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i <br /> Idownward ;it I� ro '_i dearces bclo��� thc horizontai. Corrosion protectio � will not be required Cor the <br /> tcmpuraiy ticbacks. <br /> ( Centraliurs shuulcl be used tu keep the tieback in the centcr of the hole during groutin�t. Structural erout <br /> or concrete should bc used to �ill the bund r.onc uf the ticbacks. The no-load 'r.one ol the ticback should <br /> ( be �ill�d with a nun-cohesive materi:d such as sand slurry unless a bond brcaker, such as plastic sheathing, <br /> � is placed around the portion of the tieback located ��ithin the no-load wne. <br /> � Loose soil and sloueh shoidd be removeJ from the hole> drilled for tieback anchors prior to installine �hr <br /> ti�back. �hc contractur shuuld takc r.cceisary precauUons to minimiz� loss of ground and prc�cnt <br /> disturbance to pre��iousl}� inst:illcd anchors and ezisting improvcments in thc site vicinih�. Floles drili,:�J <br /> � fur tiabacks should bc groutcd/tillcd promptly to rcduce tlic potential for loss of!sround. <br /> We recommend [ha[ ,pacim, bet�ccen ticbacks be at lenst 3 times die anchor hole diameter to minimn� <br /> � c;oup interaction. �Ve recommend ;i preliminary design adhesion value benceen the anehor and suil ut <br /> 2.0 ksf for glacial till. I.� ksf for all uthcr n�tivc soils and 1.0 ksf for lill suils. 1li!�her adhcsion valuc, <br /> may be devclopcd depcnding un the anchor installation techniyue. The contractor s'hould be given lhc <br /> I opportunity to usc hi2hcr adhesion v�iluc� b} conductine perlbrmancc tests prior to Ihe start of thc <br /> productiun ticbacks anchors. <br /> 1'he ticbxk anchurs should be performance and proof tested to confirm that the ticbacks ha�c adeyuat< <br /> I � pullout capacity. "fhc pullout resistancc of ticbacks should bc dcsiencd using a factor of s;�fctc of?. Thc <br /> pullout resisiance shuuld bc verilicd by camplcting at Ieast t�co successful �critication tests in �ach soil <br /> type and a minimum of four total tests for the project. Gach [ieback should be proof tested [0 130 percent <br /> � of the design loud. Veritiauion and prouf tests sliould he completed as describcd in Appendis C, Ground <br /> Anchor Luad 'fcsts mid Shonng �lonitoring Prugram. <br /> � I�he ticback la�ou� .md i!iclinatiun shuuld be checked t�, continn Ihat the titbacks do not intcr�crc ��id� <br /> adjacent buried utilitics and othcr c�isting improvcments. Suf�icient minimum clearance behvccn ground <br /> anchers ,md c�istin, utiliti�s should bc maintained (q pically 3 Icetj. <br /> jDrainage. A sui[able drainagc sys[em slwuld be installed [o prevent th� buildup of h}'drust:uic <br /> �,roundwatcr pressures bchind thc soldicr pile and la�gine ��:ill. It ma� be necessary ro cut wcep holc, <br />' � through [hc laeginc in �sct arc:u. Sccp.icc Ilo�c, ut thc bouom of thc cxct�c;uinn should bc cuntained :m�l <br /> controllcJ. Draina��c shuuld bc pro�i�lr�l fnr pciin,m�nt hcln�� �!r:idc ��:�Il; ;u dcxribcd in a follo�cin, <br /> section "Below Grude 11'alls. <br /> � Constriretion Considrr:�tions. I�cn��,�,rnr� c;i;in� �,r Jrilline iluid m;n bc rcyuirc�l to install thc ;oldier <br /> piles ;md pussibl� the tichacks ��hcrr: <br />'� � . Thr native suils do not h:icr adcqu:u� cenicntation or c��he,ion tu pre�cnt ca��im� or ra��elin�. <br /> and/or. <br /> . AVl�crc perched eround���.ucr is pre�ent. <br /> � Cicol.m�inccr; ;huulJ ob,cn�c ;m� documcnt ih� in:t:ill:uion :md tcsting of thc shoring ro verif�� <br /> ennt��i�nuncr ��iii� ih�• J�:i_n :usutnpuun; anil r�cummcnd:uiun;. <br /> � <br />� � <br /> I <br /> � <br /> 1 hd,��„ ln'i.i-u�l�-uu __ ��_�� Pn�C lI GEOENGINEEHS� <br /> .lu��:�,t 6i. _n06 <br />