Kinnituse küsimine Kuniga silla ümberehitamise valitud tehnoloogilisele variandile

Reaalprojekt OÜ Töö nimetus Pärnu mnt 463 10916 Tallinn Estonia Tugimaantee 69 Võru - Kuigatsi - Tõrva km 50,029-65,345 tel +372 608 11 00 www.reaalprojekt.ee Pringi - Kuigatsi - Soontaga teelõik [email protected] Tellija Asukoht Maanteeamet Soontaga küla, Tõrva vald, Valga maakond Joonise nimetus Mõõtkava Insener: Peeter Napp Insener: Taavi Lulla Kuninga sild, lõiked. Variant 1 M 1:50 Insener: Projektijuht: Töö nr Staadium Köide; eriosa Joonise nr Uku Audova Fail / Kuupäev: VP17012_PP_EK-6-01_v01_Kuninga_draft2_TL.dwg / 08.08.2018 P17012 PP VE V1  Reaalprojekt OÜ Töö nimetus Pärnu mnt 463 10916 Tallinn Estonia Tugimaantee 69 Võru - Kuigatsi - Tõrva km 50,029-65,345 tel +372 608 11 00 www.reaalprojekt.ee Pringi - Kuigatsi - Soontaga teelõik [email protected] Tellija Asukoht Maanteeamet Soontaga küla, Tõrva vald, Valga maakond Joonise nimetus Mõõtkava Insener: Peeter Napp Insener: Taavi Lulla Kuninga sild, lõiked. Variant 2 M 1:50 Insener: Projektijuht: Töö nr Staadium Köide; eriosa Joonise nr Uku Audova Fail / Kuupäev: VP17012_PP_EK-6-01_v01_Kuninga_draft2_TL.dwg / 08.08.2018 P17012 PP VE V2  Variant 1. Turba väljakaevamine ja asendamine Jrk Maksu- Töö või kulu kirjeldus Ühik Maht Ühiku hind nr mus 1 Ettevalmistustööd 1.1 kasvupinnase koorimine ehitusalalt m2 800 2 1600 1.2 olemasoleva silla lammutamine töö 1 13000 13000 2 Ehitustööd 2.1 ajutiste veetõkketammide rajamine m3 400 20 8000 2.2 ajutise möödavoolutoru paigaldamine töö 1 1000 1000 2.3 veetõrje d 13 300 3900 2.4 ehituskaeviku kaevamine m3 1200 5 6000 ehituskaeviku toestamine sõdurseina abil h=3,1m, l=20m + 2.5 m2 146 h2,1m, L=40m 30 4380 2.6 truubi aluse mulde rajamine juurdetoodavast pinnasest m3 510 20 10200 2.7 killustikust aluspadjandi rajamine m3 22 35 770 2.8 geotekstiil aluspadjandi rajamiseks m2 200 2 400 2.9 liivast toru sängituskiht 5...10cm m3 5 25 125 2.10 terasest lameprofiilse truubi paigaldamine tk 1 14000 14000 2.11 geotekstiil truubi kaitseks m2 120 2 240 2.12 tee mulde rajamine juurdetoodavast pinnasest m3 415 20 8300 2.13 dreenkihi rajamine liivast m3 150 20 3000 2.14 aluskihi rajamine killustikust m3 150 35 5250 toru otsakute ja jõepõhja kindlustamine kivikindlustisega 2.15 m2 70 35 2450 geotekstiilil 2.16 ajutise möödavoolutoru eemaldamine töö 1 200 200 2.17 ajutiste veetõkketammide eemaldamine m3 400 5 2000 3 Maastikukujundus ja heakorrastustööd 3.1 mulde nõlvade haljastamine m2 500 3 1500 3.2 heakorrastustööd tk 1 500 500 kokku: 86815 km: 17363 KÕIK KOKKU: 104178 Variant 2. Tee mulde toestamine puitvaiade ja geosünteetmaterjali abil Jrk Maksu- Töö või kulu kirjeldus Ühik Maht Ühiku hind nr mus 1 Ettevalmistustööd 1.1 kasvupinnase koorimine ehitusalalt m2 800 2 1600 1.2 olemasoleva silla lammutamine töö 1 13000 13000 2 Ehitustööd 2.1 ajutiste veetõkketammide rajamine m3 400 20 8000 2.2 ajutise möödavoolutoru paigaldamine töö 1 1000 1000 2.3 veetõrje d 10 300 3000 2.4 ehituskaeviku kaevamine m3 400 5 2000 2.5 pinnase ettevalmistamine vaiade paigaldamiseks m2 200 5 1000 2.6 vaiade paigaldamine tk 88 150 13200 2.7 aluspinna ettevalmistamine ja geokomposiidi paigaldus m2 450 10 4500 2.8 liivast toru sängituskiht 