ööp) Fraktsioneeritud killustik purustatud ja sõelutud jämetäitematerjal, mille teramõõdud jäävad valdavalt etteantud fraktsiooni piiridesse Geosünteet üldnimetus toote kirjeldamiseks, mille vähemalt üks lehe-, riba- või kolmemõõtmelise tarindi kujuline koostisosa on valmistatud sünteetilisest või looduslikult polümeerist, ning mida kasutatakse kokkupuutes pinnase ja/või muude materjalidega geotehnilistel ja üldehituslikel rakendustel Haardejõud sõiduki vedavale rattale ülekanduva massi ja haardeteguri korrutis Haardetegur teepinna seisundi parameeter, mis iseloomustab sõiduki ratta ja teepinna vahelist haaret Hüdrauliline sideaine nii õhus kui vees kivistuv mineraalne sideaine Joatoru toru vee äravooluks rajatise kattelt Jäik katend betoon- või raudbetoonkatte või alusega katend Jämetäitematerjal materjal terasuurusega 2–32 mm Kanaliseeritud ristmik samatasandiline ristmik, kus erinevaid liiklusvoogusid suunatakse, eraldatakse või kaitstakse liiklussaarte ja/või lisasõiduradadega Kandevkiht asfaltbetoonkatte alumine kiht, mis paikneb kulumiskihi või siduvkihi ja aluse vahel Kapillaartõus veetõus pinnastes üle gravitatsioonivee pinna pindpinevusjõu toimel Kasutuspiirseisund seisund, millele vastavate tingimuste ületamisel konstruktsiooni või konstruktsioonielemendi normaalseks kasutamiseks kehtestatud nõuded ei ole enam täidetud Kate katendi ühe- või mitmekihiline ülaosa, mis paikneb alusel ja võtab vahetult vastu transpordivahenditelt tuleva koormuse Katend mitmekihiline konstruktsioon, mis võtab vastu transpordivahendite koormuse ja jaotab selle muldkeha pinnasele; koosneb kattest, alusest ja vajadusel dreenkihist (põhikihid) ning lisakihtidest Katendikiht katendi struktuuriline element, mis on valmistatud ühest materjalist (segust). Katendikihi võib paigaldada ühe või mitme kihina Kiirendusrada sõidutee osa, kus on võimalik sõidumugavust ja -ohutust tagades sõidukiirust suurendada Kiirtee kiirtee liiklusseaduse tähenduses Kiirusmuuterada lisarada, millel hargnemise, liitumise või mõne muu manöövri sooritamiseks liigutakse muutuva kiirusega Killustikmastiksasfalt (SMA) suure jämetäitematerjali sisaldusega asfaltbetoonsegu, mille killustikust skelett on kokku liidetud peentäitematerjalist, fillerist, bituumenist ning stabiliseerivast kiudainest moodustatud seguga (mastiksiga) Kindlustatud peenar tolmuvaba kattega teepeenra osa, mis jääb muldkeha serval paikneva tugipeenra ja sõidutee vahele Kogujatee maanteega põhiliselt samasuunaliselt kulgev tee, mille eesmärgiks on maanteel oluliselt vähendada ristmike ja pealesõitude arvu, kuid samal ajal tagada vajalik juurdepääs maanteega külgnevale alale Kohtumisnähtavus vahekaugus hetkel, mil kahe vastastikku läheneva sõiduki juhid hakkavad teineteise sõidukeid nägema ja suudavad peatada sõiduki vältimaks kokkupõrget. Kohtumisnähtavus võrdub kahekordse peatumisnähtavusega Konfliktala ala, mille sees paiknevad ristmiku kõik konfliktpunktid Konfliktpunkt liiklusvoogude geomeetriliselt fikseeritud lõikumis-, hargnemis- või liitumiskoht Konsistentsarv (IC) iseloomustab pinnase plastsust mingil veesisaldusel w Konstruktiivne kiht katendi kiht, mida on arvestatud kandevõime arvutamisel Koonus (silla vms) rajatise ja tee muldkeha stabiilset ühendamist võimaldav konstruktsioon Koormussagedus tee enamkoormatud sõiduraja ristlõiget läbinud arvutuslike teljekoormuste arv ajaühikus Kulumiskiht asfaltbetoonkatte pealmine kiht, mis on liiklusega otse kontaktis Kõrgusgabariit laiusgabariidi ulatuses liiklemiseks tagavat kõrgus Kõrgveepind (KVP) veepinna kõrgeim tase aastate jooksul Külghaardetegur haardeteguri osa rataste pöörlemise tasapinnaga nurga all Külgnähtavusala teega külgnev ala, kus liiklusohutuse seisukohalt ei tohi olla nähtavust piiravaid takistusi Külmakaitsekiht kiht materjalidest, mille maht tänu poorsusele külmudes ei muutu ja kogu niiskusega seotud mahu suurenemine külmumisel toimub pooride arvel Külmakerkeline pinnas külma ja kapillaartõusu tõttu veega küllastuv pinnas, mille maht veesisalduse suurenemise tõttu külmudes oluliselt suureneb ja mis sulades kaotab vajaliku kandevõime Külmakindlus materjali omadus veega immutatult taluda paljukordset vahelduvat külmumist ja ülessulamist Külmumissügavus sügavus, milleni pinnas talvel külmub Künnis liikluse rahustamise tehniline meede, mis kujutab endast sujuvat sõidutee kõrgendust Küvett tee äärne kraav vee ärajuhtimiseks teekattelt, muldkehalt ja nõlvadelt Liikluskoosseis erinevate liiklejate või sõidukiliikide osatähtsus liikluses Liikluskorraldusvahend liikluskorraldusvahend liiklusseaduse tähenduses Liiklussaar liiklusvoogusid suunav või neid eraldav ala Liiklussagedus tee, sõidusuuna või -raja ristlõiget ajaühikul läbiv liiklejate arv Liiklusvoog ühel või enamal sõidurajal samas suunas kulgev liiklus Lisarada põhi sõiduradade kõrval paiknev kiirusmuute- või mõni muu täiendav sõidurada Lisaraja aeglustusosa lisaraja keskosa, kus toimub kiiruse vähenemine, vajaduse korral peatumiseni Läbilaskvus ühikautode suurim arv ajaühikus, mida tee või sõidurada võib normaalsetes tee- ja liiklusoludes läbi lasta Lähteaasta aasta, millal ehitatud või remonditud objekt avatakse liiklusele Maantee klass liiklussageduse alusel määratav maantee tehnilist taset iseloomustav tunnus Mahasõit sõiduteega külgnevale kinnistule, sealhulgas parklasse, õue, puhkekohta, põllule, metsa, heinamaale ja muule teega külgnevale alale, sissesõidu ja sealt väljasõidu tee, mis kinnistut ei läbi Makadamkate killustikust kiht, mille valmistamisel laotatakse esmalt suurema fraktsiooniga jämetäitematerjal ja seejärel kiilutakse kihi sisse peenem jämetäitematerjal Muldkeha tee ehituseks vajalik pinnase konstruktsioon koos selle juurde kuuluvate veeviimaritega Mulle iseloomustab tee paiknemist, mille korral tee on loodusliku maapinna tasemest kõrgemal Mustkillustik (MUK) sundsegamisega segistis valdavalt fraktsioneeritud jämetäitematerjali ja orgaanilise sideaine segamisel saadav materjal Mustsegu (MSE) madala viskoossusega bituumenist või bituumenemulsioonist, liivast ja killustikust või purustatud kruusast või kruusast koosnev asfaltsegu Möödasõidunähtavus vahemaa, mille ulatuses peab sõidutee möödasõitu sooritavale juhile nähtav olema, et möödasõidu alghetkel nähtavale ilmuva vastassuunalise sõiduki juht ei peaks vähendama kiirust Normkoormus ehitise normaalsetele ekspluatatsioonitingimustele vastav suurim koormus Nõlvus nõlva kalle, mida väljendatakse nõlva kõrguse ja nõlva horisontaalprojektsiooni pikkuse suhtena (1:n) Nähtavuskaugus kaugus, mille ulatuses liikleja näeb teed, teisi liiklejaid ja liikluskorraldusvahendeid Nähtavuskolmnurk lõikuvate teede vaheline nähtav kolmnurkne ala samatasandilisel ristmikul Ohutussaar ohutussaar liiklusseaduse tähenduses Ootekoda ühissõidukite ootajaid ilmastikumõjude eest kaitsev katusega rajatis Ooterada pöörde sooritamist ootavatele sõidukitele ette nähtud lisaraja osa Pandus kaldtee, mida kasutatakse ühendusteena eri tasapindade vahel Parkla parkla liiklusseaduse tähenduses Pealesõiduplaat orgaaniliste sideainetega või mineraalsete ja orgaaniliste sideainetega üheaegselt eesmärgiga tõsta pinnase või aluse kandevõimet ja ilmastikukindlust Peatumisnähtavus vahemaa, mille ulatuses sõidukijuht, avastades teel paikneva takistuse, suudab normaalsetes tingimustes sõiduki enne takistust peatada Peatumisteekond teekond, mis kulub sõidukijuhil sõiduki peatamiseks, sisaldab ka reageerimisaja jooksul läbitud teekonda Peentäitematerjal materjal terasuurusega 0–2 mm Pikikalle kõrgusliku projektjoone kõrvalekalle horisontaalist pikisuunas Pindamine kattele kulumis- ja ilmastikukaitsekihi ehitamine, mille puhul kattele laotatakse vaheldumisi bituumensideainet ja sobiva terakoostisega jämetäitematerjal ja/või peentäitematerjal ning rullitakse; pindamine võib olla ühe- või mitmekihiline Pinnasevesi kõige maapinnalähedasemal suhteliselt vettpidaval kihil lasuv põhjavesi Pinnavesi alaliselt või ajutiselt maapinnal olev vesi Plaanikõverik teetrassi plaani sirgeid lõike ühendav kõver plaaniosa, mis võib olla lahendatud ringikõverana või teiste matemaatiliselt kirjeldatavate sujuvate kõveratena Plastsusarv (IP) voolavuspiiri ja rullpiiri vahe Poolhaagisautorong (sadulrong) sadulhaakeseadme abil sadulvedukist ja poolhaagisest koostatud autorong Projektkiirus üksiku sõiduauto suurim ohutu kiirus, millele peavad vastama projekteeritava maantee kõik tee põhiparameetrid Puhkekoht liiklejatele puhkamiseks ja sõidukite parkimiseks mõeldud ala Põikkalle tee telje suhtes põiksuunaline tee elementide kalle Põrkepiire piki tee serva või eraldusribale paigaldatud pidev sõidukipiirdesüsteem, mis võib sisaldada sõidukirinnatist Pöörderada samatasandilisel ristmikul kaht lõikuvat haru ühendav sõidurada Püstkõverik teetrassi pikiprofiili sirglõike ühendav kõverjooneline osa Rajatise arvutuslik koormus suurus, mis on saadud normkoormuse korrutamisel osavaruteguriga Rajatise ava silla, viadukti, estakaadi või muu sarnase sammaste rõhtne vahekaugus Rajatise laiusgabariit rajatisel sõidutee piirete või äärekivide vaheline kaugus (siia kuulub ka eraldusriba, millel puudub piire) Rajatise liikluskoormus liiklemisel tekkivad vertikaalsed ja horisontaalsed, staatilised ja dünaamilised jõud Ramp kaht eritasandil lõikuvat teed ühendav teeosa ristmikul Raudteeülesõidukoht raudteeülesõidukoht liiklusseaduse tähenduses Reageerimisaeg aeg, mis kulub isikul olukorra märkamisest selle hetkeni, mil isik alustab vajalikku toimingut Ridakillustik täitematerjal, mille teramõõdud D≥8 mm ja d≠0 ning D/d>2 Riste eritasandiline lõikumiskoht, kus ei saa siirduda ühelt teelt teisele Rullpiir (WP) pinnase veesisaldus protsentides, mille juures pinnas läheb poolkõvast olekust kõvasse Sidumata segu teraline materjal, tavaliselt kontrollitud terakoostisega, mille väikseim teramõõde d=0 ja mida kasutatakse tavaliselt aluste ülemistes ja alumistes kihtides Siduvkiht asfaltbetoonkatte kiht, mis paikneb kulumiskihi ja kandevkihi vahel muldkehas asetsev raudbetoonplaat, mis ühe servaga toetub peakandureile või kaldasambale Sillaalune laevatamise kõrgusgabariit laevatamiseks vajalik kõrgus maksimaalse veepinna ja silla konstruktsiooni madalaima punkti vahel laiusgabariidi ulatuses Sillaalune laevatamise laiusgabariit laius, mille ulatuses on tagatud laevatamise kõrgusgabariit Sillaalune vaba kõrgus väikseim vahemaa kõrgveepinnast sildeehitise alla Sillasammas silla tarind, mis hoiab sildeehitist vajalikus asendis ja kannab koormuse vundamendi kaudu pinnasele Soojaisolatsioonikiht aeglustab muldkeha külmumist ja vähendab seega muldkeha külmumissügavust Stabiliseerimine pinnase või aluse materjalide töötlemine mineraalsete või orgaaniliste sideainetega või mineraalsete ja orgaaniliste sideainetega üheaegselt eesmärgiga tõsta pinnase või aluse kandevõimet ja ilmastikukindlust Sõelmed killustiku tootmisjääk fraktsiooniga 0 kuni 8 mm Sõidutee sõidutee liiklusseaduse tähenduses Süvend iseloomustab tee paiknemist, mille korral tee on loodusliku maapinna tasemest madalamal Tasasusindeks (IRI arv) ebatasasuste amplituudide summa (mm/m). IRI – International Roughness Index Tee laius tee katte välisservade vahekaugus risti tee teljega, sealhulgas teepeenrad Tee põhiparameetrid plaani- ja püstkõveriku raadiused, nähtavuskaugused, piki- ja põikkalle, ristprofiili parameetrid Tee äär tee katte, sealhulgas teepeenra välimine äär, kust algab nõlv või äärekividega teel äärekivi sisemine äär Teenindusjaam sõiduki kasutajatele mõeldud teenindusettevõte Teenindustase kindlatele kriteeriumitele tuginev sõidu- ja liiklusolude hinnang, mis väljendab tee kasutaja liikumismugavust ja -tingimusi. Väljendub tasemetena A, B, C, D, E, F Teepeenar sõidutee välisservale katte toetamiseks rajatav riba, mida võidakse kasutada peatumiseks ja erijuhtudel ka liiklemiseks; jaguneb kindlustatud peenraks ja tugipeenraks Tehnoloogiline kiht tehnoloogiast või muldkeha ja katendi omapärast tingitud kiht, mida ei arvestata katendi konstruktsiooni tugevusarvutusel Teljekoormus teljekoormus liiklusseaduse tähenduses Tilktoru toru vee äravooluks hüdroisolatsioonikihi pealt Truup vee või loomade tee alt läbijuhtimiseks tee muldkehas olev rajatis, mille puhas ava on alla 3 meetri Tugiosa sambale paigaldatud toetarind sildeehitise koormuse ülekandmiseks sambale ja temperatuurist tulenevate koormust vähendamiseks Tugipeenar teepeenra välimine vahetult enne mulde serva paiknev osa Tähispost teepeenrale paigaldatud valgustpeegeldava elemendiga post, mis koos teiste postidega peavad juhile looma selge ettekujutuse tee kulgemisest Töökiht kiht, mis paikneb tee katte pinnast kuni 1,5 m sügavusel Vaba ruum ohutuse tagamiseks liiklevate sõidukite ja ristprofiilis paiknevate ehitiste ning seadmete vahele jääv ruum Vahtbituumen bituumeni lühiajaline tehnoloogiline seisund, mis saavutatakse kuuma bituumenisse väikestes kogustes vee pritsimisega, tekitades