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Specifications IA�no. SwGet7-4O✓iPt1--- STRUCTURAL CALCULATIONS NEW RESIDENCERECEWFT SEP 9 2C\' CROSS PARTITION LOT C��� S�P mow TIGARD, OR GED PROF NS. C.•`� GINE4, dill 'tom,, Q/�f1 I, OREGO SOF 'N',..),109,1-,C)..)� (D FRE Y D . \14C\ 04-16-14 • EXPIRES: 06/30/2014 E NiE ® PROJECT: CROSS PARTITION, LOT 2 PROJECT#: 189-007 7'4;,:%// JOB ADDRESS: TIGARD,OR CLIENT: ZETO HOMES 6107 SW MURRAY BLVD. SUITE 147 BEAVERTON, OREGON 97008 PAGE: 1 TEL: (503) 467-8812 DATE: 04/16/14 ' FAX: (503) 639-9592 www.emeriodesign.com GQRv+71 [ve.Ds _ �Goo� D �,p = IS a{ ¢o0F v14.1> - 1 c"341— � F rer t tYE = 15 prf r(nop L " c tc4, s f LIZPsf 2 -`5r1T 4rU F. ?oof '1f�u„SF "'fr'P evil?� J 'c9-AWI,RJ4 2t-t L = ? -(ov "rr� 3e�2n 10%z GLd (A) .7- `}2(44/2)- /02cfP If 1 �_ r35ops� / Y= 3�s4 � va /s-e, + n O,14 ": /4L� ✓ ??.-7- `- 5'-0" W = `12(r19/z1 : /021 ��. 4 k 8 DF M 32r0A Le= 125yf,; > 8504 i,rsxl.'3. Iz7°F„ :i v= 2.573 'CY= 15C_ f= ; ✓ 0.013„= ki,31 ✓ L C-0' 41(MA/z) r /v79P1r Tf yxrz VF. MG 31” r v` 0Oq 'Cyr II Q' Ps; ✓ t = D,oy5''r V/514 tZ GtPn►Z, I-on f F11N4101.1 W= rfZ(44h) + 556) +lo(:A,= 11'74e1F `Tr 57z.x 15 G1L3 N1 = 39,9 53 ` 9,66C1 2.3z5 Ps, / Cyr 131, N' WR3I0 PROJECT: C r6z s Tu r i��'a.. / t 0.r Z PROJECT#: � JOB ADDRESS: ,/ CLIENT: 6107 SW MURRAY BLVD. SUITE 147 BEAVERTON, OREGON 97008 DATE: PAGE: TEL (503) 746-8812 Z FAX: (503) 639-9592 www.emeriodesign.com ftig-Z l,` i-4 9" -Jr S YZ X2 44 CALvl.fl 1_ 1.10O0 U). 55' (3o/z ) 925 Fk -C-L): 1.140 P3• 1M= -57.:-/4k4-57.:-/4k4 \ d,_ '4'3 f'',. „I t 3?-� t o.io„ = X/.3n5 u4 L` (,-0' = E-5(I1/1)(4/1)= 9'55 ,.J -(1,.. 35`Pts: ✓ M= 1�6ra IN ri, .cv. 58 ps: V: 953 I /s 4 a,oa‘ _ ((Soo ut3-II L= `1'•0" EA) : t 5 ( (2(7.-) " 8ZSer -"_54_ t.04 G$ Fa; "(y4 4,3 IF ; \r l4,50 A -#7 e,00'- ''=1/G-4iz ,/ w: 55 Li)4 10 CCI .7. I s P ,-,- "3- X il{ PSL 7,0 yr '69 021 2, Rt 6` O'�4I 31x4 \d/ &Z= '35Z'.. w = 42(yk/)4 /0(9)+5S(1 .1,17 LI F`F jb_ I`14�5 Ps L./V_ 5 _r* A- 0,1i.. = 1/6,9 4. 1 PROJECT#: iC� 'f[HO PROJECT: 1 ��Jl JOB ADDRESS: 'i/(U I/ ,/ CLIENT: 6107 SW MURRAY BLVD. SUITE 147 PAGE: 3 BEAVERTON, OREGON 97008 DATE: TEL• (503 746-8812 FAX: (503) 639-9592 www.emerlodesign.com IA)= '-i2 (a) _(a,Li plc rX,z UF.. zGeg', y3? F� - ZC- 6“, ;iio3o ✓ r✓ = `{Z(13/2)= Z 731,4- nl (ri14 6:- 1-";-0 Fs: ✓ vz 5G ( J d Dory ---- MA/0 MA/0 FLooE F,Qp& lM(i MBI L- i(:--6" r4 4-1K/7._ w. so(L(Z)= IsoPqF