5...10cm m3 7 25 175 2.9 terasest lameprofiilse truubi paigaldamine tk 1 14000 14000 2.10 geotekstiil truubi kaitseks m2 120 2 240 2.11 tee mulde rajamine juurdetoodavast pinnasest m3 330 20 6600 2.12 dreenkihi rajamine liivast m3 125 20 2500 2.13 aluskihi rajamine killustikust m3 125 35 4375 toru otsakute ja jõepõhja kindlustamine kivikindlustisega 2.14 m2 70 35 2450 geotekstiilil 2.15 ajutise möödavoolutoru eemaldamine töö 1 200 200 2.16 ajutiste veetõkketammide eemaldamine m3 400 5 2000 3 Maastikukujundus ja heakorrastustööd 3.1 mulde nõlvade haljastamine m2 500 3 1500 3.2 heakorrastustööd tk 1 500 500 kokku: 81840 km: 16368 KÕIK KOKKU: 98208  -31486 212524 Lihkepind nr.1 -30341 234767 Lihkepind nr.2 Lihkepind nr.3 -3502 308 Lihkepind nr.4 -67185 225488 Lihkepind nr.5 -3502 -465 Süvend kallakuga 1:1,5 -3502 2571 Kuninga sild rekonstrueeritakse ning silla asemele rajatakse truup. Ala geoloogiline ehitus on keeruline - maantee on ehitatud kuni 4 m paksusele turbakihile, mis on aja jooksul konsolideerunud ning vajunud 1,85…2,05 m ulatuses. Oja säng on aga oli koormamata ning turvas vahetult silla all on tihendamata. Vastavalt pöördarvutusele on tihendamata turba deformatsiooni moodul E=0,13 MPa , millele on iseloomulik turba dreenimata nihketugevus Cu =11…12 kPa . Konsolidatsiooni protsessi käigus on turvas tihenenud ning tema dreenimata nihketugevus võiks kasvata kuni Cu =15 kPa . Truubi rajamisel vajub uus rajatis ebaühtlaselt kohtades, kus turvas on konsolideeriamta . Vajumid ulatuvad kuni 1,7 meetrini ning see protsess kestab intensiivselt kuni 0,5…1 aasta ( Cv =10 m2/aasta). Edaspidi vajumid aeglustuvad, kuid ei lõpe. Üks võimalus vältida ebaühtlaseid deformatsioone on eemaldada turvas ning asendada mineraal pinnasega. Selleks rajatava süvendi sügavus on 4,6 m ning käesoleva töö käigus kontrolliti süvendi seinte stabiilsus kahe kallakuse juures 1:1,5 ja 1:2. Mõlema kallakuse puhul stabiilsus pole tagatud ja püsivustegur on ühele lähedane. Lihkepinna parameetrid Püsivustegur Kalle 1:1 . 5 Kalle 1: 2 nr X Y R Cu =11kPa Cu =15kPa Cu =11kPa Cu =15kPa 1 16.89 15.33 10.58 1.15 1.32 1.60 1.8 2 17.07 13.04 7.91 0.88 1.13 1.14 1.4 3 15.74 13.64 8.24 1.05 1.3 0 1.74 2 . 2 4 15.37 11.77 6.57 1.1 0 1.4 0 2 . 28 3 . 0 5 16 . 64 21 . 59 16 . 48 1 . 04 1 . 30 1 . 14 1.4 Üks võimalus test lihkeprotsesside takistamiseks on sulundseina rajamine. Esialgsel hinnangul sulundseina elementide pikkus peab olema ca 8 m ning võib koosneda näiteks profiilist GU6N. Soodsam on rajada nn „sõdurseina“, kus H talad suvitatakse ca 1 m sammuga ning nende vahed täidetakse puitprussidega. Project: KuniQga bridge Piled embankment with basal reinforcement Project-No.: 2011628 -1E-SAR Engineer: Dr.- Eng. Adham Sarhan. Phone: +49 2542 / 701-303 E-Mail: [email protected] Responsable: i.A. Dr.