selle kaudu bituumenkile, mis seob peent kivimaterjali bituumeniga Valuasfalt (MA) poorideta asfaltbetoonsegu, mis sisaldab sideainena bituumenit ja mille kuumas segus sideaine ning filleri ühismaht (mastiksi maht) ületab täitematerjalide segu skeletipoorsuse Veesisaldus poorse või sõmera pinnase või materjali poorides sisalduva vee protsentuaalne hulk materjali massist Veeviimar pinnase- ja pinnavee ärajuhtimissüsteem Viaduktialune kõrgusgabariit kõrgus sõidutee pinnast või raudtee rööpa pealt nende kohal asuva sildeehitise madalaima punktini. Määrab sõidukite viadukti alt läbisõidu võimaluse Viaduktialune laiusgabariit laius viadukti sammaste vahel, millest sissepoole ei ulatu ükski konstruktsiooniosa Viraažikalle (viraaž) sõidutee ühepoolne, kõveriku sissepoole suunatud põikkalle Voolavusarv (IL) iseloomustab pinnase plastsust mingil veesisaldusel Voolavuspiir (WL) pinnase veesisaldus protsentides, mille juures pinnas muutub pehmest voolavaks Vuuk konstruktiivne või tehnoloogiline liitekoht Ühikauto teoreetiline sõiduk, mis kasutab tee läbilaskvusest sama suure osa kui keskmine sõiduauto”; 5) määruse lisa punkt 1.1 tunnistatakse kehtetuks; 6) määruse lisa punkt 1.2.1 tunnistatakse kehtetuks; 7) määruse lisa punkti 1.2.3 lõike 1 RJ tunnistatakse kehtetuks; 8) määruse lisa punkti 1.2.3 lõike 3 tekst ja RJ muudetakse ja sõnastatakse järgmiselt: „(3) Tasuvusarvutus peab sisaldama rajatise variantide kulude ja tulude bilanssi. Bilansi koostamisel võetakse arvesse projektiga seotud kulud ja rajatisest tekkivad tulud: 1) ehitusmaksumus; 2) maa või kinnisvara võõrandamise kulud; 3) rajatise kasutuskulud; 4) sõidukite läbisõidust olenevad kulud; 5) sõitjate ja sõidukite ajakulust olenevad kulud; 6) keskkonnakahjustuste ja nende vältimiseks tehtavad kulud; 7) liiklusõnnetuste vähenemisest tulenev sääst; 8) muud kulud ja tulud.”; 9) määruse lisa punkti 1.2.3 täiendatakse lõikega 4 järgnevas sõnastuses: „(4) Investeerimise otstarbekus määratakse ajaldatud puhastulu (netoväärtuse) alusel. Majandusliku tulukuse seisukohalt lähedaste variantide korral peab lahenduse valikul arvestama ka mõjusid, mille väljendamine rahas on raskendatud (kultuurilised, sotsiaalsed, demograafilised vms).”; 10) määruse lisa punkti 1.2.4 lõike 1 RJ tunnistatakse kehtetuks; 11) määruse lisa punkti 1.2.5 lõike 1 RJ ja lõike 2 RJ tunnistatakse kehtetuks; 12) määruse lisa punkti 1.2.5 lõige 3 tunnistatakse kehtetuks; 13) määruse lisa punktid 1.2.6 ja 1.2.7 tunnistatakse kehtetuks; 14) määruse lisa punkti 1.3 tabelid 1.3 ja 1.4 tunnistatakse kehtetuks ning punkt 1.3 muudetakse ja sõnastatakse järgmiselt: „1.3. Projekteerimise lähteseisukohad 1.3.1. Projekteerimise lähtetasemed (1) Tee või selle osade ehitamise või remondi või rekonstrueerimise vajaduse, ulatuse ning projekteerimise lähtetaseme määrab käesolevas määruses ettenähtud korras tee omanik. (2) Projekteerimise lähtetase peab ühiskonna võimalustest lähtuvalt looma tingimused ohutuks liikluseks. Projekteerimise lähtetasemed on: 1) hea (edaspidi (H)). Projekteerimise lähtetaseme (H) korral loovad maantee elementide parameetrid tingimused ohutuks ja sujuvaks liikluseks; 2) rahuldav (edaspidi (R)). Projekteerimise lähtetaseme (R) korral loovad maantee elementide parameetrid tingimused ohutuks liikluseks tavaoludes; 3) erandlik (edaspidi (E)). Projekteerimise lähtetaseme (E) korral loovad maantee elementide parameetrid tingimused ohutuks liikluseks, kui sõidukijuhti on teavitatud täiendavate liikluskorraldusvahenditega, et ta peab antud kohas reageerima kiiremini kui tavaoludes. (3) Tee omaniku poolt projekteerijale ette antud lähtetasemest erineva lähtetaseme parameetri kasutamist võib tee omanik lubada projekteerija põhjendatud ettepanekul. (4) Projekteerimise lähtetaset (H) tuleb kasutada siis, kui see on majandusliku võrdluse perioodil majanduslikult soodsam või on vajalik liikluseks ohutute tingimuste loomiseks rasketes oludes või on parema teenindustaseme tagamine majanduslikult põhjendatud. (5) Tuleb vältida samas lõigus erinevate parameetrite valikut projekteerimise lähtetaseme (E) järgi. (6) Projekteerimise lähtetasemele (E) vastavate parameetrite kasutamisel tuleb projektis ette näha ja rakendada liiklusohutuse tagamiseks täiendavaid liikluskorraldusvahendeid, mis loovad tingimused ohutuks liiklemiseks. 1.3.2. Projekteerimine tee ehituse korral (1) Uue tee projekteerimisel peab tee omanik projekteerijale ette andma projekteerimise lähtetaseme (R), millele peavad vastama uue tee kõik parameetrid. Erandiks on projektkiirus, mis tuleb tabelist 2.1 valida lähtetaseme (H) järgi. (2) Tee klassi muutmise, uue ristmiku või lisaraja projekteerimisel peab tee omanik projekteerijale ette andma nendeks töödeks vajalike vastavate elementide projekteerimise lähtetaseme (R). (3) Kui asustus- ja keskkonnatingimused või tee omaniku etteantud uue tee ehitus- ja hooldetööde maksumus ei võimalda parameetreid valida lähtetaseme (R) järgi, võib tee omanik kasutada projekteerimise lähtetaset (E) punktis 1.3.1 sätestatud korras. (4) Uue maantee elemendid tuleb valida lähtuvalt majanduslikust võrdlusest, mis võtab arvesse alternatiivide olulisemad kulud majandusliku võrdluse perioodil ning elementide võimalikku jääkväärtust võrdlusperioodi lõpus. 1.3.3. Projekteerimine tee remondi korral (1) Tee remondi liigid on: 1) säilitusremont, mille eesmärgiks on teekatte olemasoleva olukorra säilitamine. Säilitusremondi tulemusena sõidetavus märgatavalt ei parane, kuid katte lagunemine (murenemine, augud ja osaliselt praod) on mõneks ajaks peatatud. Põhiliseks töömeetodiks on kattega teede osas pindamine ja kruusateedel kruusa pealmise hööveldamiseks vajaliku kihi taastamine. Säilitusremont võib sisaldada ka tee koosseisu kuuluvate rajatiste avariiremonti; 2) taastusremont, mille eesmärgiks on kattega teede puhul ülemäära kulunud katte ehk tee katendi pealmise kihi uuendamine kas ülekatte või olemasoleva katte freesimise ja uuesti paigaldamise näol. Taastusremondi tulemusel paraneb teede sõidetavus. Taastusremonti võib teha juhul, kui tee katend ei ole defektne ja kandevõime on piisav. Väikest kandevõime puudujääki (kuni 10%) saab kompenseerida ülekattega; 3) rekonstrueerimine, mille eesmärk on tee muldkeha, katendi või selle osa asendamine koos tee juurde kuuluvate rajatiste asendamise või remontimisega ja liiklusohutuse parendamine, sh ristmike ümberehitamine jne. Tee rekonstrueerimisel otsustab tee omanik liiklusohutuse parendamise vajaduse ja rakendatavad meetmed ning tee juurde kuuluvate rajatiste asendamise ja remondi vajaduse. (2) Tee säilitus- ja taastusremondi projekti ja teetööde kirjelduse koostamisel rakendatakse käesolevat määrust ainult katte ehitusmaterjalide määramiseks. (3) Kui tee omaniku poolt ette nähtud tee remondi tööde maht sisaldab ka katendi ja muldkeha remonti, siis tuleb rakendada käesoleva määruse 3. ja 4. peatükis sätestatuid asjakohaseid nõudeid. (4) Juhul kui rekonstrueerimise projektis nähakse ette uusi rajatisi (näiteks piirded, tänavavalgustus), siis ainult uued projekteeritavad rajatised peavad vastavalt maantee olemasolevale klassile vastama sellele rajatisele käesolevas määruses kehtestatud nõuetele.”; 15) määruse lisa punkti 1.4 lõige 1 muudetakse ja sõnastatakse järgmiselt: „(1) Uue tee ehitamisel määratakse maantee klass arvestades eeldatavat liiklussagedust, piirkonna arenguvajadusi ja rahvusvahelist liiklust, regionaalpoliitilisi eesmärke ja majanduslikke võimalusi. Tee rekonstrueerimise ja remondi projekti koostamisel maantee klassi ei muudeta. Maantee projekteerimisel võib projektkiiruse erinevus naaberlõikudel muutuda kuni 20 km/h. Maanteede jaotus klassidesse on toodud tabelis 1.5.”; 16) määruse lisa punkti 1.4 lõige 2 muudetakse ja sõnastatakse järgmiselt: „(2) Maantee projekteerimine peab tuginema eeldatava liiklussageduse prognoosile. Eeldatava liiklussageduse prognoosimisel lähtutakse maantee või eraldi teelõigu omaniku poolt kavandatud valmimisaastast.”; 17) määruse lisa punkti 1.4 lisatakse lõiked 21 ja 22 järgmises sõnastuses: „(21) Eeldatava liiklussageduse prognoosimisel järgnevaks 20 aastaks võetakse liiklussageduse muutuse protsendiks mitte suurem kui eelneva 10 aasta kasvu või vähenemise protsent. (22) Täiendav eeldatava liiklussageduse prognoosi koostamist kaalub tee omanik juhul, kui lähema 20 aasta jooksul on ette näha olulisi muudatusi. Muuhulgas on oluliseks muudatuseks planeeringutest tulenev eeldatava liiklussageduse muudatus, mis muudab lõike 21 kohaselt prognoositud eeldatavat liiklussagedust üle 10%.”; 18) määruse lisa punkti 1.4 lõike 5 tekst ja RJ muudetakse ja sõnastatakse järgmiselt: „(5) Kui aasta kõige kõrgema liiklussagedusega kuu keskmine ööpäevane liiklussagedus (KKÖL) on üle kahe korra suurem aasta keskmisest ööpäevasest liiklussagedusest (AKÖL), siis tuleb viimast (AKÖL) maantee klassi määramiseks suurendada 1,5 korda. Eeldatava liiklussageduse osutumisel erinevate klasside piirimaile arvestada pikaajalisi arengutendentse (üle 20 aasta), arengutempot, liiklusvoogude võimalikku ümberjagunemist teedevõrgu täiustumisel, etteantud teenindustaset ja muud.”; 19) määruse lisa punkti 1.4 lõike 6 tekst ja RJ muudetakse ja sõnastatakse järgmiselt: „(6) Kui maantee üksikutel lõikudel eeldatav liiklussagedus nõuab madalamat klassi kui maantee suuremas osas, siis tuleb need lõigud projekteerida kõrgema klassi nõuete järgi. Taandamistegurid liiklussageduse taandamiseks sõiduautole on toodud tabelis 1.6.”; 20) määruse lisa punkti 1.5 joonised 1.3–1.4 ja tabelid 1.7–1.24 tunnistatakse kehtetuks ja punkti 1.5 tekst muudetakse ja sõnastatakse järgmiselt: „(1) Projektlahendus peab tagama arvestusperioodi lõpuks eeldatud liiklussageduse läbilaskvuse maantee kõigil elementidel tee omaniku poolt etteantud teenindustasemega. (2) Maantee läbilaskvuse ja teenindustaseme määramisel tuleb juhinduda tee omaniku poolt määratud metoodikast.”; 21) määruse lisa punkti 1.6 tekst muudetakse ja sõnastatakse järgmiselt: „(1) Maanteede katendi tugevusarvutusel ja muldkeha püsivuse kontrollimisel tuleb sõiduki arvutuslikuks teljekoormuseks võtta 100 kN. (2) Restkaevude ja kontrollkaevude kaaned peavad olema vastupidavad neile langevatele koormustele. Eeldatakse, et restkaevude ja kontrollkaevude kaaned vastavad nõuetele, kui need vastavad standardile EVS-EN 124. Kaevude kaaned tuleb valida sõiduki üksikratta koormusele 400 kN. (3) Konsoolkandurid ja portaalkandurid peavad olema vastupidavad lume- ja tuulekoormusele. Eeldatakse, et konsoolkandurid ja portaalkandurid vastavad nõuetele, kui konstrueerimine vastab standarditele EVS-EN-1991-2-3 ja EVS-EN 1991-1-4. (4) Liiklusmärgid, tähispostid ja helkurid tuleb konstrueerida vastavalt standardile EVS-EN 12899-1. (5) Müratõkkeseinad peavad olema ohutud ja vastupidavad neile langevatele koormustele. Nõuded loetakse täidetuks, kui mehaanilise toimimise ja püsivuse arvutus vastab standardile EVS-EN 1794-1.”; 22) määruse lisa punkti 1.7 lõike 7 tekst ja RJ muudetakse ja sõnastatakse järgmiselt: „(7) Tee kate tuleb projekteerida ühtlase tasasuse ja karedusega.”; 23) määruse lisa punkti 1.7 lõige 10 tunnistatakse kehtetuks; 24) määruse lisa punkti 1.8.1 lõige 1 muudetakse ja sõnastatakse järgmiselt: „(1) Maantee trassi valikul ja maantee projekti koostamisel tuleb lisaks tehnilis-majanduslikele nõuetele arvestada maantee rajamisest ning seal prognoositavast liiklusest tulenevat mõju keskkonnale nii tee ehitamise kui ka kasutamise ajal. Tee projekteerimisel tuleb korraldada keskkonnamõju hindamine, kui seda näeb ette keskkonnamõju hindamise ja keskkonnajuhtimissüsteemi seadus. Projekti koostamisel tuleb arvestada keskkonnamõju eelhindamise või hindamise tulemustega ja määratud keskkonnanõuetega.”; 25) määruse lisa punkti 1.8.1 lõige 3 tunnistatakse kehtetuks; 26) määruse lisa punkti 1.8.1 lõige 4 muudetakse ja sõnastatakse järgmiselt: „(4) Silla asukoha ja avade suuruse ning arvu valikul tuleb arvestada, et rajatis ei põhjustaks jõe hüdroloogilise režiimi rikkumist, kallaste ja teerajatiste uhtumist. Kaaluda tuleb ka vähemalt 1,5 m laiuste kuivade kallasradade kavandamist ulukite liikumisvõimaluste tagamiseks piki looduslikke vooluveekogusid.”; 27) määruse lisa punkti 1.8.1 lõige 7 muudetakse ja sõnastatakse järgmiselt: „(7) Projektides tuleb ette näha ehitusvööndis asuvate kõlblike pinnaste ja mullakihi koorimisel tekkiva mulla kasutamine ja kvaliteedi säilitamine.”; 28) määruse lisa punkti 1.8.1 lõiked 9–17 tunnistatakse kehtetuks; 29) määruse lisa punkti 1.8.1 tabel 1.25 ja tabel 1.26 tunnistatakse kehtetuks; 30) määruse lisa punktid 1.8.2–1.8.5 koos tabelitega 1.27–1.28 tunnistatakse kehtetuks; 31) määruse lisa punkti 2.1 lõige 1 muudetakse ja sõnastatakse järgmiselt: „(1) Projektkiirus, millele peavad vastama projekteeritava maantee kõik põhiparameetrid, tuleb määrata lähtudes maantee klassist ja projekteerimise lähtetasemest (tabel 2.1).