M= 5105 h- 83n ,234,` 1 v= 1 ?' pJi d= 0 39-5 u= X/5z (, 45,7 3 ix I I //t3 55(7.0/2.): SZSe\ - M : 7a�,8 365v• ✓ v= iesc o plu- 175-5 )r/ M%3-3 L= 44) = 3.7,5(1 ÷ 10(q _ 23o�,\F 5 '/z X 15r a 0t : 2ti73 V 904, �v= Mt< c L- � o W - C _cyq.5110 7.oh) - B S \f viz 1"cqa �y= 14(4, f.1; t 1 1 jRE® PROJECT: PROJECT#: JOB ADDRESS: CLIENT: 6107 SW MURRAY BLVD. SUITE 147 BEAVERTON, OREGON 97008 DATE: PAGE: TEL 503 7412 ul FAX: 503) 636-889-9592 www.emeriodesign.com r,4-5 L• 6-o" w- ( 043.7.5 4 IQ)(10/z) i5S(ioft) 4 )C(1\) pa ss (3c%,,' .- /42Q,r1(+ - TuTi-S `V_x. vi + L.�'@�-c„ 7_,„, = dLi54,4 5,., ;- IL-t,035° ti, 10Zz3.1 ' 1 Q V= 14(.?z6" _ 7A it ►2os Baeo X11,, FLc. 1--;:?7ga Y I, i,.: q5Y p RI.: ��03� 4v= 7f1 pJ; V et- r RI fz A = o,o5 lll,e,n M L rbi_64 ' 50 (5(-2): 17S-FCTri tin61 DF cky, 67 M= 7GGe,' fib= 300 Q = 0 ,0,-t"= �2•z-rz ✓ a � aeAc,r.7 Z- t)1STS C2.)-2x12 e l�"o� aa� w L_ IU'-0'' w1.- 5O fsk ( t) v.5 � = 3c00 L4) ,: 3/,t(IS0)+ IS c 53,Ic 1-lar = /01,04 (14117). 1-1.0 et- ,k S'°____i, I D'-0 T 1 /0'-01 t r G I L 'r.,_-_.11.1._1_0:,4 ,J or., M = i.4-te' r1- nee ,,= '4q; 1, ' �:. -_. V- (De V, 1655« 4Y= £11 ps i .e= 641t3c ✓, v- Q : 0.►►''ckillaq ✓ 6 o. la" = ^ 1pelt / 01r3: J /1(6-4 kJ/ ICDO 'HIC (®aa .0' Lt q'.-6" '0,1 / - 6,445- ,• V.T. "5338 * F.= 'v000" _ �� _ w Tr V2 x 9 G La Lill:. (150) IS (Z0/1) I F6 cc Z-I SD Fs; cv: 1541 pi; 5Z EF* 4 - 6.1'1"-., y44,1 ./ a1C`IE RE® PROJECT: PROJECT#: • .����� �� JOB ADDRESS: ,r CLIENT: 6107 SW MURRAY BLVD. SUITE 147 BEAVERTON, OREGON 97008 DATE: PAGE: TEL• 503 746-8812 FAX: 503 639-9592 www.emeriodesign.com ro 4 n,'Gg710,u,>' "I 17)- Rs..4 ed•C.•I Vs.A r 9Y e4+ r se r /0124/(3).L r. 17. 1 p G 1e !,'C) 3a. r14. l/ x2 FT 11.2 ? . l a•a 4.111.4 Iz y yt c 11 iJirj)i Z S(c� - s ti L13 FRri,4,L 55IN3/(7-r- (3( t f•i ✓ OG - �lJ Z '�', /. $Ian 3g,, 17(. /(2)2 r '537 Fs; /% list- 2 -0 .SQ T'✓twr''..4� r 4303/(7.4,)Z. r. r2'S2rs.f / U �"b. S., Or c74 P= meg- I- uP..,-P.3 43e+ 6)1'1= lost* 3e.ear :A? _ )052./czyt 26, 3 �,5t Glut, 2' " SQ coti' �7� I 7= s5 (Zo/z.')+ /o(4) v 5'1c / ?e u.f;.,) 5k6/(1z//z) YZ"wipe' <owl Fil^: C NZ Flf _Z• P- 55(3c4) -1 o(e) t 5"3(z4h) f/c( ): 1 5j/i- . 