-Eng. A. Sarhan i.A. J. Jaramillo M.Sc Engineering Department Engineering Department Gescher, Date 10.08.2018 Legal advice / Disclaimer: The present application concept has been prepared for you individually and compiled on a confidential basis. It serves only as an illustration and does not represent a detailed plan. Use of the concept without the express written consent of HUESKER Synthetic GmbH is not permitted. All statements in the concept apply only to the system described here, including the geometry, loads, soils, suggested geosynthetic materials, etc. with all their specific values, and the construction phases, the duration of load and the duration of operation. Deviations may put safety and/or the suitability for use at risk and must be agreed with the authors. Otherwise liability for any damage is excluded. HUESKER Synthetic GmbH holds the proprietary rights and copyright for this application concept. It may not be duplicated or made accessible to third parties in whole or in the form of extracts without the express written consent of HUESKER Synthetic GmbH.  Kuninga bridge project no.: 2011628-1E-SAR Point bearing elements: Rectangular arrangement Date: 09.08.2018 Number of geosynth. layers: 2 Engineer: A. Sarhan Type of geosynthetic: Fortrac T Material: 1 Name of project: Kuniga bridge (2011628-2E-SAR), /g,*(%% Design acc. to DIN EN 1997-1 and DIN 1054:2010-2012 as well as EBGEO (2010) 1.) Input data Geosynthetics Service life: Time: 114 yrs Case: 7 Assumed strain: x = longitudinal to embankment axis y = crosswise to embankment axis Permanent action: x,G,assumed 3,18 [%] y,G,assumed= 2,64 [%] Permanent and variable action: x,G+Q,assumed= 4,00 [%] y,G+Q,assumed= 3,38 [%] Degree of utilization Permanent action: Bx= 21,75 [%] By= 17,84 [%] Permanent and variable action: Bx= 28,52 [%] By= 23,30 [%] Axial stiffness: x = longitudinal to embankment axis y = crosswise to embankment axis Permanent action: EAx= 2048,83 [kN/m] EAy= 2697,93 [kN/m] Permanent and variable action: EAx= 2140,47 [kN/m] EAy= 2755,55 [kN/m] Ultimate tensile strength: Fk0,x= 300 [kN/m] Fk0,y= 400 [kN/m] Height above top of piles: z= 0,15 [m] Define: Rectangular arrangement = 1, Piles Triangular arrangement = 2 1 calculation performed for rectang. pattern Bearing element axis centre: sx= 1,5 [m] sy= 1,4 [m] Diameter: circular equivalent d=dErs. 0,50 [m] rectangular bx= 0,44 [m] by= 0,44 [m] Embankment fill Weight density: k= 18 [kN/m3] Angle of internal friction: ´k= 35 [°] Height of embankment: h= 2,2 [m] Coefficient of earth pressure: kagh= 0,271 [-] Soft soil case 1: Loss of bedding (counter pressure) Thickness Stiffness modulus Layer 1 tw1= 2,75 [m] Esw1= 130 [kN/m2] Layer 2 tw2= 0,6 [m] Esw2= 400 [kN/m2] Layer 3 tw3= 0 [m] Esw3= 15000 [kN/m2] Layer 4 tw4= 0 [m] Esw4= 3500 [kN/m2] Loading Permanent action pG,k= 6,25 [kN/m2] (additional to embankment) add. load on level of Variable action pQ,k= 20 [kN/m2] geosynthetic 0 next page... 2 von 9  Kuninga bridge project no.: 2011628-1E-SAR 2a.) Vertical Stress z0 2b.) Vertical Stress zs Stresses on soft soil Stresses on pile caps 2 Permanent action z0,G,K= 21,451 [kN/m ] zs,G,K= 282,402 2 Permanent and variable action z0,G+Q,K= 30,808 [kN/m ] zs,G+Q,K= 405,588 3.) Membrane tensile strength Ek Actions Fk x = longitudinal to embankment axis y = crosswise to embankment axis Lwx= 1,057 [m] Lwy= 0,957 [m] ALx= 0,956 [m2] ALy= 0,948 [m2] Fx,G,k= 20,510 [kN] Fy,G,k= 20,325 [kN] Fx,G+Q,k= 29,457 [kN] Fy,G+Q,k= 29,191 [kN] Evaluation of reinforcement strains x = longitudinal to embankment axis y = crosswise to embankment axis Area  Area  Strain permanent action