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32) määruse lisa punkti 2.1 lõiked 2 ja 3 ning RJ tunnistatakse kehtetuks; 33) määruse lisa punkti 2.2 lõike 1 RJ tunnistatakse kehtetuks; 34) määruse lisa punkti 2.2 lõike 3 tekst ja RJ muudetakse ja sõnastatakse järgmiselt: „(3) Maanteedel peab olema tagatud kõigi arvutuslike autode vaba ja liiklusseadusele vastav liikumine, seetõttu tuleb neil arvestada antud elemendi jaoks suurimat liikumisruumi vajava arvutusliku autoga. Sõidu- ja veoauto ohutuspiirmõõtmed ristprofiilis on toodud joonistel 2.2 ja 2.3, mootorratta, jalgratta ja jalakäija ohutuspiirmõõtmed joonisel 2.4.”; 35) määruse lisa punkti 2.2 joonises 2.2 asuv tabel muudetakse ja sõnastatakse järgmiselt

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36) määruse lisa punkti 2.2 joonises 2.3 asuv tabel muudetakse ja sõnastatakse järgmiselt

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37) määruse lisa punkti 2.2 joonis 2.4 muudetakse ja sõnastatakse järgmiselt

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38) määruse lisa punkti 2.2 lõikes 6 asendatakse number „2.5” numbriga „2.6”; 39) määruse lisa punkti 2.2 joonis 2.5 tunnistatakse kehtetuks; 40) määruse lisa punkti 2.2 lõike 6 RJ tunnistatakse kehtetuks; 41) määruse lisa punkti 2.2 täiendatakse lõikega 61 järgmises sõnastuses: „(61) Maanteede, sildade, viaduktide ja estakaadide piirmõõtmed on vähimad kõrgused ja laiused (kujutletav piirjoonestik maantee ristlõikes), millest sissepoole ei tohi ulatuda ükski ehitise konstruktiivelement (tarind). Joonisel 2.6 ja joonisel 2.7 on kasutatud järgmisi tähiseid: S = nb – sõidutee laius või ühe sõidusuuna laius; n – sõiduradade arv; b – sõiduraja laius; O – ohutusriba laius sillal (viaduktil); O1 – vasakpoolse ohutusriba laius ühesuunalise liiklusega sillal (viaduktil); O2 – parempoolse ohutusriba laius ühesuunalise liiklusega sillal (viaduktil); E – eraldusriba laius; G – silla (viadukti) laiusgabariit; K – jalgtee laius; H – kõrgusgabariit lähtudes teekattest, mis tuleb tagada laiusgabariidi G ulatuses; hp – piirde kõrgus; hk – jalgtee kõrgusgabariit; a – kaitseriba viadukti all (sõltuvalt piirde läbipaindest); p – piirde laius (0,25 m).”; 42) määruse lisa punkti 2.2 tabelid 2.3 ja 2.4 muudetakse ja sõnastatakse järgmiselt

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43) määruse lisa punkti 2.2 lõige 10 muudetakse ja sõnastatakse järgmiselt: „(10) Sillal, viaduktil ja estakaadil tuleb üldjuhul ette näha kõnniteed laiusega ≥ 1,0 m, mille välisküljele rajatakse käsipuud kõrgusega 1,1 m. Silla välisküljel peab kõnnitee puudumisel olema piire koos käsipuuga.”; 44) määruse lisa punkti 2.2 lõige 12 muudetakse ja sõnastatakse järgmiselt: „(12) Maantee lõikumisel või selle paralleelsel kulgemisel tuleb arvestada raudtee gabariitidega sõltuvalt sellest, kas tegemist on jaamas või jaamadevahelisel lõigul paikneva raudteega.”; 45) määruse lisa punkti 2.3.1 lõike 1 tekst ja RJ muudetakse ja sõnastatakse järgmiselt: „(1) Ristprofiili elementide ja nende laiuste valik peab vastama projekteerimise lähtetasemele. Maantee ristprofiili elemendid on esitatud joonisel 2.8 ja asula läbimise korral joonisel 2.9. Joonisel 2.8 on kasutatud järgmiseid tähiseid: 1 – sõidutee; 2 – sõidurada; 3 – teepeenar; 4 – kindlustatud peenar; 5 – kindlustamata peenar; 6 – kindlustatud peenar, mis mh täidab peatusriba funktsiooni; 7 – ääreriba; 8 – vaheriba; 9 – eraldusriba; 10 – mulde nõlv; 11 – süvendi nõlv; 12 – küvett; 13 – linne; 14 – mäekraav; 15 – berm; 16 – piiririba; 17 – jalgtee; 18 – maantee laius; 19 – teemaa; 20 – maantee kaitsevöönd.”; 46) määruse lisa punkti 2.3.1 joonise 2.9 järel olev tekst tunnistada kehtetuks; 47) määruse lisa punkti 2.3.1 lõige 2 ja tabel 2.6 muudetakse ja sõnastatakse järgmiselt: „(2) Sõltuvalt maantee klassist peavad ristprofiili parameetrid vastama tabelis 2.6 toodutele. Maantee kõigi tehniliste klasside jaoks on ristprofiili tüüplahendused esitatud joonistel 2.10–2.15. Joonistel on esitatud iga maantee klassi ristprofiili elemendid viie erineva tüüpolukorra jaoks ja tähistatud tähtedega A, B, C, D ja E. Tüüp A on põhitüüp, kus nõlvus võimaldab üldjuhul teelt väljasõitnud sõidukil ohutult teele tagasi pöörduda. Tüüp B ei erine sisuliselt tüübist A, kuid siin on näidatud tähispostide paigaldamine. Tüüp C on kasutatav juhtudel, kui on vajalik paigaldada põrkepiire. Tüübid D ja E kujutavad maantee ristprofiili erinevaid variante sillal, kusjuures erinevus seisneb jalgtee olemasolus või selle puudumises.

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48) määruse lisa punkti 2.3.1 tabel 2.7 muudetakse ja sõnastatakse järgmiselt

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49) määruse lisa punkti 2.3.1 joonised 2.10–2.15 muudetakse ja sõnastatakse järgmiselt

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50) määruse lisa punkti 2.3.1 joonis 2.16 tunnistatakse kehtetuks; 51) määruse lisa punkti 2.3.1 lõige 4 tunnistatakse kehtetuks; 52) määruse lisa punkti 2.3.1 lõige 6 tunnistatakse kehtetuks; 53) määruse lisa punkti 2.3.1 lõike 7 RJ tunnistatakse kehtetuks; 54) määruse lisa punkti 2.3.1 lõike 11 tekst ja RJ muudetakse ja sõnastatakse järgmiselt: „(11) Vähemalt 25 m pikkusel lõigul silla või viadukti algusest ja lõpust peab maantee muldkeha pealmine laius ületama silla või viadukti käsipuude vahelise laiuse mõlemalt poolt 0,75 või 1,0 m olenevalt maantee klassist (ristprofiili tüüplahend «E»). Sillaeelse muldkeha laiendamise näide on toodud joonisel 2.17.”; 55) määruse lisa punkti 2.3.1 joonise 2.17 pealkiri muudetakse ja sõnastatakse järgmiselt: „Joonis 2.17. Sillaeelse muldkeha laiendamise näide”; 56) määruse lisa punkti 2.4.1 lõike 1 RJ tunnistatakse kehtetuks; 57) määruse lisa punkti 2.4.2 lõike 1 tekst ja RJ muudetakse ja sõnastatakse järgmiselt: „(1) Maantee plaanikõveriku kavandamisel ringikõverikuna tuleb tagada õige suhe projektkiiruse ja ringikõveriku raadiuse vahel, samuti maantee viraaži ja külghaardeteguri vahel. Sõiduki liikumist ringikõverikul kontrollitakse valemiga 2.1:”; 58) määruse lisa punkti 2.4.2 lõike 3 RJ tunnistatakse kehtetuks; 59) määruse lisa punkti 2.4.2 lõige 5 koos RJ-ga muudetakse ja sõnastatakse järgmiselt: „(5) Plaanikõverike projekteerimisel kasutatavad külghaardetegurid on toodud tabelis 2.8.”; 60) määruse lisa punkti 2.4.2 lõike 7 RJ tunnistatakse kehtetuks; 61) määruse lisa punkti 2.4.2 täiendatakse enne valemit 2.2 lõikega 71 järgmises sõnastuses: „(71) Eelkõverikuna kasutatakse muutuva raadiusega kõverikke, eelkõige klotoide, mille parameeter väljendub valemiga 2.2.”; 62) määruse lisa punkti 2.4.2 tabel 2.8 muudetakse ja sõnastatakse järgmiselt

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63) määruse lisa punkti 2.4.2 lõike 8 RJ-i tekst tunnistatakse kehtetuks; 64) määruse lisa punkti 2.4.2 täiendatakse enne valemit 2.3 lõikega 81 järgmises sõnastuses: „(81) Elementaarse sõidumugavuse tagamiseks on lähtutud kesktõmbekiirenduse muutuse väärtusest a=0,6m/s³. Klotoidi parameetri ja kiiruse vaheline sõltuvus on esitatud valemiga 2.3.”; 65) määruse lisa punkti 2.4.2 valemi 2.3 järel olev tekst tunnistatakse kehtetuks; 66) määruse lisa punkti 2.4.2 lõike 9 RJ tunnistatakse kehtetuks; 67) määruse lisa punkti 2.4.2 täiendatakse lõigetega 91 ja 92 järgmises sõnastuses: „(91) Kaherajalisel maanteel projekteeritakse viraaž ümber sõidutee telje. Erandina, kui maanteel on raskendatud vete äravool või sõidutee ääres on kas põrkepiire või tugimüür, võib viraaži projekteerida ka ümber sõidutee serva. 4-rajalisel eraldusribaga maanteel sõltub pöördumistelje asukoht eraldusriba laiusest: 1) eraldusriba laiusel kuni 3m võib pöördumine toimuda ümber eraldusriba telje; 2) eraldusriba laiusel üle 3m projekteeritakse mõlemal sõiduteel viraaž eraldi pööramisega ümber sõidutee serva. (92) Eelkõveriku puudumisel toimub viraaži moodustamine üleminekulõigu pikkusel, mis on võrdne nõutava eelkõveriku pikkusega. Üleminekulõigul toimub viraaži moodustamine 60% ulatuses sirglõigul, 40% ulatub ringikõverikule.”; 68) määruse lisa punkti 2.4.2 lõike 11 RJ tunnistatakse kehtetuks; 69) määruse lisa punkti 2.4.2 täiendatakse lõikega 111 ja tabeliga 2.81 järgmises sõnastuses: „(111) Plaanikõveriku vähim pikkus Kmin valitakse vastavalt tabelile 2.81.

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70) määruse lisa punkti 2.4.3 lõike 1 RJ tunnistatakse kehtetuks; 71) määruse lisa punkti 2.4.3 lõike 3 RJ tunnistatakse kehtetuks; 72) määruse lisa punkti 2.4.3 täiendatakse enne tabelit 2.9 lõikega 31 järgmises sõnastuses: „(31) Kaherajalise sõidutee laiendid on antud tabelis 2.9. Alla 0,4m suurusest laiendist loobutakse kiirteel, I, II ega III klassi maanteel.”; 73) määruse lisa punkti 2.4.3 lõige 4 koos RJ-ga muudetakse ja sõnastatakse järgmiselt: „(4) Sõidutee laiend tuleb üldreeglina projekteerida muldkeha laiendamise teel kõveriku siseküljele. Üleminek laiendile toimub ühtlaselt eelkõveriku ulatuses nii, et täislaiendus saavutatakse ringikõveriku alguseks. Erandkorras võib sõiduteed laiendada sümmeetriliselt kahele poole.”; 74) määruse lisa punkti 2.4.4 lõike 1 RJ tunnistatakse kehtetuks; 75) määruse lisa punkti 2.4.4 täiendatakse enne tabelit 2.10 lõikega 11 järgmises sõnastuses: „(11) Pikikallete projekteerimisel arvestatakse järgnevate põhiseisukohtadega: 1) sõltuvalt projektkiirusest on pikikalded 0,5 – 10%; 2) erandjuhul reljeefist tingituna võib projekteerida pikikalde alla 0,5%; 3) sõidutee pinnast kõrgema äärekiviga lõikude korral ei tohi pikikalle olla väiksem kui 0,5%; 4) eraldusribaga maantee mõlema sõidutee eraldi projekteerimisel võib languse kallet suurendada 2% võrreldes tabelis 2.10 toodud tasemega (R).”; 76) määruse lisa punkti 2.4.4 tabel 2.10 muudetakse ja sõnastatakse järgmiselt

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77) määruse lisa punkti 2.4.6 lõike 1 RJ, lõike 2 RJ, lõike 4 RJ ja lõike 6 RJ tunnistatakse kehtetuks; 78) määruse lisa punkti 2.4.6 lõige 7 ja RJ muudetakse ja sõnastatakse järgmiselt: „(7) Möödasõidunähtavus tuleb kahesuunalise maantee puhul tagada vähemalt 70% ulatuses tee pikkusest. Nõutav möödasõidunähtavus sõltub projektkiirusest ja on toodud tabelis 2.12.”; 79) määruse lisa punkti 2.4.6 lõike 8 RJ tunnistatakse kehtetuks; 80) määruse lisa punkti 2.4.6 täiendatakse enne tabelit 2.13 lõikega 81 järgmises sõnastuses: „(8)1 Nõutavast külgnähtavusest loobutakse, kui on takistatud pääs külgnevalt alalt maanteele (ulukitara, müratõke), maantee paiknemisel süvendis sügavusega üle 1m ja kõrge muldega maanteel, kus on paigaldatud põrkepiire.”; 81) määruse lisa punkti 2.4.6 joonis 2.21 muudetakse ja sõnastatakse järgmiselt

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MPN/AQYAFuEq+Zh5clwAAAAASUVORK5CYII=

82) määruse lisa punkti 2.4.7 lõike 1 RJ tunnistatakse kehtetuks; 83) määruse lisa punkti 2.4.7 lõike 3 RJ tunnistatakse kehtetuks; 84) määruse lisa punkti 2.4.7 täiendatakse lõikega 31 järgmises sõnastuses: „(31) Võimalusel tuleb püstkõveriku pikkuseks võtta vähemalt 2,5V meetrit, kus V on projektkiirus (km/h).”; 85) määruse lisa punkti 2.4.7 tabel 2.15 muudetakse ja sõnastatakse järgmiselt

