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0 15 of 40 <br /> PROJECT NO. SHEET NO. <br /> /10•00"." S200803-3 SSK-04 <br /> 14TO* <br /> — -% PROJECT 2126 Rucker Ave, Everett, WA 98201 <br /> LONGITUDE <br /> SUBJECT <br /> installation Detail - Ideal Helical Pile <br /> ONE TWENTY° 11/16/2020 <br /> ENGINEERING&DESIGN BY DATE <br /> II i II II <br /> igl W <br /> 0 <br /> 4ca_10 <br /> 4 <br /> WOOD POST PER PLAN <br /> !� [NOTE 4] <br /> (4) #4 VERTS, _ SIMPSON CB66 <br /> (1) @ EA CORNER POST BASE [NOTE 2] <br /> ° 1'-6" SQ x 1'-2" DP <br /> (E) CONC CONC PILE CAP [NOTE 1] <br /> SLAB-ON-GRADE W c) <br /> T/CONC SOG= k_ <br /> \ I w \� FIELD VERIFY <br /> mm 1— z_ <br /> 11=_IIII—II �II II - IIII—IIII=IIII g— -f <br /> IIII=1111,111111_ I I 1 1— III�I11_!III`r111i co <br /> =IIII=IIIIIIII ;o; IIIt=IIII�IIII=Ili' <br /> Et'111=i111=IIII -, ,,' I_=A�g�'III <br /> U IIII=IIII— <br /> we : : IIII_11 1111= <br /> -1111_1 111= 11_y 1 \ <br /> IIII= IIII_ II=IIII II'' <br /> -IIII tu, <br /> II— _dill- <br /> ' EIV=IIII IDEAL HELICAL PILE & NEW <br /> (2)#4 HORS_ •'f_IIi1= <br /> TOP&BOTTOM =1i11 '\' CONSTRUCTION BRACKET PER <br /> EA WA`( , 1,16„ / R&R FOUNDATION SPECIALIST <br /> TO CONFORM TO ESR-3750 <br /> NOTES: <br /> 1. CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF fc = 2,500PSI. <br /> 2. COLUMN FASTENER QUANTITY AND SIZE PER SIMPSON STRONG-TIE. <br /> 3. MINIMUM COLUMN BASE EMBEDMENT DEPTH PER ESR-3050. <br /> 4. WOOD MEMBERS MUST BE EITHER SAWN OR ENGINEERED LUMBER RECOGNIZED <br /> IN AN ICC-ES EVALUATION REPORT. <br /> It should be noted that detail size specified here is smaller than that called for in ESR-3750. This ESR report <br /> is created for an application which is utilizing 100% of the helical pile and concrete footing abutment capacity. <br /> Our application, as seen in the structural package, illustrates a condition with an isolated post-load and <br /> post-base connection to an isolated pile supported concrete footing (CIP) where a vertical demand anticipated <br /> to be no more than 50% of the helical pile capacity (per ESR report). Additionally, in our application it is <br /> assumed that no rotational moment at the base of each column is resisted by the pile, footing, nor by the <br /> column base, hence the footing size utilized in this "lighter" application may be reduced to the size depicted in <br /> the structural detail. <br /> L120 ENGINEERING&DESIGN <br />