Area C 3,184 [%] Area C 2,644 [%] Strain permanent and var. action Area C 3,998 [%] Area C 3,383 [%] Membrane forces x = longitudinal to embankment axis y = crosswise to embankment axis Permanent action EG,k,x= 65,24 [kN/m] EG,k,y= 71,34 [kN/m] Permanent and variable action EG+Q,k,x= 85,57 [kN/m] EG+Q,k,y= 93,21 [kN/m] Spreading force Define: Yes= 1, No=2 1 x = longitudinal to embankment axis y = crosswise to embankment axis Permanent action ---- EG,k,y= 13,72 [kN/m] Permanent and variable action ---- EG+Q,k,y= 24,83 [kN/m] Total required geogrid design strength x = longitudinal to embankment axis y = crosswise to embankment axis Permanent action EG,k,x= 65,24 [kN/m] EG,k,y= 85,06 [kN/m] Permanent and variable action EG+Q,k,x= 85,57 [kN/m] EG+Q,k,y= 118,04 [kN/m] next page... 3 von 9  Kuninga bridge project no.: 2011628-1E-SAR 4.) Verification Ed < Rd Design acc. to DIN EN 1997-1 and DIN 1054:2010-2012 as well as EBGEO (2010) Actions Partial safety factors for actions (DIN 1054:2010-2012) GEO 2 BS-P BS-T BS-A or BS-E permanent G 1,35 1,20 1,00 variable Q 1,50 1,30 1,00 Design strength of geosynthetic reinforcement Permanent action x = longitudinal to embankment axis y = crosswise to embankment axis BS-P Ex,d= 88,08 [kN/m] Ey,d= 114,84 [kN/m] BS-T Ex,d= 78,29 [kN/m] Ey,d= 102,08 [kN/m] BS-A or BS-E Ex,d= 65,24 [kN/m] Ey,d= 85,06 [kN/m] Permanent and variable actions x = longitudinal to embankment axis y = crosswise to embankment axis BS-P Ex,d= 118,58 [kN/m] Ey,d= 164,30 [kN/m] BS-T Ex,d= 104,72 [kN/m] Ey,d= 144,95 [kN/m] BS-A or BS-E Ex,d= 85,57 [kN/m] Ey,d= 118,04 [kN/m] Resistance Partial safety factors for resistance (DIN 1054:2010-2012) GEO 2 BS-P BS-T BS-A or BS-E Material M 1,40 1,30 1,20 Factor for adaptation acc. to EBGEO 2010 Factor M 0,90 Factors of reduction for geosynthetics x - Direction y - Direction A1 1,52 1,52 Creep A2 1,02 1,02 Installation damage A3 1,00 1,00 Overlap A4 1,03 1,03 Chemical resistance A5 1,00 1,00 Dynamic actions Design values of resistance x = longitudinal to embankment axis y = crosswise to embankment axis BS-P Rx,B,d= 149,10 [kN/m] Ry,B,d= 198,80 [kN/m] BS-T Rx,B,d= 160,57 [kN/m] Ry,B,d= 214,09 [kN/m] BS-A or BS-E Rx,B,d= 173,95 [kN/m] Ry,B,d= 231,93 [kN/m] Verification for permanent and variable actions Degree of utilization Degree of utilization   BS-P OK 0,795 OK 0,826 BS-T OK 0,652 OK 0,677 BS-A or BS-E OK 0,492 OK 0,509 Pile resistance on level of pile caps Without bedding With bedding On the "safe side" Exact Zone of influence AE [m²] 2,10 Fs,G,K= 96,29 Fs,G,K= 55,45 [kN] Support surface AS [m²] 0,20 Fs,G+Q,K= 138,29 Fs,G+Q,K= 79,64 [kN] Load redistrib. factor EL 0,67 Means that 67% of the dead load of the embankment is transmitted to the bearing elements. 