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4L2zemTBIO6dtbYfxwEmfd1D8D54zYh3Kv9j4c65yK30TjYs/tcAxNLDg3n8wyjj/y6+JOAPEh+8 M/iReKdytkK8UyHeqVAh3qlQId6pUCHeqVAh3n+6cOHx6e3ofCM/1Kazvuawph1H0bnnElX5sHAY VjodnnSKB6y1AD0NxPtfLyokzjV8PNe1zSg2Xkw58lk2TWxMhoLeEDRbbE42IxPBPW1a9oV3Y1Zw Ds94hwPWWhhnPRHvf7a4gGvocLGRYD70Zlt9H8Z5ug18W9CTzrSdX+/cPW/aVlH4jPfnB9T2RLz/ 17zrti+8s1EKmVG9vkjSjelDvGkq5yOXV/O7kwzeLWZksZHfTKgs1Y+TNsMcy3XemXGGI4U5sYen fuGH1BBz+Q+OTThzJi9Kef6MsRzAr8WwJLz8eMU7j7+Bzyol8f6nePcyqMw7V0ZABgGzjWmt5yYy wvuIsBamj8T38dc6hRa9FSHWi28IbnStHVms2o7GBi+Ad97q2J6K1TS04FmswUfRmF6N0gYRhvhv 4t20jZQdtJDgvxyulOt74F3YACtg40HxK/7Qs6GHg0XvVBsRFsoNmXff6j7IojS3UA6AFvgQYDGK H6VysKxKajf0wLWNr/wL71GetG3LtQ2eeP9TvI8C0mCAd4hlRIig9YAETzN1jCokrD918B1+4Vt/ fF2oWA9n6DgvNnBk/jOQBbOijsTxeIwMGkNnp2DZNrQj4luCz7zjShBrL5P9dDi8lOKX7SSqSsEN /hAP6IYkL365DvrJWMYXw6S0tDAdAC0UiYMDxSyeKkz9DF43nZ0HUybWsWxULfH+t3gfdbxn9S4v OY0wTfQV3kODwU6TZscS6rIwXHhvMeLJMCHuaaEqrNnrI2+RdW2911bk10zmHXG/4r0czjzDt4/p byWYn35o5AhvQYOeBVH4f1ZaWpgOuOI9voPE95HOe2/12PQ38Xs5bHqFE+9/hvdxaJl3eWQhfybe 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86) määruse lisa punkti 2.4.8 lõike 1 RJ, valemid 2.4 ja 2.5 tunnistatakse kehtetuks. 87) määruse lisa punkti 2.5.1 täiendatakse lõikega 3 järgmises sõnastuses: „(3) Maanteega külgneva ala korrashoiuks tuleb tagada vajadusel 4m laiused liikumisalad, vastavalt joonisele 2.21.”; 88) määruse lisa punkti 2.5.2 lõige 2 koos RJ-ga muudetakse ja sõnastatakse järgmiselt: „(2) Põrkepiirde puudumisel tuleb kaaluda nõlva projekteerimist, mis võimaldab muldelt allasõitnud sõidukil suure tõenäosusega teele tagasi pöörduda või ohutult liikuda kuni täieliku peatumiseni teemaal. Sõiduteega külgneva vaba ruumi vähimad laiused on toodud tabelis 2.16.”; 89) määruse lisa punkti 2.5.2 täiendatakse lõikega 3 järgmises sõnastuses: „(3) Nõlva üla- ja alaserv tuleb kavandada sujuvatena (vastavalt kumera ja nõgusa kõverikuna).”; 90) määruse lisa punkti 2.5.3 lõige 1 muudetakse ja sõnastatakse järgmiselt: „(1) Maanteega samas tasapinnas lõikuvate teede ja mahasõitude ning muude rajatiste nõlvad tuleb kavandada ohututena või väljasõit maanteelt vastu selliseid nõlvu sh truubiotsi tuleb tõkestada.”; 91) määruse lisa punkti 2.5.4 lõige 2 koos RJ-ga muudetakse ja sõnastatakse järgmiselt: „(2) Maanteeäärse haljastusega tuleb luua ohutu liikluskeskkond. Kavandatud haljastus ei tohi põhjustada lume, jää, tolmu jm kogunemist maanteele.”; 92) määruse lisa punkti 2.5.4 lõike 3 RJ tunnistatakse kehtetuks; 93) määruse lisa punkti 2.5.4 täiendatakse lõikega 4 järgmises sõnastuses: „(4) Maanteeäärses haljastuses tuleb kasutada puid ja taimi, mis on tõestanud oma vastupidavust liiklusest tulenevatele kahjulikele mõjudele.”; 94) määruse lisa punkt 3.1 muudetakse ja sõnastatakse järgmiselt: „(1) Muldkeha projekteerimisel tuleb arvestada maantee klassi, katendi tüüpi, mulde kõrgust ja süvendi sügavust, muldkehas esinevate pinnaste omadusi, muldkeha ehitustingimusi, ehituspaikkonna loodustingimusi ja ehitusgeoloogilisi iseärasusi, vaadeldavas paikkonnas maanteede ehitamisel ja hooldamisel saadud varasemaid kogemusi. (2) Projektlahendusega tuleb tagada muldkeha vajalik tugevus, püsivus ja stabiilsus vähimate ehituslike ning hoolde kulutustega, säilitades maksimaalselt väärtuslikke kõlvikuid ja kahjustamata looduskeskkonda. (3) Maantee ehitusgeoloogilised tingimused on määratud niiskuspaikkonna tüübi, pinnaste omaduste, reljeefi ja geoloogiliste, hüdrogeoloogiliste ning klimaatiliste tingimustega. Niiskuspaikkonna tüübid on toodud tabelis 3.1.

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(4) Muldkeha projekteerimisel kasutatakse tüüp- või individuaallahendusi. Tüüplahendusi võib kasutada, kui: 1) mulde kõrgus on alla 12 m ja see ehitatakse tugevale alusele (kalju või poolkalju, kesktihe või tihe jämepinnas peenpinnas dreenimata nihketugevusega (pinnase nihketugevus tingimustes, kus vesi ei pääse pinnasest välja) cu>75 kPa), kasutades niiskuskindlat kruuspinnast, üleniiskumata liiv- või peenpinnast; 2) muldkeha ehitatakse kuni 4 m sügavusse soosse turba täieliku eemaldamisega ja soo lasub tugevatel ning mittevajuvatel pinnastel, mille pealispinna kalle ei ületa 1:10; 3) süvend rajatakse mittepunduvatesse mittekaljupinnastesse, kus ei esine sõidutee suunalise kaldega pinnasekihte; pinnaste konsistents ei ületa 0,5 ja süvendi sügavus 12 m; 4) süvend rajatakse niiskus- ja erosioonikindlatesse kaljupinnastesse ning süvendi sügavus ei ületa 16 m. (5) Individuaallahendusi kasutatakse, kui: 1) muldkeha rajamisel kasutatakse hüdromenetlust või lõhkamist; 2) muldkeha rajamisel kasutatakse geosünteetilisi materjale või vee- ja soojusrežiimi reguleerivaid erikihte; 3) muldkeha rajatakse ajutiselt üleujutatavatele aladele; 4) ületatakse alalisi veekogusid ja voolusänge; 5) ning ülejäänud juhtudel.”; 95) määruse lisa punkt 3.2 muudetakse ja sõnastatakse järgmiselt: „(1) Pinnaseosakeste liigitus fraktsioonideks terasuuruste järgi on toodud tabelis 3.2.

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(2) Pinnased milles on veeriseid ja rahne alla 40% jagunevad jämedateralisteks ja peeneteralisteks pinnasteks, mis liigitatakse terakoostise (tabel 3.21), loodusliku oleku ja orgaaniliste ainete sisalduse järgi.

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(3) Peenpinnast ja jämepinnase osakesi, väiksemad kui 0,425 mm, jaotatakse ka plastsusomaduste järgi Casagrande meetodil (tabel 3.3).

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(4) Pinnase jaotus konsistentsarvu järgi on toodud tabelis 3.31. Konsistentsarv iseloomustab pinnase plastsust mingil veesisaldusel ja see arvutatakse valemiga 3.1.

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(5) Pinnase orgaanilise aine moodustavad lagunemata ja poollagunenud taim- ja mikroorganismide jäänused ning huumus (tabel 3.4). Muldkehas võib kasutada vähese orgaanilise aine sisaldusega pinnast.

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(6) Töökihis kasutatavate pinnaste külmakerkelisuse liigitus sõltuvalt pinnase terastikulisest koostisest on toodud joonisel 3.1.

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(7) Muldkeha rajamiseks kasutatavaid pinnaseid liigitatakse veesisalduse järgi (tabelis 3.5) Lubatud veesisaldusega on pinnased, mille veesisaldus vastab tabelis 3.51 toodud nõuetele.

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(8) Eripinnasteks loetakse muda (sapropeel ja turbamuda), turvas, järvelubi, allikalubi, diatomiit, argilliit, mergel, savikildad, mustmullad ja tehnogeensed pinnased (tööstusjäätmed). (9) Nõrkadeks aluspinnasteks loetakse peenpinnased, mille dreenimata nihketugevus looduslikus olekus cuProctorteimiga saavutatava maksimaalse tiheduse juures on vähemalt 0,2 m ööpäevas. Eeldatakse, et nõuded filtratsioonimooduli määramisele on täidetud, kui selle mõõtmine vastab standardile EVS 901-20.”; 96) määruse lisa punkti 3.3 pealkiri muudetakse ja sõnastatakse järgmiselt: „3.3. Töökiht”; 97) määruse lisa punkti 3.3 lõige 1 koos RJ-ga muudetakse ja sõnastatakse järgmiselt: „(1) Töökihi ja katendi tugevuse tagamiseks peab katte pinna vähim kõrgus vastama tabelile 3.6. Tabelis 3.6 toodud katte pinna vähima kõrguse nõudeid võib mitte arvestada, kui katte pinna kõrgus on määratud külmakindlusarvutustega või kui töökihi tugevuse ja püsivuse tagamiseks või katendi tugevdamiseks on kasutatud järgmisi meetmeid: 1) külmakaitsekihi rajamine; 2) muldkeha vee-soojusrežiimi reguleerimine hüdroisolatsiooni-, soojaisolatsiooni-, dreen- või kapillaare katkestavate kihtidega; 3) töökihi pinnaste tugevdamine ja parendamine sideainete jt lisandite kasutamisega; 4) armeeritud kihtide kasutamine.”; 98) määruse lisa punkti 3.3 tabel 3.6 muudetakse ja sõnastatakse järgmiselt

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99) määruse lisa punkti 3.3 lõige 3 muudetakse ja sõnastatakse järgmiselt: „(3) Töökihi ülemise 1 meetri osas tuleb kasutada pinnaseid, mille filtratsioonimoodul standardse Proctorteimi maksimaaltihedusel on vähemalt 0,5 m ööpäevas ja alumise 0,5 meetri osas filtratsioonimooduliga minimaalselt 0,2 m ööpäevas. Töökihi ülemise 1 meetri osas võib kasutada ka pinnaseid dreenivusega 0,2–0,5 m ööpäevas, kuid sellisel juhul tuleb ette näha punkti 4.4 lõige 8 järgne dreenkiht. Tsementbetoonkatete pinnast vähemalt 1,2 m sügavuseni ja asfaltkatete puhul vähemalt 1 m sügavuseni peab pinnas olema külmakindel. Eeldatakse, et nõuded filtratsioonimooduli määramisele on täidetud, kui selle mõõtmine vastab standardile EVS 901-20.”; 100) määruse lisa punkti 3.3 lõike 6 RJ tunnistatakse kehtetuks; 101) määruse lisa punkti 3.3 täiendatakse lõikega 7 järgmises sõnastuses: „(7) Muldkeha pealispinna põikkalle peab olema üldjuhul 4%.”; 102) määruse lisa punkt 3.4 muudetakse ja sõnastatakse järgmiselt: „(1) Purustatud kaljupinnaste puhul tuleb katendi alla ette näha vähemalt 0,5 m paksune tasanduskiht mitte üle 0,2 m suuruseid osiseid sisaldavast pinnasest. (2) Sildade pealesõitude muldkeha tuleb lõigul, mille pikkus kaldasambast mõõdetuna muldkeha peal on vähemalt vahetatava muldkeha kõrgus pluss 2 m ja muldkeha all vähemalt 2 m, projekteerida pinnasest, mille filtratsioonimoodul standardse Proctorteimiga saavutatava maksimaalse tihenduse juures on filtratsioonimooduliga vähemalt 2 m ööpäevas. Eeldatakse, et nõuded filtratsioonimooduli määramisele on täidetud, kui selle mõõtmine vastab standardile EVS 901-20. (3) Tugeval aluspinnasel (kalju või poolkalju, kesktihe või tihe jämepinnas ja peenpinnas dreenimata nihketugevusega cu>75 kPa) asuva mulde maksimaalne nõlvus on toodud tabelis 3.8. Nõrgale alusele rajatud mulde korral määratakse nõlvus arvutuslikult.

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(4) Kohtades, kus võib esineda uhtumist, tuleb nõlvad kindlustada uhtumise vastu. (5) Muldkeha projekteerimisel pinnastest, mille veesisaldus ületab tabelis 3.51 lubatud taset, tuleb ette näha meetmed muldkeha vajaliku püsivuse tagamiseks. Püsi- ja kergkatteid võib sellisele muldkehale rajada pärast muldkeha pinnase konsolidatsiooni lõppemist. Muldkeha püsivuseks vajalikud meetmed on: 1) pinnaste kuivatamine loomulikul teel; 2) pinnaste töötlemine aktiivsete ainetega (kustutamata lubi, aktiivsed põlevkivi heittuhad jms); 3) liigse veesisaldusega pinnase konsolidatsiooni kiirendamine (rõhtdreenid teralistest või sünteetilistest materjalidest jms). (6) Kui muldkeha materjal piki teed muutub või kui on vaja tasandada külmakerke või vajumiste erinevusi, peab projekteerima siirdekiilud. Siirdekiilu pikkus leitakse seosest L = n x S, kus L – siirdekiilu pikkus meetrites; n – siirdekiilu kalde pöördarv; S – asendatava kihi paksus meetrites. Siirdekiilude lubatud kalded (1:n) on: 1) Kiirteed, I–III klassi maanteed – 1:20; 2) II ja III klassi maanteed – 1:15; 3) IV–VI klassi maanteed ning jalgrattateed, jalgteed ja kõnniteed – 1:10; (7) Pinnaste puhul, mille veesisaldus on alla 0,9 standardse Proctorteimi kohast optimaalset veesisaldust (W0), tuleb projektis ette näha erimeetmed nende tihendamiseks (niisutamine, tihendamine tavalisest õhemate kihtidena jms). (8) Kraavide ja kuni 3 m kõrguse muldkeha valitud nõlvust tuleb põhjendada, kui nõlvus ületab (on järsem): 1) kiirteel 1:4; 2) I–III klassi maanteel 1:3. (9) Üle 4 m kõrguse muldkeha projekteerimisel tuleb arvutada: 1) tee pinna vajumine tee massist tingitud järeltihenemisest ja selle protsessi ajaline kulgemine; 2) muldkeha aluspinnase vajumine muldkeha ja katendi raskusest tingitud järeltihenemisest ja selle ajaline kulgemine; 3) muldkeha nõlvade püsivuseks vajalik nõlvakalle; 4) aluspinnase külgväljasurumist vältiv ohutu koormus. (10) Maantee tuisuohutuse tagamiseks tuleb lähtudes tehnilis-majanduslikest kaalutlustest projekteerida tuisutõkke meetmed. (11) Avatud maastikul asuvatele maanteelõikudele võib tuisuohutu mulde kõrguse määrata valemiga 3.3

