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SWctural Design Assoclates, Inc. <br />2210 FlewiK Ave, SeiFte 104 <br />Everett, WA 98207 <br />ZC <br />Title : Job A <br />psynr: Oafo: f0:15AM, 11 APR OS <br />Ducriptlon : <br />Scape: <br />Code Ret Aq S t&02, 1997 UBC, 2W3 18Q 2003 NFPA W W <br />Cantilevered Retaining Wall Design <br />� Criteria � <br />��� <br />ReteinedHeipM ' 14.00ft <br />Wall height ebove soil = 0.50 R <br />Sbpe Bahind Wsli = 0.00: 7 <br />Helpht of Soll over Toe • O.00 in <br />souoansny - >>o.or�vc� <br />Wind on Slem = 0.1) psf <br />j Axial �oad Applied to Stem� <br />i Desiqn Summary m� <br />Total Bearing Loed = 10,793 Ms <br />...resultant e,:c. = 2.60 in <br />Soil Ressure � Toe = 1,907 paf OK <br />Soil Pressure � Heel = 7,287 pst OK <br />q��,ay� 2,000 ps( <br />Soil Pressure Less Than Allowable <br />ACI Faclor^d � Toe = 2,114 nsf <br />ACI Fadored � Heal = 1,43t psf <br />FootinySheer�?ce = 37.7psi OK <br />Footing S�ear � Heel = BfL7 psi OK <br />Atlowable = 8!i.0 psl <br />WaH Sfablllq Ratlos <br />Overtuming a 2.45 OK <br />Slid'ng = bUA <br />Sllding Caics Slab Resists All Slitling I <br />Laterel Sliding Forte = A,069.8 Ibs <br />� Footing Design Results <br />Toe Heel <br />Fadored Pressure = 2.714 1,431 psf <br />Mu' : Upward = tt,227 0 R-fi <br />tdu': DownwaM = 1,608 75,530 ftaF <br />Mu: Design = 10,619 15,530II-1! <br />Adual 1-Way Shear = 31.74 69.73 psi <br />allow i-Way Sllear = 85.00 95.00 psi <br />Toe RefnforGng = None Spec'd <br />Heel Reinforcing = None Spec'd <br />Key Reinforcing = None Spec'd <br />Soil DaW � <br />Ailow So18e�ring = 2,000.0 paf <br />EquNafent Fiaid Presswe Method <br />Hee! l4� Pre�ure = 35.0 psl/f! <br />TosAdlmPmssura � 35.OpsfRt <br />PauNe Proseuro = 250.0 psflR <br />Weter haigM wer hxl = 0.0 R- <br />Foolinp��Soil Fnctior. <br />Soil hei�ht to ipnore <br />fcr pa�.five preasurc <br />= 0.300 <br />= 0.00 in <br />p� } <br />� Footing Strengths & Dimensfons f <br />fc a 2.500 psi Fy = 40,000 pN <br />fufm. As % = O.00i4 <br />Toa Width <br />F#eel V1Rdtl' <br />TdN Foof'vg Widtt� <br />Footinp rnk/cr�es� <br />KeY wdN <br />�Y� <br />Key D�tance from Toa <br />Cover � Top = 3.00 In <br />= 3.50 rt <br />= 9.25 <br />_ -�;75 <br />= 15.00tin <br />= J.00fn <br />= 0.00 M <br />- �.OUR <br />� � BVn.= 3.D0 In <br />Axial Dead Load = 500.0 Rn Aziat Load Eaentricity = 0.0 In <br />Azial Live Load = 1,ODU.O Ibs <br />� Stem Constru^tion � T�L�^ <br />Stdm OK <br />DestpnhNpht R= 0.00 . <br />Wall Maierial Above "HP = Concrete <br />Thidcnesa � 12.00 <br />RabarSize = A 6 <br />ftebarSpadng = 7.00 <br />ReDar Plaoed at = Edge <br />Deslpn Deb <br />fhlFB + tylFi � 0.i/6 <br />Totnf Fora � SeGion Ihs= 5,831.0 <br />MomeM....Adual R�'= 27.211.3 <br />Momerrt.....Albwabb = 29,648.9 <br />S�ear....Actual pal= 50.5 <br />Shear.....Allowable psi= 85.0 <br />BarDereiopABOVE}1t. ln= 28.OB- <br />Bar LaplHook BELOVJ Ht. �n= i 1.�5 <br />WaA WeigM = 745.0 <br />RebarDepth 'd' in= 9.63 <br />Rfasonry Dah <br />hn psi= <br />Fs psi= <br />Solid Grouting = <br />Speciaf fnspeGion = <br />Modular RaGo'n' _ <br />Short Tartn Fet(Of = <br />EquN. Solid Thfck. _ <br />Masonry Block Type = Nortnal Waipht <br />Concrete DaG <br />fc ps'i= 2,50U.0 <br />Fy psi= 60,000.0 <br />OtMr AcceptaWe Shas 6 Spadript <br />Toe: #4� 5.75 in, #SLID 9.00 (n, #6� 72.75 in, A7� 17.25 fn, #8� 22.75 in, #9� 28. <br />Heel: �4Q 4.00 in, #5� 625 in, A6� 8.75-in,1F7� 7175 in, t8� 15.50 in, A�9� 19S � <br />Key: No key defined <br />