4 von 9  Kuninga bridge project no.: 2011628-1E-SAR Point bearing elements: Rectangular arrangement Date: 09.08.2018 Number of geosynth. layers: 2 Engineer: A. Sarhan Type of geosynthetic: Fortrac T Material: 1 Name of project: Kuniga bridge (2011628-2E-SAR), /g,*($$ Design acc. to DIN EN 1997-1 and DIN 1054:2010-2012 as well as EBGEO (2010) 1.) Input data Geosynthetics Service life: Time: 114 yrs Case: 7 Assumed strain: x = longitudinal to embankment axis y = crosswise to embankment axis Permanent action: x,G,assumed 3,18 [%] y,G,assumed= 3,19 [%] Permanent and variable action: x,G+Q,assumed= 4,00 [%] y,G+Q,assumed= 4,00 [%] Degree of utilization Permanent action: Bx= 21,75 [%] By= 21,81 [%] Permanent and variable action: Bx= 28,52 [%] By= 28,56 [%] Axial stiffness: x = longitudinal to embankment axis y = crosswise to embankment axis Permanent action: EAx= 2048,83 [kN/m] EAy= 2049,51 [kN/m] Permanent and variable action: EAx= 2140,47 [kN/m] EAy= 2141,06 [kN/m] Ultimate tensile strength: Fk0,x= 300 [kN/m] Fk0,y= 300 [kN/m] Height above top of piles: z= 0,15 [m] Define: Rectangular arrangement = 1, Piles Triangular arrangement = 2 1 calculation performed for rectang. pattern Bearing element axis centre: sx= 1,5 [m] sy= 1,4 [m] Diameter: circular equivalent d=dErs. 0,50 [m] rectangular bx= 0,44 [m] by= 0,44 [m] Embankment fill Weight density: k= 18 [kN/m3] Angle of internal friction: ´k= 35 [°] Height of embankment: h= 2,2 [m] Coefficient of earth pressure: kagh= 0,271 [-] Soft soil case 1: Loss of bedding (counter pressure) Thickness Stiffness modulus Layer 1 tw1= 2,75 [m] Esw1= 130 [kN/m2] Layer 2 tw2= 0,6 [m] Esw2= 400 [kN/m2] Layer 3 tw3= 0 [m] Esw3= 15000 [kN/m2] Layer 4 tw4= 0 [m] Esw4= 3500 [kN/m2] Loading Permanent action pG,k= 6,25 [kN/m2] (additional to embankment) add. load on level of Variable action pQ,k= 20 [kN/m2] geosynthetic 0 next page... 5 von 9  Kuninga bridge project no.: 2011628-1E-SAR 2a.) Vertical Stress z0 2b.) Vertical Stress zs Stresses on soft soil Stresses on pile caps 2 Permanent action z0,G,K= 21,451 [kN/m ] zs,G,K= 282,402 2 Permanent and variable action z0,G+Q,K= 30,808 [kN/m ] zs,G+Q,K= 405,588 3.) Membrane tensile strength Ek Actions Fk x = longitudinal to embankment axis y = crosswise to embankment axis Lwx= 1,057 [m] Lwy= 0,957 [m] ALx= 0,956 [m2] ALy= 0,948 [m2] Fx,G,k= 20,510 [kN] Fy,G,k= 20,325 [kN] Fx,G+Q,k= 29,457 [kN] Fy,G+Q,k= 29,191 [kN] Evaluation of reinforcement strains x = longitudinal to embankment axis y = crosswise to embankment axis Area  Area  Strain permanent action Area C 3,184 [%] Area C 3,193 [%] Strain permanent and var. action Area C 3,998 [%] Area C 4,002 [%] Membrane forces x = longitudinal to embankment axis y = crosswise to embankment axis Permanent action EG,k,x= 65,24 [kN/m] EG,k,y= 65,43 [kN/m] Permanent and variable action EG+Q,k,x= 85,57 [kN/m] EG+Q,k,y= 85,68 [kN/m] Spreading force Define: Yes= 1, No=2 2 x = longitudinal to embankment axis y = crosswise to embankment axis Permanent action ---- EG,k,y= 0,00 [kN/m] Permanent and variable action ---- EG+Q,k,y= 0,00 [kN/m] Total required geogrid design strength x = longitudinal to embankment axis y = crosswise to embankment axis Permanent action EG,k,x= 65,24 [kN/m] EG,k,y= 65,43 [kN/m] Permanent and variable action EG+Q,k,x= 85,57 [kN/m] EG+Q,k,y= 85,68 [kN/m] next page... 6 von 9  Kuninga bridge project no.: 2011628-1E-SAR 4.) Verification Ed < Rd Design acc. to DIN EN 1997-1 and DIN 1054:2010-2012 as well as EBGEO (2010) Actions Partial safety factors for actions (DIN 1054:2010-2012) GEO 2 BS-P BS-T BS-A or BS-E permanent G 1,35 1,20 1,00 variable Q 1,50 1,30 1,00 Design strength of geosynthetic reinforcement Permanent