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(12) Kui projekteeritakse tuisuohutu kõrgusega muldkeha, tuleb avatud maastikul maantee serva kõrgus üle arvutusliku lumekihi taseme Δh võtta vähemalt: 1) kiirteed ja I klassi maanteed – 1,2 m; 2) II klassi maanteed – 0,7 m; 3) III klassi maanteed – 0,6 m; 4) IV klassi maanteed – 0,5 m; 5) V klassi maanteed – 0,4 m; 6) VI klassi maanteed – pole nõudeid.”; 103) määruse lisa punkti 3.5 lõike 1 tekst ja RJ muudetakse ja sõnastatakse järgmiselt: „(1) Süvendi nõlvus tuleb määrata nõlva stabiilsuse arvutustega või tabeli 3.11 järgi, kui nõlva tasakaalu ei mõjuta pinnasevee voolamisest põhjustatud hüdrodünaamiline jõud.”; 104) määruse lisa punkti 3.6 lõige 2 koos RJ-ga ja lõige 3 koos RJ-ga muudetakse ja sõnastatakse järgmiselt: „(2) Püsivatel kaljunõlvadel nõlvusega üle 1:3 rajatakse muldkeha üldjuhul mäenõlvadele moodustatud astangule. Mäenõlvadele nõlvusega 1:3–1:5 tuleb muldkeha rajada kas muldena, poolmulde-poolsüvendina või astangule. Mäenõlvadele nõlvusega 1:5–1:10 tuleb muldkeha rajada üldjuhul muldena. Astmed rajatakse 3–4 m laiusega ja kuni 1 m kõrgusega. Astmeid ei rajata dreenivatest pinnastest ja vähemurenevatest kaljupinnastest mäenõlvadele. Vajadusel tuleb ette näha komplekssed meetmed, et tagada muldkeha ja mäenõlva, millel muldkeha asub, püsivus (dreenrajatised, pinnavee ärajuhtimine, tugirajatised, nõlva kuju muutmine jms). (3) Soodesse rajatavad muldkehad tuleb projekteerida variantide tehnilis-majandusliku võrdluse alusel. Lahendusvariantides nähakse ette: 1) soopinnase osaline või täielik eemaldamine (kaasa arvatud lõhkamine); 2) muldkeha rajamine soopinnasele, rakendades vajaduse korral erimeetmeid muldkeha püsivuse tagamiseks, vajumite vähendamiseks või kiirendamiseks ning lubamatute elastsete võnkumiste vältimiseks.”; 105) määruse lisa punkti 3.6 täiendatakse lõikega 31 järgmises sõnastuses: „(31) Soodes sügavusega kuni 6 m võib soo pinnast kuni 3 m kõrguseid muldeid projekteerida tüüplahendustena.”; 106) määruse lisa punkti 3.6 lõige 7 koos RJ-ga muudetakse ja sõnastatakse järgmiselt: „(7) Muldkeha projekteerimisel lihkeohtlikele aladele, samuti karsti, nõrkade pinnaste ja punduvate pinnaste leviku aladele ning aladele, kus esineb jõeerosiooni, tuleb kasutada erilahendusi. Muldkeha rajamisel võib nõrga aluspinnase tugevdamiseks (armeerimiseks), filtreerimiseks, nõlva pinna kindlustamiseks, erinevate pinnaste eraldamiseks või dreenkonstruktsioonide kaitsefiltrina kasutada geosünteete.”; 107) määruse lisa punkti 3.7 lõiked 3 ja 4 muudetakse ja sõnastatakse järgmiselt: „(3) Küvettide projekteerimisel tuleb arvutusliku vooluhulga esinemise tõenäosus võtta: 1) kiirteed, I–II klassi maanteed 2%; 2) III klassi maanteed 3%; 3) IV–V klassi maanteed 4%; 4) VI klassi maanteed 5%. (4) Veeviimarite projekteerimisel pinnavete eemaldamiseks sildadelt ja maanteelt tuleb arvutusliku vooluhulga esinemise tõenäosus võtta: 1) kiirteed, I–II klassi maanteed 1%; 2) III klassi maanteed 2%; 3) IV–V klassi maanteed 3%; 4) VI klassi maanteed 5%.”; 108) määruse lisa punkt 4.1 muudetakse ja sõnastatakse järgmiselt: „(1) Katendi konstruktsiooni ja katteliigi valikul tuleb lähtuda projekteeritava maantee klassist, liikluse nõuetest, ehituse ja korrashoiu majanduslikkusest, perspektiivsest liiklussagedusest ning liikluskoosseisust, paikkonna kliima-, pinnase- ja hüdroloogilistest tingimustest ning keskkonnahoiust. (2) Katendi tüübid ja katte pealiskihi liigid on: 1) püsikatend, mille katte pealiskihi liigid on monoliittsementbetoon, monteeritav raudbetoon, asfaltbetoon; 2) kergkatend, mille katte pealiskihi liigid on pinnatud mustsegu, pinnatud stabiliseeritud segu, sillutiskate; 3) siirdekatend, mille katte pealiskihi liigid on pinnatud freespuru, killustik, kruus, pinnatud kruus, bituumenmakadam, sideainetega töödeldud pinnas; 4) lihtkatend, mille kate on juhusliku terakoostisega materjalist.”; 109) määruse lisa punkti 4.2 lõike 1 RJ tunnistatakse kehtetuks; 110) määruse lisa punkti 4.2 täiendatakse lõikega 11 järgmises sõnastuses: „(11) Katendi arvutuslikuks kasutusajaks võetakse mitte vähem kui: 1) 7 aastat siirdekatendile; 2) 10 aastat kergkatendile; 3) 15 aastat püsikatendile.”; 111) määruse lisa punkti 4.2 lõige 2 muudetakse ja sõnastatakse järgmiselt: „(2) Katendi tugevusarvutusel tuleb arvutamise aluseks võtta aasta, millel esineb suurim aasta keskmine ööpäevane liiklussagedus arvutusliku kasutusaja jooksul, mis taandatakse koormussageduseks.”; 112) määruse lisa punkti 4.2 lõige 4, lõige 6 koos RJ-ga ja tabel 4.2 tunnistatakse kehtetuks; 113) määruse lisa punkti 4.3 lõige 1 muudetakse ja sõnastatakse järgmiselt: „(1) Aasta keskmise ööpäevase koormussageduse arvutamiseks vajaliku raskeliikluse osakaalu leidmise metoodika punkti 1.4 kohaselt prognoositud eeldatavast liiklussagedusest määrab tee omanik. Vajadusel tuleb korraldada liiklusloendus. Koormussageduse leidmiseks: 1) kasutatakse siirdetegureid tabelist 4.3; 2) määratakse liiklusvahendite tegelik kogukaal ja teljekoormus kaalumisega. Tegelikud teljekoormused arvutatakse ümber normatiivse koormusega telgede arvule valemitega 4.1 ja 4.2.”; 114) määruse lisa punkti 4.3 lõige 3 tunnistatakse kehtetuks; 115) määruse lisa punkti 4.3 lõiked 4 ja 5 muudetakse ja sõnastatakse järgmiselt: „(4) Arvutuslikuks sõidukiiruseks tuleb võtta 60–80 km/h. (5) Tegelikud teljekoormused tuleb taandada arvutuslikeks teljekoormusteks (Si) valemiga 4.1.”; 116) määruse lisa punkti 4.3. valem 4.1 muudetakse ja sõnastatakse järgmiselt

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117) määruse lisa punkti 4.3 lõige 6 koos valemitega 4.2–4.6 ja tabelitega 4.3–4.4 muudetakse ja sõnastatakse järgmiselt: „(6) Arvutuslikeks tuleb taandada ainult normatiivsest väärtusest kergemad teljekoormused. Raskemate koormuste taandamine arvutuslikeks võib toimuda vaid juhul, kui nad ei ületa normatiivset mitte rohkem kui 20% ja sellise koormusega telgi on raskeliikluses alla 5%. Vastasel juhul tuleb katend dimensioneerida tegelikule koormusele või rakendada koormusepiiranguid ebasoodsal ilmastikuperioodil. Sõiduki üleviimiseks normatiivse koormusega telgede arvule arvutatakse siirdetegur K valemiga 4.2.

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118) määruse lisa punkti 4.3 tabeli 4.3 järele lisatakse lõige 7 koos valemiga 4.3 ja tabeliga 4.4 järgmises sõnastuses: „(7) Aasta keskmine ööpäevane koormussagedus Narv arvutatakse valemiga 4.3.

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119) määruse lisa punkti 4.4 lõike 1 RJ tunnistatakse kehtetuks; 120) määruse lisa punkti 4.4 lõige 2 muudetakse ja sõnastatakse järgmiselt: „(2) Asfaltsegu tuleb katendis kasutada tabeli 4.6 kohaselt.”; 121) määruse lisa punkti 4.4 täiendatakse lõikega 21 järgmisest sõnastuses: „(21) Asfaltsegust katendikihid peavad olema vastupidavad. Eeldatakse, et asfaltsegud vastavad nõuetele, kui need vastavad standardile EVS 901-3.”; 122) määruse lisa punkti 4.4 lõike 5 tekst ja RJ muudetakse ja sõnastatakse järgmiselt: „(5) Põlevkivituhaga stabiliseeritud kivimaterjalide üheteljeline survetugevus kahe kuu vanuselt peab olema 2…8 MPa (tugevusklass C1,5/2 kuni C6/8). Vuugid nähakse ette minimaalselt 5m vahega, kui üheteljeline survetugevus kahe kuu vanuselt on üle 8 MPa (C6/8) või tugevdatud kihi paksus on üle 20 cm.”; 123) määruse lisa punkti 4.4 täiendatakse enne tabelit 4.6 lõikega 51 järgmises sõnastuses: „(51) Hüdrauliliselt seotud segudes kasutatav põlevkivituhk peab olema ohutud ja tagama segu vastupidavuse koormustele. Eeldatakse, et põlevkivituhk vastab nõuetele, kui ta vastab standardile EVS-EN 14227-4.”; 124) määruse lisa punkti 4.4 tabel 4.6 muudetakse ja sõnastatakse järgmiselt

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125) määruse lisa punkti 4.4 lõige 6 ja tabelid 4.7–4.12 tunnistatakse kehtetuks; 126) määruse lisa punkti 4.4 lõiked 7 ja 8 muudetakse ja sõnastatakse järgmiselt: „(7) Kiilumismeetodil ehitatavates killustikkatetes ja -alustes kasutatava killustiku omadused ja ridakillustiku omadused peavad vastama tabeli 4.13 nõuetele. Sidumata segust ehitatud aluste terastikuline koostis peab vastama tabelis 4.14 ja 4.15 esitatud nõuetele. Ridakillustikust ehitatavad alused tabelis 4.141 esitatud nõuetele. (8) Punkti 3.3 lõikes 3 toodud tingimustel tuleb elastse katendi alla projekteerida dreenkiht. Kiirteel, I klassi maanteel tuleb dreenkihi paksus ja vajalik filtratsioonimoodul määrata arvutustega. Lähtuvalt arvutustest tuleb projektis anda nõuded materjali terakoostisele ja teised vajalikud nõuded. Dreenkihi filtratsioonimoodul peab olema 1…2. niiskuspaikkonnas min 1 m/ööp (paksus min 20 cm) ning 3. niiskuspaikkonnas min 2 m/ööp (paksus min 30 cm). Filtratsioonimooduli määramine on kirjeldatud standardis EVS 901-20.”; 127) määruse lisa punkti 4.4 tabel 4.13 muudetakse ja sõnastatakse järgmiselt

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128) määruse lisa punkti 4.4 täiendatakse pärast tabelit 4.13 lõikega 9 järgmises sõnastuses: „(9) Jalgteedel, rattateedel ning sõiduautodele kavandatud parklate aluste rajamisel on lubatud taaskasutada purustatud betoonitäitematerjale ja aherainekillustikku tingimusel, et nimetatud materjalide omadused vastavad järgmistele nõuetele: C50/30; LA40; Fl35; f4. Taaskasutatavate purustatud betoonitäitematerjalide, mille pH > 11, kasutamine on keelatud otseses kokkupuutes alumiiniumist või galvaniseeritud terasest konstruktsioonide või nende osadega.”; 129) määruse lisa punkti 4.4 tabel 4.14 muudetakse ja sõnastatakse järgmiselt

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130) määruse lisa punkti 4.4 täiendatakse tabeli 4.14 järel tabeliga 4.141 järgmises sõnastuses

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131) määruse lisa punkti 4.4 tabel 4.15 muudetakse ja sõnastatakse järgmiselt

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132) määruse lisa punkti 4.4 tabel 4.16 tunnistatakse kehtetuks; 133) määruse lisa punkti 4.5 lõike 1 RJ tunnistatakse kehtetuks; 134) määruse lisa punkti 4.5 täiendatakse lõikega 11 järgmises sõnastuses: „(11) Katendi konstruktsiooni valik peab toimuma variantide tehnilis- majandusliku analüüsi alusel, kus tuleb arvestada asukoha looduslikke tingimusi, sh pinnaste niiskumise ja temperatuuri kõikumiste iseärasusi ning pikaajalisi praktilisi kogemusi nendes tingimustes.”; 135) määruse lisa punkti 4.5 lõige 2 koos RJ muudetakse ja sõnastatakse järgmiselt: „(2) Katendi kogupaksus tuleb määrata tugevus- ja külmakindlusarvutustega. Kui tugevusarvutuse järgi arvutatud katend tuleb õhem kui külmakindluse seisukohast vajalik, täiendatakse konstruktsiooni lisakihtidega või paksendatakse arvutatud kihte.”; 136) määruse lisa punkti 4.5 lõige 5 koos RJ-ga tunnistatakse kehtetuks; 137) määruse lisa punkti 4.5 lõige 6 muudetakse ja sõnastatakse järgmiselt: „(6) II–VI klassi maanteedel tuleb kindlustatud peenar projekteerida sõiduteega sama kandevõimega. Kiirteedel ja I klassi maanteedel võib kindlustatud peenra projekteerida väiksema kandevõimega. Ühelgi juhul ei tohi kindlustatud peenra ja tugipeenra kandevõime ka kõige ebasobivamate ilmastikutingimuste juures erineda sedavõrd, et ekslikult teepeenrale sõidul tekiks sõiduvahendi juhitavuse kaotuse oht.”; 138) määruse lisa punkti 4.5 tabel 4.17 muudetakse ja sõnastatakse järgmiselt

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139) määruse lisa punkti 4.5 tabel 4.18 muudetakse ja sõnastatakse järgmiselt

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140) määruse lisa punkti 4.5 tabel 4.19 tunnistatakse kehtetuks; 141) määruse lisa punkti 4.5 lõige 10 ja tabel 4.20 muudetakse ja sõnastatakse järgmiselt: „(10) Asfaltsegust katendikihtide vähimad paksused ei või olla väiksemad tabelis 4.20 toodust.

