1517 132ND ST SE 2024-11-21 - Laserfiche WebLink

• Project#: le CHASE ATM DRIVE-THRU SIGNATURE CANOPY REVERENCE 2309129E RE ENGINEERING Murphys Corner Tekin 1515 132nd St SE,Everett,WA 92802 SPREAD FOOTING CALCULATION FOR STEEL BASE PLATE ON CONCRETE FOOTING PARAMETERS: INITIAL REINFORCEMENT: MATERIAL PROPERTIES: L= 4.25 ft Width(perp to sign face) # 5 bars f,' = 2500 psi Concrete Comp.Strength B= 13.5 ft Length(parallel to sign face) db= 0.625 in Bar diameter fy= 60 ksi Rebar Yield Strength H= 30 in Footing Depth Ab= 0.307 in Bar area E= 29000 ksi Modulus of Elasticity Hs= 0 in Depth of soil above CC= 3 in Clear Cover y,= 150 pcf Concrete Specific Weight d= 18 in Member depth Ys= 75 pcf Soil Specific Weight b= 24 in Base Plate depth m= 3 in A= 1 - Lt Wt Agg Factor LOAD PARAMETERS: M„= 12.9 k-ft Moment at grade Ms= 7.767 k-ft Service M(0.6*M„) V„= 1.1 k Shear at grade Vs= 0.63 k Service V(0.6*M„) P„= 1200 lb Axial at grade Ps= 1000 lb Service P(P„/i.2) SOIL PROPERTIES qa= 2000 psf Af= 57.38 ft` Footing Area x 1.33 - If= 86.36 ft- Footing Inertia qa. = 2666 psf ASD ALT LC#7-D+w0.6W ASD LC#7-.6D+0.6W LRFD LC#4-1.2D+W w= 1.3 - MOT= 9.344 k-ft q„,+= 789.5 psf qa' = 2666 psf MR= 28.71 k-ft q„,_= 152.4 psf qs,+= 640.9 psf BEARING: OK OVERTURN: OK slope= -150 lb/ft qs,_= 144 psf UPLIFT: No FLEXURAL CRITICAL SECTION(BOTTOM FLEXURAL REBAR) L'= 1.25 ft t= 0.167 in t= 0.151 in Req'd Steel per ft. 0.007 in2 q„= 602 psf A'= 0.083 in A'= 0.075 in Bar Spacing: 18 in M= 7.668 kip-ft Mn= 113.2 k-in Mn= 102.3 k-in OVERRIDE 11 in = 92.0 k-in cp= 0.9 - cp= 0.9 - Available width: 155.4 in ds= 26.69 in TM„= 101.9 k-in cpM„= 92.04 k-in #Bars 15 - A= 2.669 in D/C: 0.903 - D/C: 1.00 - Balance Ea.End: 4 in cp= 0.9 - A's= 0.064 in` A's= 0.064 in` As= 4.602 in OK As= 0.071 in` A',= 1.808 in` x 1.33 Ac= 2.003 in As,req= 0.085 in- Use(15)-#5 Bars @ 11 in O.C. FLEXURAL CRITICAL SECTION(TOP FLEXURAL REBAR) U= -1.016 ft As= -0.048 in` On= -68.76 k-in M= -5.146 kip-ft A,= -1.344 in2 D/C: 0.898 - TEMP.&SHRINK.CHECK _ -61.75 k-in t= -0.112 in A's= -0.043 in` ds= 26.69 in A'= -0.056 in x 1.33 in' Parallel Area As,req= 8.748 in' A= 2.669 in Mr,= -76.4 k-in As,,eq= -0.057 in' Perp.Area As,req= 2.754 in' cp= 0.9- cp= 0.9 - Max.Moment at grade: 12.9 k-ft +2 columns+min.anchor spacing+2 anchors per group= 2.0 kip Tension Max.Shear at grade: 1.1 kip +2 columns+2 anchors per group= 0.3 kip Shear F1554 ANCHOR ROD(STEEL)CHECK Te= 2.0 kip Rod Tension F,= 58 ksi Ultimate Strength P.= 11.04 kip V,= 6.627 kip V,= 0.3 kip Rod Shear Fy= 36 ksi Yield Strength p= 0.75 - p= 0.75 - d,ed= 0.625 in Rod diameter A,od 0.307 in2 Area of Rod cpP,= 8.283 kip TV,= 4.97 kip GR.: 36 - Rod Grade Z= 0.041 in3 Plastic Section Modulus D/C: 0.247 Oh, D/C: 0.053 Oh 5 of 16