4202 CRESCENT AVE 2016-01-01 MF Import

REED 8 ASSOCIATES,PS Title: Job N 8311 212th St.S.W. Dapnr: Data: 9:03AM, 28 SEP 00 Edmonds,WA 98026 Daserlptlon: PH:(425)-778-2793 Seope: FAX:(425)-775-2073 ,;,'.' . ..,� - �....... .::.:: Cantilevered Retaining Wall Design ' " �" °�` .� aP a�5o �? 00 r&a\ �n.�niSC�'000 mis�, � � escnption egacy eve opement an 1 wa 1 ptionl � Criteria ---Ia Soll Data �Fooling Strengt�8 6lmensfons� I � ...,..um:ansr�� wwesmf�w Heiained Height , �� - 7.00 fl Allow Soil Beadng = 00 . psf fc - 2,500 psi Fy = 60,0 psl Wall heiqhl above soil = �,pp p Equivalent Fluid Pressure Melhod Min.As% = 0.0014 Heel Active Pressure - 55.0 Tao Widlh = 3.00 fl Slope Behind Wall = 0.00:1 Toe Aclive Pressure = 35.0 Heel Widlh = 1.50 hleight ol Soil over Toe = 6.00 in Passive Pressure = 315.0 Total Fooling Width = -� ' ��q:50' Soil Densily = 110.00 pcl Waler height over heel = 0.0 fl Footing Thickness = 10.00 in Foo�ing��5oil Friclion = 0.300 PJind on Stem = 0.0 psl Soll height lo Ignore Key Width = 10.00 in for passive pressure = O.00 ln Key Depth = O.00 in � Key Dislance from Toe = 0.00 fl Cover Q Top = 3.00 in @ Btm= 3.00 In Surcharge Loads � � `Lateral Loa�lf�o�em �A3jacenE Fo�g-Load ' -r: �lWn.^.v3lt �1PR�YYfIIlY��9i0A Y Surcharge bvei Hee� - �ps� Lateral Load = 0.0 pft �lacen oo ing aa = , . s Used To Resisl Sliding 8 OverWming ,.,Heighl lo Top = 0.00 R Footing Widlh = 2.00 ft Surcharge Over Toe = 0.0 psl ,..Heighl lo Boltom = 0.00 ft Eccenlricily = O.00 in � Used for Sliding& Overtuming Wall lo Flg CL Dist = 8.00 N Axial Load Applied to Stem � Footing Type L�ne Load ._:w,-.�.�.,s,-�::.:::rt�n Base Abovel8elow Soil � A■ial Dead Load = 325.0 Ibs al Back ot Wall - �'�h A�ial Live load = 475.0 Ibs AMial Load EccenlriCi�y = 2.0 in i ____ _.___ . _.. -._ _-_ . Design Summary Stem Construct�- 7opstem _ _ i :.�m.......,�c::_�s¢�at:nniwaa mn+��a � S�emOK -..- .. Toted Bearing Load 2,995 Ibs Design haight ft= 0.00 . resullanl ecc. = 9.36 in Wall Male�iai Above'HI" = Concrete � Soii Pressure @ Toe = 1.359 psf OK Thicknass = 8.00 j Soil Pressuro @ Heel = 0 psf OK Rebar Size = # 5 RebarSpacing = 10.00 Nlowab�o = 3.000 ps� Rebar Placed at = Edge ,;rnl �essure Less Than Allowable DB;ign Dala � ACi Facbred Q Toe = 1.974 psf -----.".-...---------- ._ . . F�Ci Factored @ Heel = 0 psf fbIFB*falFa = 0.67t Tolal Force Q Seclion Ibs= 2,395.5 Fbo6ngShear@Toe = 36.9psi 0K MomenL...Actual fl•S= 6,45G.9 F ooting Shr.ar @ Heel = 11.8 psl OK Momenl.....Allowable = 9,d23.1 Allowable = 85.0 psi Shear...,.AcNal ps1= 32.3 Wall Stability Ratlos Overturning ° 1.60 OK Shear.....Allowabie psi= 85.0 � Si�d�ng = 0.59 UNSTABLEI Bar Deveiop ABOVE HI. in= 23.40 Sliding Calcs (Verdcal Component NOT Used) Bar Lap/Hook BELOW Ht. in= 6.86 L��teral Slidmg Force = 1,722.51bs Wall Weighl = 9G.7 � inss 100°:•Passivo Force = - 2BO.O Ibs Rebar Deplh 'd' in= 6.19 iess100°-�PrictionForce = • 756.OIbs MasonryData -- --------___ _ . . . _ _ __ _, _.___. , AJded Forr.e Req'd = 717.5 Ibs NG fm psi= lor 1.5� 1 SlabiGty = 1,594.3 Ibs NG Fs psi_ Solid Grouting - Footing Design Results � Speciai inspectlon = � � �- ��-� T'�� eel ModularRatio'n' _ Short Term Facbr F;+ctored Pressuro = 1,974 0 psf Equiv.Solid Thick. _ Mu' Upward = 6,868 31 fl•# MasonryBlockType= NormalWeighl Atii�.Downward = 1,134 435 f4# Concrete Dafa --- �-- --- -------- Mu� Oesign = 5,734 405f�•k fc psl= 2,5009 � � � -� n�:ivai t-Way Shcar = 36.92 11.80 psl FY psl= 60,000.0 Ailow 1.Wav Shear = r 85.00 85.00 psl p�hcr Acce tgble Sixes&Spac�ngs Toe Reinlorcing = #�@ 10.50 in Toe: i!1 a�9.25 in,A6@ 14,50 m,R6�,al 2D.50 in,tA@ 2775 in,i6@ 36.50 in,iB�46 Heei Re�nlorcing = Ncne Spec'd Heel:Notreqd,Mu<S'Fr H��y Remlorang = None Spec'd Key: Nol req'd.Mu<5'Fr