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142) määruse lisa punkti 4.5 lõike 11 RJ tunnistatakse kehtetuks; 143) määruse lisa punkti 4.5 täiendatakse enne tabelit 4.22 lõikega 12 järgmises sõnastuses: „(12) Muldkeha pinnase külmumisohu vähendamiseks on soovitav konstrueerida katend tabelis 4.22 toodud kogupaksuses.”; 144) määruse lisa punkti 4.6 tabelid 4.23–4.27 tunnistatakse kehtetuks ja punkt 4.6 muudetakse ja sõnastatakse järgmiselt: „(1) Sõiduradade elastse püsi- ja kergkatendi korral tuleb arvutada: 1) kogu katend lubatavale elastsele vajumile; 2) katendi nõrgalt sidusad kihid nihkekindlusele; 3) seotud kihid tõmbekindlusele; 4) kogu konstruktsioon külmakindlusele. (2) Elastse katendi dimensioneerimisel kiirteele, I ja II klassi maanteele, on tingimuseks, et nende kasutusaja jooksul ei esineks jäävdeformatsioone. III–VI klassi maanteede katendite puhul lubatakse võimalike jäävdeformatsioonide akumulatsiooni katte tasasuse seisukohast vastuvõetavates piirides. (3) Siirdekatendid tuleb arvutada: 1) lubatavale elastsele läbivajumisele; 2) katendi nõrgalt sidusad kihid nihkekindlusele; 3) kogu konstruktsioon külmakindlusele. (4) Parklates tuleb katendi nõutav arvutuslik elastsusmoodul võtta vähemalt VI klassi maantee omaga võrdseks (tabel 4.17). Raskeliiklusega parklates (AR perspektiivselt >10 AKÖL) tuleb katendi nõutav arvutuslik elastsusmoodul võtta vähemalt V klassi maantee omaga võrdseks ja projekteerida katte kaks ülemist kihti jäigemad. (5) Elastne katend dimensioneeritakse ebasoodsates ilmastikutingimustes esinevate materjalide arvutuslike elastsusmoodulite järgi: 1) kevadel ja sügisel, kui muldkeha pinnase ja katendi alusekihtide E-moodulid omavad minimaalväärtusi, orgaaniliste sideainetega töödeldud materjalide E-moodulid aga mõõdukaid väärtusi (temperatuuridel +5 ºC või +10 ºC); 2) suvel, kui muldkeha pinnase ja katendi alusekihtide E-moodulid omavad keskväärtusi, asfaldikihid aga reaalselt esinevatel maksimaaltemperatuuridel määratud minimaalväärtusi. (6) Tehnoloogilisi vahekihte katendi tugevusarvutusel arvesse ei võeta. (7) Eeldatava koormussagedusega üle 225 normtelge ööpäevas tuleb teelõikude ühissõidukite peatuses, ristmiku ja raudteeülesõidukohas arvestada staatilise koormusega. Staatilise koormuse esinemisalaks loetakse raudteeülesõidul 100 meetrit raudtee telgjoonest ja samatasandilisel ristmikul ristmiku tsentrist kõigis suundades kogu ristlõike ulatuses, kus koormussagedus ületab 225 normtelge ööpäevas ning sõidukite kiirus langeb vähemalt poole võrra. (8) Staatilise koormuse esinemisalal tuleb: 1) projekteerida katte kaks ülemist kihti jäigemad, kasutades selleks näiteks vastavaid lisandeid; 2) kandevkihi alla näha ette kandevkihiga identne kiht (aluse ülaosa asendatakse asfaltbetooniga), mille paksust võib tehnoloogilistel kaalutlustel muuta. (9) Loomaks kulumisvaru, võib tee omanik suurendada tugevusarvutustega määratud asfaltsegust katte kulumiskihi paksust ja kruuskatte paksust.”; 145) määruse lisa punkti 4.7 lõike 1 RJ tunnistatakse kehtetuks; 146) määruse lisa punkti 4.7 täiendatakse enne tabelit 4.24 lõikega 11 järgmises sõnastuses: „(11) Armeerituse astme järgi on tsementbetoonkatteid kolme klassi (tabel 4.24).”; 147) määruse lisa punkti 4.7 lõike 8 RJ tunnistatakse kehtetuks; 148) määruse lisa punkti 4.7 täiendatakse enne tabeli 4.26 lõigetega 81 ja 82 järgmises sõnastuses: „(81) Kahanemisvuukide sagedus tuleb valida sõltuvuses katte paksusest ja armeerimise määrast (tabel 4.26). Paisumisvuukide sagedus sõltub katte paksusest, armeerimise määrast ning betoneerimise ajal valitsenud õhutemperatuurist (tabel 4.27). (82) Raudbetoon- ja armobetoonplaatidest monteeritavat katet kasutatakse raskete insenerigeoloogiliste ja hüdrogeoloogiliste tingimustega paikkondades ja juhul, kui puuduvad kohalikud materjalid teist tüüpi võrdtugeva katendi ehitamiseks.”; 149) määruse lisa punkti 4.7 lõike 9 RJ tunnistatakse kehtetuks; 150) määruse lisa punkti 5.1 lõike 2 RJ tunnistatakse kehtetuks; 151) määruse lisa punkti 5.1 täiendatakse lõikega 21 järgmisest sõnastuses: „(21) Ristete vahekaugust ei piirata. Nende vajadus määratakse, lähtudes kohalikest tingimustest ja majanduslikest kaalutlustest.”; 152) määruse lisa punkti 5.1 lõige 4 koos RJ muudetakse ja sõnastatakse järgmiselt: „(4) Kiirteedel tuleb projekteerida kõik ristmikud eritasandilistena. I klassi maanteedel rajatakse ristmikud valdavalt eritasandilistena.”; 153) määruse lisa punkti 5.1 lõike 5 RJ tunnistatakse kehtetuks; 154) määruse lisa punkti 5.1 lõike 6 tekst muudetakse ja sõnastatakse järgmiselt: „(6) Ristmiku tüübi esmasel valikul tuleb lähtuda joonisest 5.1. Väikest ringristmiku ei kavandata üleeuroopalise teedevõrgu maanteele ja suure raskeliikluse liiklussagedusega maanteele.”; 155) määruse lisa punkti 5.1 alla lisatakse lõige 61 järgmises sõnastuses: „(61) Vajadusel võib kavandada fooridega reguleeritava ristmiku.”; 156) määruse lisa punkti 5.1 tabel 5.1 tunnistatakse kehtetuks; 157) määruse lisa punkti 5.1 joonis 5.1 muudetakse ja sõnastatakse järgmiselt

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158) määruse lisa punkti 5.2.1 lõige 3 muudetakse ja sõnastatakse järgmiselt: „(3) Suurim mahasõitude arv on I klassi maanteel üks parempöördega mahasõit kahe normikohasel kaugusel asuva eritasandilise ristmiku vahel, II ja III klassi maanteel kaks mahasõitu ühe kilomeetri kohta, IV klassi maanteel neli mahasõitu ühe kilomeetri kohta ja V klassi maanteel viis mahasõitu ühe kilomeetri kohta ühes sõidusuunas. Mahasõitude vähim omavaheline kaugus on 150 meetrit. Juhul kui mahasõite on vaja rajada tihedamini, võib vastaval lõigul lubada sõidukite kiirust kuni 50 km/h. VI klassi maantee mahasõitude vahekaugused määratakse vajaduse järgi. Kiirusmuuterajalt ja rambilt peale- ja mahasõite ette ei nähta.”; 159) määruse lisa punkti 5.2.2 lõike 3 RJ tunnistatakse kehtetuks; 160) määruse lisa punkti 5.2.2 täiendatakse lõikega 31 järgmises sõnastuses: „(31) Mitmeharulised (5 või enam haru) ristmikud tuleb lahutada 3- või 4-külgseks ristmikuks, kusjuures täiendav haru tuleb võimalusel nihutada kõrvalteed mööda põhiristmikust eemale. Nihutatud harudega neljakülgsel ristmikul tuleb eelistada vasaknihutust.”; 161) määruse lisa punkti 5.2.2 lõike 4 RJ tunnistatakse kehtetuks; 162) määruse lisa punkti 5.2.2 täiendatakse lõikega 5 järgmises sõnastuses: „(5) Konfliktpunktide raskusaste sõltub liiklusvoogude kokkupuute tüübist (joonised 5.3 ja 5.4). Avariiohtlikkus väheneb koos konfliktala suuruse vähendamisega (joonis 5.5).”; 163) määruse lisa punkti 5.2.3 lõige 3 tunnistatakse kehtetuks; 164) määruse lisa punkti 5.2.4 lõike 1 tekst ja RJ muudetakse ja sõnastatakse järgmiselt: „(1) Maanteede lõikumisnurk ristmikul peab olema võimalikult täisnurga lähedane ja jääma piiridesse 70 kuni 110º. Juhul kui kahe maantee lõikumisnurk osutub liiga teravaks, tuleb leida võimalusi kasutada teistsuguseid lahendusi (joonis 5.6).”; 165) määruse lisa punkti 5.2.5 lõige 1 koos RJ-ga muudetakse ja sõnastatakse järgmiselt: „(1) Samatasandilise ristmiku vertikaallahendus peab tagama liiklusohutuse, nõutava nähtavuse ja vete äravoolu teekattelt. Samatasandilise ristmiku vertikaallahendus tuleb allutada peatee lahendusele (plaan, pikiprofiil ja ristprofiil) (joonised 5.7 ja 5.8).”; 166) määruse lisa punkti 5.2.5 lõige 3 muudetakse ja sõnastatakse järgmiselt: „(3) Ristmiku mis tahes punktis ei tohi sõidutee summaarne kalle (d) olla alla 0,5% ega üldjuhul üle 6% (valem 5.01).

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167) määruse lisa punkti 5.2.5 joonis 5.9 tunnistatakse kehtetuks; 168) määruse lisa punkti 5.2.6 lõige 2 koos RJ-ga muudetakse ja sõnastatakse järgmiselt: „(2) Kõrvaltee harul ja pööretel tuleb viraaži valikul lähtuda plaanikõveriku raadiusest (tabel 2.8 rambil ja samatasandilisel ristmikul). Kui tingimused võimaldavad kasutada suuremat viraaži kui tabelis 2.8 esitatud vähimad väärtused, siis on võimalik pööret sooritada suurema sõidukiirusega. Kui kasutada antud projektkiirusel lubatust suuremat raadiust, võib vähendada viraaži kooskõlas raadiuse suurenemisega. Viraaži muutumise kiirus võib ristmikul olla suurem kui tavalisel teelõigul.”; 169) määruse lisa punkti 5.2.6 tabel 5.2 tunnistatakse kehtetuks; 170) määruse lisa punkti 5.2.7.2 lõike 1 RJ tunnistatakse kehtetuks ja lisatakse lõige 11 järgmises sõnastuses: „(11) Sõltuvalt ristmiku liikluskorralduse tüübist, kõrvalteelt läheneja liikumise jätkamise suunast ning projektkiirusest võib see punkt, kust nähtavus tuleb tagada, olla erinev (tabelid 5.3 ja 5.4 ning joonis 5.10).”; 171) määruse lisa punkti 5.2.7.2 lõike 3 RJ ja lõike 5 RJ tunnistatakse kehtetuks; 172) määruse lisa punkti 5.2.8.1 lõike 1 RJ tunnistatakse kehtetuks; 173) määruse lisa punkti 5.2.8.2 lõike 1 tekst ja RJ muudetakse ja sõnastatakse järgmiselt: „(1) Projektlahenduse sobivust tuleb kontrollida antud oludes ebasoodsaima arvutusliku auto pöördekoridori šablooniga kooskõlas tabeli 2.2 nõuetega. Arvutusliku auto pöördekoridori laius on määratud välise ratta ja üleulatuva esiosa jäljega ning sisemise tagaratta jäljega (joonis 5.11). Pöördekoridori šabloonid koostatakse vastavalt tabelis 5.6 antud olukordadele.”; 174) määruse lisa punkti 5.2.9 lõike 2 RJ tunnistatakse kehtetuks; 175) määruse lisa punkti 5.2.9 täiendatakse lõikega 3 järgmises sõnastuses: „(3) Kanaliseeriva saarena tuleb kasutada saart pindalaga üle 6 m². Väiksemate saarte kasutamist tuleb põhjendada.”; 176) määruse lisa punkti 5.2.10 lõike 1 RJ, lõike 2 RJ ja lõike 3 RJ tunnistatakse kehtetuks; 177) määruse lisa punkti 5.2.10 lõige 4 koos RJ-ga tunnistatakse kehtetuks; 178) määruse lisa punkti 5.2.10 lõike 9 RJ tunnistatakse kehtetuks; 179) määruse lisa punkti 5.2.11 lõike 1 RJ tunnistatakse kehtetuks; 180) määruse lisa punkti 5.2.11 lõike 4 tekst ja RJ muudetakse ja sõnastatakse järgmiselt: „(4) Pöörderaja projekteerimisel tuleb juhinduda plaaniraadiuse ja viraaži vahelisest seosest (tabel 2.8) ning ristmiku liikluskorralduse tüübist (joonis 5.14). Parempöörde sujuvamaks sooritamiseks kasutakse eelkõveraid (joonis 5.15).”; 181) määruse lisa punkti 5.2.11 lõike 5 RJ ja lõike 6 RJ tunnistatakse kehtetuks; 182) määruse lisa punkti 5.2.11 täiendatakse lõikega 7 järgmises sõnastuses: „(7) Sõidutee äär kavandatakse üldjuhul lihtsa ringikõverana või mitmetsentriliste ringikõverate kombinatsioonina. Raadiused tuleb valida sõltuvalt valitud arvutuslikust autost, lõikumisnurgast ja parempöörde liikluskorralduse tüübist joonisel 5.14.”; 183) määruse lisa punkti 5.2.12 lõike 1 RJ, lõike 3 RJ ja lõike 4 RJ tunnistatakse kehtetuks; 184) määruse lisa punkti 5.2.12 lõige 5 koos RJ-ga muudetakse ja sõnastatakse järgmiselt: „(5) Vasakpöörde lisarada võib vastassuunalisest liiklusest olla eraldatud liiklussaare, eraldusriba või ainult märgistuse abil (joonis 5.17), eelistatult liiklussaare abil. Juhul kui vähese vasakpöörde tõttu loobutakse vasakpöörde lisarajast, tuleb III klassi maanteel ette näha sõidutee sujuv laiend nii, et ristmikul tee telgjoonest kuni parempoolse katte servani jääks vähemalt 6,0 või 6,5 m (sõltuvalt liikluskoosseisust), võimaldamaks vasakpöörde sooritajast paremalt mööduda. Lahendus on esitatud joonisel 5.17 B. Sujuvat laiendit ei tähistata liikluskorraldusvahenditega.”; 185) määruse lisa punkti 5.2.13 lõike 1 RJ tunnistatakse kehtetuks; 186) määruse lisa punkti 5.2.13 lõike 2 tekst ja RJ muudetakse ja sõnastatakse järgmiselt: „(2) Bussipeatusesse tuleb üldjuhul ette näha peatumistasku, ooteplatvorm ja ootekoda. Bussipeatuse tüüp tuleb valida sõltuvalt maantee klassist. I ja II klassi maantee äärde rajatud bussipeatus peab olema suletud taskuga (I tüüp, tabel 5.8). I klassi maanteel tuleb eelistada kiirteega analoogilisi lahendusi. III ja IV klassi maantee äärde rajatud bussipeatus peab olema minimaalselt II tüüp tabelist 5.8. V ja VI klassi maanteel, sõltuvalt liiklussagedusest, võib bussipeatus olla kavandatud osaliselt kindlustatud peenrale (III tüüp, tabel 5.8) või vahetult sõidurajale. Bussipeatuse tüüplahendused on esitatud joonistel 5.18–5.20.”; 187) määruse lisa punkti 5.3.1 lõike 1 RJ ja lõike 8 RJ tunnistatakse kehtetuks; 188) määruse lisa punkti 5.3.1 lõige 9 koos RJ-ga muudetakse ja sõnastatakse järgmiselt: „(9) Kahe kiirtee lõikumisel tuleb kavandada eritasandiline ristmik, mis tagab sujuva liikumistrajektoori kõigile või enamikele suundadele. Nii parem- kui ka vasakpöörderampidel tuleb kavandada projektkiirus 70–80% kiirtee projektkiirusest. Eritasandilised ristmikud jagunevad: 1) täiustatud ristmikud – kolme või enamatasandiline ristmik ja selline kahetasandiline ristmik, kus mingi pöörde sooritamise soodustamiseks on kavandatud võrreldes tüüplahendusega täiendavaid avasid; 2) täielikud ristmikud – kahetasandiline ristmik, kus kõiki manöövreid on võimalik sooritada konfliktivabalt; 3) mittetäielikud ristmikud – kahetasandiline ristmik, kuhu kõiki manöövreid ei ole kavandatud või osa manöövreid on lahendatud konfliktiga.”; 189) määruse lisa punkti 5.3.1 lõike 11 RJ tunnistatakse kehtetuks; 190) määruse lisa punkti 5.3.1 lõige 12 koos RJ-ga tunnistatakse kehtetuks; 191) määruse lisa punkti 5.3.2 lõige 2 koos RJ-ga muudetakse ja sõnastatakse järgmiselt: „(2) Kiirteel ja üldjuhul I klassi maanteel tuleb projekteerida hargnemised paremale ja liitumisi paremalt.”; 192) määruse lisa punkti 5.3.2 lõike 4 tekst muudetakse ja sõnastatakse järgmiselt: „(4) Põimumisalana tuleb käsitleda ala, kus rajavahetuste sagedus on suurem võrreldes tavalise maanteelõiguga ristmikevahelisel alal. Põimumisala pikkused on toodud tabelis 5.9. Põimumisala pikkuse määramisel juhinduda joonisel 5.26 toodud alg- ja lõpp-punktidest.”; 193) määruse lisa punkti 5.3.2 lõike 4 RJ tunnistatakse kehtetuks; 194) määruse lisa punkti 5.3.3 lõige 4 muudetakse ja sõnastatakse järgmiselt: „(4) Kiirtee ja I klassi maantee rambile peab ligipääs külgnevalt maa-alalt olema piiratud.”; 195) määruse lisa punkti 5.3.3 täiendatakse lõikega 8 järgmises sõnastuses: „(8) Kui rambile on ette nähtud liikluskorraldusega teeandmise kohustus, siis ei tohi rambil enne teeandmise kohustuse märki tee pikikalle vähemalt 20-meetrisel lõigul ületada 2%.”; 196) määruse lisa punkti 5.3.4 lõige 1 koos RJ-ga muudetakse ja sõnastatakse järgmiselt: „(1) Põhirajalt rambile sujuvamaks liikumiseks tuleb kavandada aeglustusrada ja rambilt põhirajale liikumiseks – kiirendusrada. Nende elementide pikkused on toodud tabelites 5.12 ja 5.13.”; 197) määruse lisa punkti 5.3.4 lõike 4 RJ tunnistatakse kehtetuks; 198) määruse lisa punkti 5.3.4 täiendatakse enne tabelit 5.12 lõikega 41 järgmises sõnastuses: „(41) Kiirusmuuteraja paralleelosa pikkuse vähendamiseks võib vajadusel kasutada aeglustus- või kiirenduskõveriku (joonis 5.28). Vähimad aeglustuskõveriku klotoidi parameetrid sõltuvalt maantee ja rambi projektkiirusest on esitatud tabelis 5.15. Kiirendusraja klotoidi parameetrid on esitatud tabelis 5.16.”; 199) määruse lisa punkti 5.4 lõike 2 RJ tunnistatakse kehtetuks; 200) määruse lisa punkti 5.4 lõige 4 koos RJ-ga tunnistatakse kehtetuks; 201) määruse lisa punkti 5.4 lõige 6 muudetakse ja sõnastatakse järgmiselt: „(6) Eritasandilise lahenduse kavandamisel tuleb arvestada kehtivate raudtee ehitusgabariitidega.”; 202) määruse lisa punkti 5.4 lõike 7 RJ tunnistatakse kehtetuks; 203) määruse lisa punkti 5.4 lõige 16 muudetakse ja sõnastatakse järgmiselt: „(16) Raudteeülesõidukohale paigaldatavad foori- ja tõkkepuupostid ning tähis- ja põrkepiirdepostid peavad olema sõidutee servast III ja IV klassi maanteel 1,5 m ja V klassi maanteel 1 m kaugusel. Raudteeülesõidukoha kõnniteeta servale pannakse kolm kollaste helkuritega tähisposti (ülejäänud postid valgete helkuritega). Esimene post pannakse äärmisest rööpast 2,5 m, järgmised sammuga 5, 10, 15, 25, 50, edasi 50 või 100 m. Tähispost pannakse teepeenra välisäärele, erandjuhul kindlustamata teepeenrale, kuid katte servast mitte lähemale kui 0,5 m. Põrkepiirde kaugus sõidutee servast peab olema vähemalt 0,5 m.”; 204) määruse lisa punkti 6.1 lõige 1 muudetakse ja sõnastatakse järgmiselt: „(1) Uue rajatise (sild, viadukt, estakaad, tunnel, truup, tugisein, mürasein, pandus, ökodukt, ökotunnel) projektlahendus peab: 1) tagama sõidukite ohutu ja sujuva liikluse ning rajatise töökindluse, pikaealisuse ja pideva kasutamise; 2) arvestama suurvee ja jäämineku ohutu läbilaskmise ja meandreerumisega; 3) looma rajatise all tingimused ohutuks liikluseks, mh laevatataval jõel laevade ohutu läbilaskmise silla alt; 4) tagama materjalide ja energiaressursside ökonoomse kasutamise; 5) tagama kalade läbipääsu üles- ja allavoolu.”; 205) määruse lisa punkti 6.1 lõike 3 RJ tunnistatakse kehtetuks; 206) määruse lisa punkti 6.1 täiendatakse lõikega 31 järgmises sõnastuses: „(31) Rajatise asukoht tuleb valida selliselt, et see paikneks võimalikult risti ületatava takistusega, kuid üldjuhul mitte väljaspool 70° kuni 110° lõikumisnurka.”; 207) määruse lisa punkti 6.1 lõige 5 muudetakse ja sõnastatakse järgmiselt: „(5) Vooluveekoguga ristuva rajatise ava suurus ja avade arv ja kindlustamise viis tuleb määrata hüdrauliliste arvutustega, arvestades seejuures: 1) rajatise mõju ümbritsetavale keskkonnale; 2) üldist ja lokaalset uhtumist; 3) jõesängi võimalikku rännet.”; 208) määruse lisa punkti 6.1 tabel 6.1 muudetakse ja sõnastatakse järgmiselt