5eo,r:,,d_ r IL.i.5/s/(14,//-0-_- Iz l Pfd u,n fl."UllpE coo-rt 'C` 4. Coin f141--;• ,5S( IPM4IDM+ t1,5ayo4loy/b/i) 4-10(q) f55(SA): 1'1oS'2'/Lt. f3 car; :. t3vs/(�i,- 9"oj PSC- G1-' ►�U 1/4Af CWT. nu. FT(1-G, Pc IAtS° 2 c 1171. ZgartAr _ •;37Z/(z4)1, est U.r4" 2'_/O" •S& Fit NUE RIC® PROJECT: PROJECT#: /ice / JOB ADDRESS: CLIENT: 6107 SW MURRAY BLVD. SUITE 147 BEAVERTON. OREGON 97008 PAGE: TEL so3 746-sa12 DATE: FAX: 503 639-9592 www.emerIodesign.com F , — I 'Fr tAe-I Ptq_•I IZxLA e Cf6 4" r� = /cr17 y4t geari., r /0429/(3)z t2tK pst vJ o G re��''O" JA c14. FT ti• Q Mi'•$ R 1<n •r M i3•y 2y4,1 r lace - ‘4-4413 I�4 c r � 5 Y�3/(t12 t t-X 1 ✓ p� I,t.f.c.. T1L,, 3e&v: -- Gt2G/(2.r 1�32 Fs; ✓rte un2 -0" S *f 73ekr ^) r -7'303/(2.4.)2. :. ,232rsc u ,i. �' (, c� c74 F`i MPS- (AR.- exi„ 4-30.4 6,1,-L, /054.* : Jo32. (2)2= Z Cf3 ,s� Gc.h. 2'-(:)" coiun - 1 77 S5 (SeA)+ /0(41 g 5`to /LF ? r 54001/a) 'fP f,..% LA.rti. /2 w/DC (e.J C ._ Q= 553/z) (24h) f /0(cf) Sfoo,A Itoc /( 11. i?N(! p54 / ✓'t it."W i Pc wail ,VTC,, 6S(2-04.)4 tDMcs..4,,54110416)(to/1) ri (ti) + 5WO: 1-105-IVi. QAr:n : 1305/@ /t-t = 911 FSS Uri l(ou Wt0i roar. FT(n Pt uCx a 13L>_urint _ .33?'1,1(2.4)% I1-q 2 ps.c ✓ LI J4- 2t-6" -S(5. nti , r'4-ZVl1IERH® PROJECT: PROJECT#: •,� (✓ �� JOB ADDRESS: ,r CLIENT: 6107 SW MURRAY BLVD. SUITE 147 BEAVERTON, OREGON EGON 97008 PAGE: TEL 503 746-8612 DATE: FAX: 503 639-9592 www.emerlodesign.com ,. ,I° 2 30'-0' -1 __ ___ s 16'-10' 13'-7 '014,-\.-'\ r 12'STEM ON 3'-0' WIDE....17 THK4 �3'-0'SO.x1B' __ COLC.F.G. Awl f--- THICK CONC. 1 t FTG. r — — r. I ( 17 STEM ONI L-I--U 3'-0'WIDE Xii,jI , 15'THICK CONC,FTG r /v/ __ 4001, I Al/ I MIL VAPOR BARRIER AT HATCHED AREA. I R-15 MIN INSULATION AT PERIMETER OF ! HATCHED AREA.INSULATION SHALL EXTEND DOWNWARD FROM TOP OF SLAB 1 ry FOR 24'MIN.OR DOWNWARD FROM TOP ' OF SLAB THEN HORIZONTALLY BENEATH • SLAB FOR DISTANCE OF 24'MIN. •• / + tip '12'X 8'THICK CONC.FIG.WI 1 (2)N4 CONT. ` J / r A T i, CONC.FTG.K (2)84 CONT • •`A) ' �� ,0/� .Z/7/777/7/ /- r, ' r_� J-'`' L — C LI J I �i I I C.41Ati- 11 74'SO X12' 'J I 1 1 CONC.FTG. 16'X B'THICK Y' I( PICT"Z ( I v CONC.FTG. s / I I I I r—--t WI(2)84 -LI J I I V I — ). CONT. z___ _I L J Y I/i ` r J ��24 X24X12 / 7-1 1f7 ..1{.If- CONC.FIG 17 5 7 THICK CONC.no r- 8'STEM ON 17 X WI(2)84 1 ® I e'THICK CONC. CONT. L�J FTG. I'Tbt 3 m r—L..J r‘ _t t ‘ r-7 L®J � L_ �2'-0'SOX12' 16'5 7 THICK CONC.FTG. CONC.FIG. WI(2)N+CONT. m R WATER PROOF o L_bIALIS. E_ J GRADE L J RETAINING WALL PER B/D5 • �GTIA'S 1 0 1 1 0 1 . ` .