action x = longitudinal to embankment axis y = crosswise to embankment axis BS-P Ex,d= 88,08 [kN/m] Ey,d= 88,34 [kN/m] BS-T Ex,d= 78,29 [kN/m] Ey,d= 78,52 [kN/m] BS-A or BS-E Ex,d= 65,24 [kN/m] Ey,d= 65,43 [kN/m] Permanent and variable actions x = longitudinal to embankment axis y = crosswise to embankment axis BS-P Ex,d= 118,58 [kN/m] Ey,d= 118,71 [kN/m] BS-T Ex,d= 104,72 [kN/m] Ey,d= 104,84 [kN/m] BS-A or BS-E Ex,d= 85,57 [kN/m] Ey,d= 85,68 [kN/m] Resistance Partial safety factors for resistance (DIN 1054:2010-2012) GEO 2 BS-P BS-T BS-A or BS-E Material M 1,40 1,30 1,20 Factor for adaptation acc. to EBGEO 2010 Factor M 0,90 Factors of reduction for geosynthetics x - Direction y - Direction A1 1,52 1,52 Creep A2 1,02 1,02 Installation damage A3 1,00 1,00 Overlap A4 1,03 1,03 Chemical resistance A5 1,00 1,00 Dynamic actions Design values of resistance x = longitudinal to embankment axis y = crosswise to embankment axis BS-P Rx,B,d= 149,10 [kN/m] Ry,B,d= 149,10 [kN/m] BS-T Rx,B,d= 160,57 [kN/m] Ry,B,d= 160,57 [kN/m] BS-A or BS-E Rx,B,d= 173,95 [kN/m] Ry,B,d= 173,95 [kN/m] Verification for permanent and variable actions Degree of utilization Degree of utilization   BS-P OK 0,795 OK 0,796 BS-T OK 0,652 OK 0,653 BS-A or BS-E OK 0,492 OK 0,493 Pile resistance on level of pile caps Without bedding With bedding On the "safe side" Exact Zone of influence AE [m²] 2,10 Fs,G,K= 96,29 Fs,G,K= 55,45 [kN] Support surface AS [m²] 0,20 Fs,G+Q,K= 138,29 Fs,G+Q,K= 79,64 [kN] Load redistrib. factor EL 0,67 Means that 67% of the dead load of the embankment is transmitted to the bearing elements. 7 von 9  Kuninga bridge Project no.:2011628-1E-SAR The lower reinforcement layer is Fortrac R 400‐50‐30 T (has to be wrapped around in the transverse direction). The upper reinforcement layer is Fortrac R 300‐50‐30 T in the longitudinal direction. The adjacent reinforcement layers have to 50 cm overlapped above the pile plate. The applied load on the pile is 138.29 kN. It is assumed, that a pile cap (reinforced concrete) with a diameter of 50 cm is installed on top of each pile to avoid deformation deformation due to punching. Figure 1: section LÖIGE B-B with required reinforcement and the anchorage lengths  Kuninga bridge project no.: 2011628-1E-SAR Nachweis der Verankerungslänge (Rückumschlag) Reibungswinkel des Füllmaterials: φ  35Grad [°] Bodenwichte: γk  18 [kN/m³] Länge Rückumschlag: Lai  5.6 [m] Verbundbeiwert: μ  0.7 [-] Böschungs bzw. Wandneigung: α  33Grad [°] Teilsicherheitsbeiwert für Herausziehen γB  1.4 [-] Zu führender Nachweis: R Bi,d bzw. R Ai,d > Erddruck (Spreizspannung in Dammbasis) mit R Bi,d: Bemessungswert der Langzeitzugfestigkeit des Geokunststoffs in der i-ten Bewehrungslage R Ai,d: Bemessungswert der gesamten über Reibung oder als Anschlusskraft zur Verfügung gestellten Herausziehwiderstandskraft Höhenlage des Rückumschlags h  2.2  0.15  0.3[m] (unter Dammkrone): Fläche über Rückumschlag zur L  ai Ermittlung der Auflastspannung: A   f ( x) dx  7.442 [m²]  0 Fläche über Rückumschlag Lai Lai 4 2 Ebene und Länge Rückumschlag (m) 0 2 4 6 Nachweis: 1 RAid  A  γk  2 μ  tan ( φ)   93.798 kN/m γB EG+Q,k,y = 93.1 kN/m (Horizontaler Erddruck aus Spreizen für QP 0+585) 9 von 9