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i <br /> l � <br /> .� i Rug` 31 04 08: 21p� Peter Eskuche 9525443844 p. 3 <br /> � <br /> ' � I <br /> r <br /> r � . <br /> " � � Foatinq Desiqn(AISC 9th Ed ASD 1 Ver:6.00.63 �C ��� <br /> ' Bv:Peter Eskuche.Eskuche Creative Group on:08-31-2004:8:57:38 PM � <br /> ProiecC Van Slooten Bid S@t Location:Typicai Foundation Wall Secti�n <br /> , Summary: <br /> Footinq S¢e:24:0 IN Wide x 8.0 IN Deeo Continuous Footing With 10.0 IN Thick x 108.Q IN Tall Stemwall <br /> Lonaitudinal Reiroforcement:(2)Continuous�4 Bars <br /> � Transverse Rein(orcemenL•�4 Bars @ 12.40!N.O.C.(unnecessary) <br /> Footing Loads: '-= <br /> " ` Live Load: ! PL= 1400 PLF <br /> '. De�Load: � PD= 855 PLF <br /> ; Stemwel)Load: ; SD= i125 PLF <br /> Total Load: PT= 3380 PCF <br /> i } Ultimate Faclored Load: Pu= 5152 PLF <br /> ? Load Calculaior <br /> ' i Roof Live Load: ! RI� 40.0 PSF <br /> Roof Dead Loadi Rdh- 17.0 PSF <br /> : 1 Roof Tributarv Width: Rhr- 15.0 FT <br /> ! Second Floor Livp Load: 2FII= 4p.0 PSF <br /> t Second Floor Dead Load: 2Fd1= 20.0 PSF <br /> SecondFloorTn'butaryWidtfi: 2Ftw= 10.d F7 <br /> ° First Floor Live�- iFll= 40.0 PSF <br /> ! ` First Floor Dead aad: 1Pdh- 20.0 PSF <br /> � First Floor Tribu, ry Width: 1 Ftw= 10.0 FT <br /> Wall Heiaht: � Wh= 20.0 F7 <br /> � ! Wall Dead Weig�t: Wdw= 10.0 PSF <br /> ! Footing Pronerties: �Bjp <br /> A1lowable Sal Searinq Pressure: Qs= 300U PSF� <br /> ' ? Conc.�ete Compressive Strenqlh: F'c= 30Q0 PSI <br /> Reinforcino Stee�Yield Strenqth: F�r 40000 PSl <br /> Concrete Reinfoycerrterrt Comer: � c= 3.00 IN <br /> SoilOverburden'�eiahf: Soi1H= 8.5 FT <br /> Soil Overburden Weight: � SoiIW= 120.00 PCF <br /> Footing S¢e: <br /> Width: W= 24.0 1N 512r' <br /> DeDth: Depth= 8.00 IN <br /> Effective Depth Uo Top Layer of Steel: d= 4.25 IN <br /> Stemwall Size: <br /> Wldth: W= 10.0 IN <br /> liefaht: Heiqht= 108.U0 tN <br /> ; Slemwall Weigh�: Stem-Weight= 150 PCF <br /> a Beariog Calculations: ; <br /> Repuired Footinq Width: Wreq= 17.6 in <br /> � UHimate Bearino Pressure: Qu= 1690 PSF <br /> � � Eifectiv�eAUowa�le Sa!Bearino Pressure: , Qe= 2305 PSF * <br /> � Beam Shear Cafculations(Qne Way Shear): <br /> � Beam Shear. Vu'1= 590 LB <br /> , Atlowable Beam�hear: vc'1= 4749 LB <br /> i � Bending Calculations(Tra verse): <br /> Factored Mom� Mu= 5259 IN-LB <br /> F Nominal Momen Strenath: Mn= 28509 IN-LB <br /> Reinforcement Cakulatlon'(Transv�erse}: <br /> ; Concrete ComD�ssive Block Deoth: a= 0.25 IN <br /> Steel Reouired Based on Momerrt As(1)= 0.03 IN2 <br /> �' � Minimum Code Required Reinforcement(Shrinkagelfemperature ACI-10.5.4): As(2)= 0.19 IN2 <br /> ; Cantrollinq Reinforcinq Steel: As read= 0.19 IN2 <br /> Selected Reinforj�ement: #4 Bars Q 12.00 IN.O.C. <br /> ` Reinforcement Area Provided: As= 0_20 IN2lFT <br /> r Development Lenqfh Calcu�atians: <br /> � Development Leiiaih Reauired: Ld= 8J6 IN <br /> Development Lenqth Provided: Ld-prov= 4.00 1N <br /> Note:Pfain concFete adeCuate for bending,theretore adequate development length not required. <br /> Reinforcement Caicuiations,'(Lonaitudinap: <br /> Minimum Cade Reau'ued Reinforcement(ShrinkagefTemperature ACI-10.5.4): As(2)= 0.38 IN2 <br /> k Setected Reinforcement: (2)Continuous�4 Bars <br /> i <br /> ReinforcementAreaProvided: As= 0.39 IN2 <br /> � � <br /> � � <br /> ' � : <br /> � , <br /> � � „r <br /> 0 <br /> 1 � <br /> I <br /> 1 I <br /> � I <br /> j I <br /> i <br /> I <br /> i <br /> � I <br />