�L__7Lin�24 X 24 X 18 L_3 -24X2+X16 `/• CONC.FTG. CONC.FTG. • Q)3.1 ) FOUNDATION PLAN 3.1 1/4',V-0' 7 Use menu item Settings>Printing&Title Block Title : 6F I RE1 AiNING W/u_L Page: to set these five lines of information Job# : ...F:cw... Csgnr: Oate: 17 APR 2014 for your program. Descr: Wall in File:\\emeriofs2\redirectedfolders\rpoirier\my documents\reta RetainPro 10 (c)1987-2012, Build 10.13.8.31 License:KW-06060613 Cantilevered Retaining Wa:l Design Code: IBC 2609,, C, 318-08,ACI 530-08 License To:Emerio Design Criteria 0 Soil DataI Retained Height = 6.00 ft Allow Soil Bearing = 1,500.0 osf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Active Pressure = 40.0 psf/ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootingllSoil Friction = 0.300 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem I LAdjacent Footing Load 0 Surcharge Over Heel = 100.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem t has been increased 1.00 Footing Type Line Load --, by a factor of Base Above/Below Soil Axial Dead Load = 200.0 lbsWind on Exposed Stem = 0.0 psf at Back o'f Wall = 0.0 ft Axial Live Load = 400.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in _ Design Summary A [ Stem Construction I Top Stem Stem OK Wall Stability Ratios Design Height Above Ftf ft= 0.00 Overturning = 8.53 OK Wall Material Above"Ht" = Concrete Sliding = 1.52 OK Thickness = 8.00 Rebar Size = # 4 Total Bearing Load = 6,656 lbs Rebar Spacing = 12.00 ...resultant ecc. = 2.04 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 972 psf OK fb/FB+fa/Fa = 0.619 Soil Pressure @ Heel = 746 psf OK Allowable = 1,500 psf Total Force @ Section lbs= 1,501.1 Soil Pressure Less Than Allowable Moment....Actual ft-#= 3,351.3 ACI Factored @ Toe = 1,190 psf Moment Allowable = 5,412.6 ACI Factored @ Heel = 913 psf Shear Actual psi= 20.0 Footing Shear @ Toe = 7.7 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 5.9 psi OK Wall Weight = 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 6.25 Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF ABOVE in= 18.72 Lateral Sliding Force = 1,234.5 lbs LAP SPLICE IF BELOW in= less 0 %Passive Force = - 0.0 lbs HOOK EMBED INTO FTG in= 8.40 less 100%Friction Force = - 1,876.8 lbs Added Force Req'd = 0.0 lbs OK Masonry Data ....for 1.5: 1 Stability = 0.0 lbs OK fm psi= Fs psi= Solid Grouting = Use Half Stresses = Load Factors Modular Ratio'n' = Building Code IBC 2009,ACI Short Term Factor = • Dead Load 1.200 Equiv. Solid Thick. = Live Load 1.600 Masonry Block Type = Medium Weight Earth,H 1.600 Masonry Design Method = ASD • Wind,W 1.600 Concrete Data Seismic,E 1.000 Ffpsi= 0,000.0 Fy psi= 60,000.0 I • Use menu item Settings>Printing&Title Block TUe . 