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209) määruse lisa punkti 6.1 lõige 11 muudetakse ja sõnastatakse järgmiselt: „(11) Viaduktidel, mis viivad üle elektrifitseeritud raudteede, peavad olema normidele vastavad kaitsekilbid voolu all oleva kontaktvõrgu kaitseks.”; 210) määruse lisa punkti 6.1 lõige 14 muudetakse ja sõnastatakse järgmiselt: „(14) Truubi vähim pikikalle võib olla 1%. Kui voolusängi looduslik kalle on suurem kui 1%, siis tuleb truubi kalle projekteerida loodusliku kaldega võrdseks.”; 211) määruse lisa punkti 6.1 lõiked 18–20 muudetakse ja sõnastatakse järgmiselt: „(18) Sillale ja viaduktile tuleb ette näha põrkepiire vastavalt joonistel 2.10–2.15 toodule. Põrkpiire tuleb kavandada kooskõlas jaotises 7.2 esitatud nõuetega. (19) Viadukti sammaste kaitseks tuleb vajadusel ette näha põrkepiire. (20) Sillal, viaduktil, estakaadil ja tunnelis sõidutee ning jalgtee kavandamisel ühes tasandis tuleb need eraldada kas sõidukirinnatisega kõrgusega vähemalt 0,80 m või põrkepiirdega kõrgusega vähemalt 0,70 ning puitsillal rattakaitseprussiga kõrgusega 0,25 m.”; 212) määruse lisa punkti 6.1 joonis 6.1 tunnistatakse kehtetuks; 213) määruse lisa punkti 6.1 lõige 25 koos RJ muudetakse ja sõnastatakse järgmiselt: „(25) Rajatise sõidutee tuleb projekteerida sama kaldega, mis on rajatisele eelneval ja järgneval tee lõigul ja tarindid, kuhu võib sattuda vesi, tuleb projekteerida põikkaldega vähemalt 4%.”; 214) määruse lisa punkti 6.1 lõige 26 muudetakse ja sõnastatakse järgmiselt: „(26) Vee ärajuhtimine rajatiselt tuleb kavandada nii, et vesi ei sattuks allpool olevatele tarinditele ega rajatise all kulgevale liiklusele, arvestades järgnevaid nõudeid: 1) vett ei tohi rajatiselt ära juhtida üle servakonstruktsiooni; 2) vesi tuleb ära juhtida ka rajatise kõige madalamatest vee kogunemise punktidest; 3) rajatisele salaoja tuleb projekteerida vähemalt 0,5% pikikaldega; 4) salaoja, joa- ja tilktorude telg ei tohi tekitada kattele murdepunkti; 5) hüdroisolatsioon tuleb paigaldada nii, et vesi ei saaks liikuda piki vertikaalse konstruktsiooniga kokkupuute pinda (joatoru peab paiknema vertikaalsest konstruktsioonist eemal).”; 215) määruse lisa punkti 6.1 täiendatakse lõikega 28 järgmises sõnastuses: „(28) Lumevõrk tuleb paigaldada rajatistel põrkepiirde külge kohtades, kus sahkamisel paisatav lumi kujutab endast ohtu rajatise all kulgevale liiklusele.”; 216) määruse lisa punkti 6.2 lõiked 1 ja 2 muudetakse ja sõnastatakse järgmiselt: „(1) Rajatised peavad olema ohutud ja vastu pidama neile ettenähtud kasutusajal. Eeldatakse, et rajatised vastavad nõuetele, kui nende arvutus vastab standarditele EVS-EN 1990–1997. (2) Nõuded kasutuspiirseisundile määrab tee omanik.”; 217) määruse lisa punkti 6.2 tabelid 6.3 ja 6.4 ning joonis 6.2.1 ja lõige 3 tunnistatakse kehtetuks; 218) määruse lisa punkti 6.3 lõike 1 RJ tunnistatakse kehtetuks; 219) määruse lisa punkti 6.3 täiendatakse lõigetega 11 ja 12 ja 13 järgmises sõnastuses: „(11) „Diivan”-tüüpi kaldasamba üleminekuplaadi vähim pikkus on 2 m. (12) Punkti 6.3 nõuded kehtivad punkti 6.1 lõikes 1 toodud rajatistele. (13) Üleminekuplaadi suurim sügavus rajatise ühendamise kohal võib olla katte ülemisest pinnast mõõdetuna 0,4 meetrit.”; 220) määruse lisa punkt 7.1 muudetakse ja sõnastatakse järgmiselt: „(1) Liiklusmärkide, fooride ja kattemärgistuse ülesanne on anda liiklejatele ühetaolist teavet, korraldada liiklust ja luua tingimused ohutuks liikluseks. Eeldatakse, et liiklusmärgid, foorid ja kattemärgistus ja nende paigaldus vastavad nõuetele, kui need vastavad standarditele EVS-EN 12899-1, EVS 613, EVS 614 ja EVS 615. ”; 221) määruse lisa punkt 7.2.1 muudetakse ja sõnastatakse järgmiselt: „(1) Teepiirdesüsteemide eesmärk on suurendada liiklusohutust. Eeldatakse, et teepiirdesüsteemid vastavad nõuetele, kui nad vastavad standarditele EVS-EN 1317 osadele 1–5.”; 222) määruse lisa punkti 7.2.2 joonised 7.1–7.2 ja tabel 7.1 tunnistatakse kehtetuks ning punkt 7.2.2 muudetakse ja sõnastatakse järgmiselt: „(1) Piirde vajaduse määramisel tuleb lähtuda kaalutlustest, et õnnetuse vältimise tõenäoses peab olema suurem ning võimaliku õnnetuse raskusaste peab olema väiksem kui piirde enda poolt põhjustatud õnnetuse tõenäosus ja võimalik raskusaste. Samuti tuleb piirde vajaduse ja tüübi määramisel tuleb arvestada ohu taset, õnnetuse tõenäosust, lubatud kiiruspiirangut ning eeldatavat aasta keskmist ööpäevast liiklussagedust. (2) Piire ja tema osad ei tohi kujuneda täiendava liiklusohu allikaks. Piirde osad on toodud joonisel 7.2.

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223) määruse lisa punkti 7.2.3 tabelid 7.2–7.5 tunnistatakse kehtetuks ning punkt 7.2.3 muudetakse ja sõnastatakse järgmiselt: „(1) Vahemaa sõiduraja ääre ja sõidukirinnatise, ülemineku ning põrkepiirde vahel tuleb jätta muutumatu. (2) Põrkepiirde valikul tuleb arvestada, et piirde töölaius oleks väiksem või võrdne kaugusega põrkepiirde esiserva ja takistuse esiserva vahel. (3) Põrkepiirde ees tuleb vältida kõrgendusi ja renne kõrgusega üle 7,5 cm. (4) Põrkepiire ja äärekivi peavad olema samas vertikaalses tasapinnas. (5) Kui põrkepiiret ei otstarbekas paigaldata paralleelselt sõiduteega, siis põrkepiire võib olla kaldega 1:20, erandina kuni kaldega 1:12 sõiduteest väljapoole.”; 224) määruse lisa punkti 7.2.4 tabel 7.6 tunnistatakse kehtetuks ning punkt 7.2.4 muudetakse ja sõnastatakse järgmiselt: (1) Kui takistused asuvad eraldusribal, paigaldatakse üldjuhul ühepoolsed põrkepiirded. (2) Kahepoolsed põrkepiirded muudetakse ohukoha ees kaldega ≤1:20 ühepoolseteks.”; 225) määruse lisa punkti 7.2.5 tabelid 7.7–7.8 tunnistatakse kehtetuks ning punkt 7.2.5 muudetakse ja sõnastatakse järgmiselt: „(1) Tähispostid tuleb kavandada maanteele, mille liiklussagedus on vähemalt 1500 autot ööpäevas ja projektkiirus on 90 km/h või enam, muudel juhtudel (näiteks enne sildu ja muid rajatisi), kui see on vajalik liiklusohutuse tagamiseks. (2) Kiirteel ja I klassi maanteel peavad tähispostid olema paigaldatud vahekaugusega 100m, madalama klassi maanteedel sirgetel teelõikudel tähispostide vahekaugus peab olema 50 meetrit. Plaanikõverikel tuleb tähispostid paigaldada tabelis 7.8 toodud vahekaugustega.

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(3) Sirgel peab olema üheaegselt nähtavad vähemalt kolm tähisposti kummalgi pool teed. (4) Nõgusal püstkõverikul peab tähispostide vahekaugus olema 50m ja kumeral püstkõverikul ≤ 2500 m vahekaugus 25 m. (5) Tähisposte ei paigaldata katte äärele lähemale kui 0,5 m. (6) Tähispost peab olema varustatud helkuritega, mille kõrgus sõidutee välisserva pinnast peab olema 0,9 m. (7) Paremal teepoolel peab olema üks ristkülikukujuline helkur ja vasakul teepoolel kaks ringikujulist helkurit. (8) Helkurid on üldjuhul valged, mingi takistuse või muutuse tähistamiseks on soovitatav kasutada valgest erineva värviga helkureid. Järskudel langudel, tee kitsenemisel, kuni 50 m raadiusega plaanikõverikel, järsakutel, põrkepiirde alguses ja lõpus, ristmike, bussipeatuste, parklate ning peatuskohtade alguses ja lõpus, enne ja pärast raudteeülesõidukohti ning teistes ohtlikes kohtades peab kasutama kollaseid helkureid. Nendel juhtudel, kui ei ole võimalik tagada käesoleva jaotise lõikes 2 toodud vahekaugusi alates kollaste helkuritega tähispostist, tuleb eelneva teelõigu tähispostide vahekaugusi muuta. Muutus korrigeeritakse nelja tihedamini paigaldatud tähispostiga enne ja pärast ülalmainitud kohta. (9) Piirde korral tuleb tähispostid paigaldada kas piirde taha piirde postidega samale sihile või piirde külge. (10) Ühesuunalisel maanteel ja rambil tuleb mõlemal pool maanteed kasutada ristkülikukujulisi helkureid.”; 226) määruse lisa punkti 7.3 lõike 3 tekst ja RJ muudetakse ja sõnastatakse järgmiselt: „(3) Bussipeatusesse tuleb üldjuhul ette näha peatumistasku, ooteplatvorm ja ootekoda. Bussitasku sisenemise ja väljumise kaldosade ning täisosa vähimad pikkused on toodud tabelis 7.9.”; 227) määruse lisa punkt 7.4.2 muudetakse ja sõnastatakse järgmiselt: „(1) Jalgtee ristlõige tuleb määrata lähtudes jalakäijate ja jalgratturite ruumivajadusest ning liiklussagedusest. Jalgtee projekteerimisel tuleb arvestada, et jalgratturid liiguvad jalakäijaga võrdse kiirusega. Lisaks sellele on vaja võtta arvesse ka nägemispuudega inimeste, lapsevankriga vanemate, laste, eakate ning ratastoolil liiklejate ruumivajadus ja liikumise iseärasusi. Jalgtee vähim laius olenevalt tee liigist, liiklussagedusest ja -koosseisust on toodud tabelis 7.11.

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(2) Jalgtee katte valib tee omanik arvestades seal esinevat liiklussagedust ja liikluskoosseisu ning võimalust liigelda jalgteel aastaringselt. (3) Sõidutee ja jalgtee vaheline laius tuleb valida sõltuvalt maantee projektkiirusest ja projekteerimise lähtetasemest vastavalt tabelile 7.12.

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(4) Liiklusmärgid peavad üldjuhul jääma väljapoole vaba ruumi. Ainult kitsastes kohtades võivad liiklusmärgid ulatuda liiklusruumi servani, kui säilib ruum puhastus- ja korrashoiumasinate tööks.”; 228) määruse lisa punkti 7.4.3 pealkiri ja tekst muudetakse ning sõnastatakse järgmiselt: „7.4.3. Rattatee plaani ja vertikaallahendus (1) Jalgratturile tuleb tagada peatumisnähtavus, mille ulatus on toodud tabelis 7.13. Jalgratturi reaktsiooniaeg ja aeglustus on toodud tabelis 7.13.

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(2) Jalgratturi silma kõrgus on 1,5 m ja takistuse kõrgus kumera kõvera puhul 0,4 m, muudel juhtudel 0 m. (3) Rattatee ristlõike laius valitakse lähtuvalt liiklussagedusest ja jalgratturi piirmõõtmetest. (4) Sõidutee ja rattatee vaheline laius tuleb valida sõltuvalt maantee projektkiirusest ja projekteerimise lähtetasemest vastavalt tabelile 7.12. (5) Rattatee plaanikõveriku vähim raadius on toodud tabelis 7.13. (6) Kui rattateel on lubatud mopeediga sõitmine või pikikalle on >3% tuleb valida projekteerimise lähtetase (H). (7) Järsul langul (i>3%) olevas kurvis tuleb jalgtee projekteerida 0,5 m võrra laiemana. (8) Rattatee pikikalde suurimad väärtused sõltuvalt projekteerimise lähtetasemest ja tõusu pikkusest on toodud tabelis 7.14.

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229) määruse lisa punkti 7.4.4 pealkiri ja tekst muudetakse ning sõnastatakse järgmiselt: „7.4.4. Rattateede omavahelist lõikumised (1) Rattateede omavahelisel lõikumisel peab nähtavus olema selline, et ristmikule jõudvad jalgratturid märkaksid üksteist piisavalt aegsasti ja suudaksid vajaduse korral peatuda enne ristmikku (tabel 7.15).

iVBORw0KGgoAAAANSUhEUgAAAvEAAAB9CAMAAAAcC8xZAAAAGXRFWHRTb2Z0d2FyZQBBZG9iZSBJ bWFnZVJlYWR5ccllPAAAA/ppVFh0WE1MOmNvbS5hZG9iZS54bXAAAAAAADw/eHBhY2tldCBiZWdp bj0i77u/IiBpZD0iVzVNME1wQ2VoaUh6cmVTek5UY3prYzlkIj8+IDx4OnhtcG1ldGEgeG1sbnM6 eD0iYWRvYmU6bnM6bWV0YS8iIHg6eG1wdGs9IkFkb2JlIFhNUCBDb3JlIDUuMC1jMDYwIDYxLjEz NDc3NywgMjAxMC8wMi8xMi0xNzozMjowMCAgICAgICAgIj4gPHJkZjpSREYgeG1sbnM6cmRmPSJo dHRwOi8vd3d3LnczLm9yZy8xOTk5LzAyLzIyLXJkZi1zeW50YXgtbnMjIj4gPHJkZjpEZXNjcmlw dGlvbiByZGY6YWJvdXQ9IiIgeG1sbnM6eG1wTU09Imh0dHA6Ly9ucy5hZG9iZS5jb20veGFwLzEu MC9tbS8iIHhtbG5zOnN0UmVmPSJodHRwOi8vbnMuYWRvYmUuY29tL3hhcC8xLjAvc1R5cGUvUmVz b3VyY2VSZWYjIiB4bWxuczp4bXA9Imh0dHA6Ly9ucy5hZG9iZS5jb20veGFwLzEuMC8iIHhtbG5z OmRjPSJodHRwOi8vcHVybC5vcmcvZGMvZWxlbWVudHMvMS4xLyIgeG1wTU06RG9jdW1lbnRJRD0i eG1wLmRpZDo0RkExMjc5RDBDOUIxMUU0QUEyOTg0RjE1QTREMkFBMCIgeG1wTU06SW5zdGFuY2VJ RD0ieG1wLmlpZDo0RkExMjc5QzBDOUIxMUU0QUEyOTg0RjE1QTREMkFBMCIgeG1wOkNyZWF0b3JU b29sPSJBY3JvYmF0IFBERk1ha2VyIDEwLjAgZm9yIFdvcmQiPiA8eG1wTU06RGVyaXZlZEZyb20g 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(2) Ristmikul tuleb rattatee projektkiiruseks valida 20 km/h. (3) Ristmiku lähedal tuleb rattatee pikikalle valida tabelist 7.15, kui see kalle on suurem kui 4%, tuleb tabelis 7.15 toodud peatumisnähtavusele lisada 10 m. (4) Kui rattatee pikikalle langul on neljaharulise ristmiku lähedal suurem kui 4%, tuleb kaaluda ristumiskoha jagamist kaheks T-kujuliseks ristmikuks. (5) Jalgteede ja rattateede ristmiku nurgaraadiused tuleb valida olenevalt hooldustehnikast ja teede laiusest, kuid vähemalt 3 m.”; 230) määruse lisa punkti 7.4.5 lõige 1 muudetakse ja sõnastatakse järgmiselt: „(1) Jalgtee lõikumisviisi valikul tuleb lähtuda maantee klassist, autoliikluse piirkiirusest ja sagedusest, jalgtee liikluse sagedusest ja koosseisust ning keskkonnatingimustest. Tabelis 7.16 on toodud maantee ja jalgtee lõikumisviisi valik.”; 231) määruse lisa punkti 7.4.5 lõige 2 koos RJ-ga tunnistatakse kehtetuks; 232) määruse lisa punkti 7.4.5 lõike 3 RJ ja lõike 6 RJ tunnistatakse kehtetuks; 233) määruse lisa punkti 7.4.5 lõike 7 tekst ja RJ muudetakse ja sõnastatakse järgmiselt: „(7) Kui ülekäigurajal on nii jalgratturite kui ka jalakäijate liiklus, peab ülekäiguraja laius olema vähemalt 3 m. Kui jalgrattaliikluse osatähtsus on üle 50%, on ülekäiguraja laius ≥4 m. Saare kohal peab ülekäik olema sõiduteega samal tasandil, kuid selle kate peab selgelt erinema sõidutee omast. Ohutussaare mõõtmed on näidatud joonisel 7.3 ja tabelis 7.18. Kanaliseerimata ristmikul paigutatakse ülekäigurada ristmiku kujust sõltuvalt kas kaugusele L6–10 m sõiduraja servast. Sellisel juhul ei teki arusaamatusi sõidu eesõigusest (joonis 7.4). Kui ülekäigurada on kaugusel 6–10 m, mahub sõiduraja ja ülekäiguraja vahele üks peatunud sõiduk.”; 234) määruse lisa punkt 7.4.6 koos joonisega 7.5 tunnistatakse kehtetuks; 235) määruse lisa punkti 7.5 lõige 1 koos RJ-ga muudetakse ja sõnastatakse järgmiselt: „(1) Puhkekohad tuleb ette näha põhimaanteedel 20–50 km tagant.”; 236) määruse lisa punkti 7.5 lõike 2 RJ tunnistatakse kehtetuks; 237) määruse lisa punkti 7.5 täiendatakse lõikega 21 järgmisest sõnastusest: „(21) Suurtes puhkekohtades eraldatakse üksteisest sõiduautode, busside ja veoautode parklad. Puhkealal nähakse ette kiosk või einestamisvõimaluseks lauad ja toolid, sanitaaralale käimla ja prügikastid. Soovitatav on puhkealale paigutada lähiümbruse teedevõrgu ja vaatamisväärtuste kaart.”; 238) määruse lisa punkti 7.5 lõike 3 RJ tunnistatakse kehtetuks; 239) määruse lisa punkti 7.5 täiendatakse lõikega 31 järgmisest sõnastuses: „(31) Maanteedel liiklejaid teenindavad teenindus-, puhke- ja parkimisalad tuleb paigutada nii, et peateega tekiks võimalikult vähe ristmikke. Suurt veoautot või mõnda sõiduautot mahutava puhkeplatsi võib kavandada II–V klassi maanteede äärde avatud taskuna, lähtudes tabelis 7.9 toodud mõõtmetest, tasku laiuseks võetakse 4,5–6,0 m. Suuremad puhkekohad projekteeritakse suletud taskuna. Maantee mõlemal küljel paarikaupa paiknevate puhkekohtade väljasõidulüüsi lõppude vaheks võetakse vähemalt 10 m.”; 240) määruse lisa punkti 7.5 lõike 4 RJ tunnistatakse kehtetuks; 241) määruse lisa punkti 7.5 lõige 5 tunnistatakse kehtetuks; 242) määruse lisa punkti 7.5 lõike 9 RJ tunnistatakse kehtetuks; 243) määruse lisa punkti 7.6 lõike 1 RJ ja lõike 2 RJ tunnistatakse kehtetuks; 244) määruse lisa punkti 7.6 lõige 5 koos RJ-ga ja lõige 6 koos RJ-ga tunnistatakse kehtetuks; 245) määruse lisa punkti 7.6 lõige 10 koos RJ-ga muudetakse ja sõnastatakse järgmiselt: „(10) II ja III klassi maanteedel tuleb kavandada eraldi sisse- ja väljasõiduga mõlemat liiklussuunda teenindav teenindusjaama. IV–VI klassi maanteedel võib kavandada ühise sisse- ja väljasõiduga mõlemat liiklussuunda teenindava teenindusjaama. Ühesuunalise liiklusega maantee ja teenindusjaama vahelise ühendustee laius on üldjuhul 5–7 m, kahesuunalise liiklusega ühendusteel 6–8 m. Eraldi sisse- ja väljasõidu vaheline kaugus on üldjuhul 50–100 m.”; 246) määruse lisa punkti 7.6 lõike 13 RJ tunnistatakse kehtetuks; 247) määruse lisa punkt 7.7 muudetakse ja sõnastatakse järgmiselt: „(1) Kui liiklusest põhjustatud müratase ületab rahvatervise seaduses ja välisõhu kaitse seaduses ning nende alamaktides kehtestatud piirnorme tuleb kaaluda meetmete rakendamist mürataseme alandamiseks normtasemeni. (2) Müratõkkeseina materjali ja konstruktsiooni valikul tuleb lähtuda alandamist vajava mürataseme vahemikust, esteetilistest kaalutlustest ning konkreetsetest tingimustest. Vältida tuleb müra hästi peegeldavate materjalide kasutamisel sellist seina paigutust, mis tõstab oluliselt mürataset teel või tee vastasküljel, kus puudub müratõkkesein, kuid mürataseme tõus on ebasoovitav. Müratõkete kavandamisel tuleb arvestada tema mõju liiklusohutusele, tee korrashoiule, tuleohutusele, heitgaaside kontsentratsioonile ja lumetõrjele. (3) Müravalli maanteepoolse külje kalle on üldjuhul 1:2–1:1,5, vastasküljel lamedam. (4) Müratõkkesein ja -vall ei tohi kujuneda liiklusele täiendava ohu allikaks. Nende paiknemine ristprofiilis peab vastama muudele takistustele esitatud nõuetele.”; 248) määruse lisa punkti 8.1 lõike 1 RJ tunnistatakse kehtetuks; 249) määruse lisa punkti 8.1 lõige 5 koos RJ-ga tunnistatakse kehtetuks; 250) määruse lisa punkti 8.1 lõige 7 muudetakse ja sõnastatakse järgmiselt: „(7) Tehnovõrke omavahelised kujad ja kujad teiste ehitiste ning kõrghaljastusega peavad tagama ohutuse, kõrghaljastuse säilimise ja võimaldama tehnovõrkude hooldust viisil, mis mõjutab teisi ehitisi ja kõrghaljastust minimaalselt. Eeldatakse, et nõuded tehnovõrkude kujadele on täidetud, kui need vastavad standardile EVS 843:2003.”; 251) määruse lisa punkti 8.1 lõiked 8–11 tunnistatakse kehtetuks; 252) määruse lisa punkti 8.2 lõike 1 tekst ja RJ muudetakse ja sõnastatakse järgmiselt: „(1) Maanteega lõikumisel peavad side- ja elektriliini juhtmed olema lõikumiskohas sõiduteest vähemalt tabelis 8.1 toodud kõrgusel. Juhtme vähim kõrgus sõidutee määratakse tuulevaikuses kas kõrgeima õhutemperatuuri juures, arvestamata juhtmete soojenemist elektrivoolust, või juhtmete jäätumise puhul.”; 253) määruse lisa punkti 8.2 lõige 2 muudetakse ja sõnastatakse järgmiselt: „(2) Maanteega lõikumisel peab side- või elektriliini posti või maantee läheduses ükskõik mis otstarbega masti kaugus muldkeha servast olema vähemalt võrdne selle posti või masti kõrgusega. Tuuliku puhul tuleb masti kõrgusele lisada veel ka tiiviku laba pikkus.”; 254) määruse lisa punkti 8.2 lõige 4 muudetakse ja sõnastatakse järgmiselt: „(4) Kitsastes oludes, hoonestatud aladel jne võib side- ja elektriliini poste paigaldada maanteele lähemale, sealjuures peab elektriliini puhul vähim kaugus vastama tabelile 8.11.”; 255) määruse lisa punkti 8.2 lõike 4 järgi lisatakse tabel 8.11 järgmises sõnastuses

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256) määruse lisa punkti 8.3 tabelid 8.2–8.4 tunnistatakse kehtetuks ja punkt 8.3 muudetakse ja sõnastatakse järgmiselt: „(1) Valgustus tuleb ette näha: 1) vajadusel eritasandilisel ristmikul, fooridega reguleeritaval ristmikul ja ringristmikul; 2) tähistatud ülekäigurajal; 3) suure külastajate arvuga puhke- või teeninduskohas; 4) ööpäevaringselt tunnelis; 5) muudel juhtudel, kui see on vajalik tingimuste loomiseks ohutuks liikluseks. (2) Tänavavalgustuse eesmärk on suurendada liiklusohutust. Eeldatakse, et tänavavalgustus vastab nõuetele, see vastab tehnilisele aruandele CEN/TR 13201-1 ja standarditele EVS-EN 13201 Osa 2-4. (3) Mastid tuleb paigutada nii, et liikleja saaks pimedal ajal õige ettekujutuse maanteest ja selle lähiümbrusest, teesihi suunamuutustest, tee tasasusest ja ristmike paiknemisest.”; 257) määruse lisa punkt 8.4 tunnistatakse kehtetuks.

Käesolev määrus jõustub 15. augustil 2014. a.