6FT BETA NING WAL.- Page: to set these five lines of information ,'ob# : ...Me•N... Dsgnr. Date: 17 APR 2014 for your program. Descr. Wall in File:\\emeriofs2\redirectedfolders\rpoirier\my documents\reta RetainPro 10 (c)1987.2012. Build 10.13.8.31 License:KW-06060613 Cantilevered Retaining Wail Design Code: IBC 20C3,ACI 318-08,ACI 530-08 License To:Emerio Desi•n Footing Dimensions&Strengths I Footing Design Results Toe Width = 1.50 ft ;y dee!_ Heel Width = 6.25 Factored Pressure = 1,190 91C. osf Total Footing Width = 7.75 Mu':Upward = 1,318 "5,262 ft•1 Footing Thickness = 12.00 in Mu': Downward = 20s 1,,644 ft-# Key Width = 0.00 in Mu: Design = 1,116 2,381 ft-# Key Depth = 0.00 in Actual 1-Way Shear = 7.73 5.85 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = #4 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel:Not req'd, Mu<S*Fr Key: No key defined Summary of Overturning &Resisting Forces& Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# abs ft ft-# Heel Active Pressure = 980.0 2.33 2,286.7 Soil Over Heel = 3,685.0 4.96 18,271.5 • Surcharge over Heel = 254.5 3.50 890.9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 558.3 4.96 2,768.4 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 200.0 1.83 366.7 • Load @ Stem Above Soil= *Axial Live Load on Stem = 400.0 1.83 733.3 Soil Over Toe = Surcharge Over Toe = Total 1,234.5 O.T.M. 3,177.6 Stem Weight(s) = 650.0 1.83 1,191.7 Earth @ Stem Transitions= Footing Weight = 1,162.5 3.88 4,504.7 Resisting/Overturning Ratio = 8.53 Key Weight = Vertical Loads used for Soil Pressure= 6,655.8 lbs Vert.Component = Total= 6,255.8 lbs R.M.= 27,102.9 "Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. DESIGNER NOTES: • 1 • 8.in Conc w/#4 @ 12.in o/c r .: 6" : 1 •:�:•5::rs..•tiss•::❖r:•.o.•...... ..❖..r.�.:........ • 1 3/4" � •l 6O 6'-6„ .i .' 2" I • • 1'-0" —_ �• _ 3" #4@18.in @ Toe 1 #4@18.in @ Heel Da l honz r select enf..1' .. _ 6'-3" See Appendix A! D = =1 f = 1 � Pp=0.# 1234.5# 745.66psf . 971.97psf 1) Use menu item Settings>Printing&Title Block Title • 7F I RE1 AlNING WALL Page: • to set these five lines of information Jot# . ...f4.w... Dsgni: Date: 17 APR 2014 for your program. i)escr• Wall in File:\\emeriofs2\redirectedfolders\rpoirier\my documents\reta RetainPro 10 (c)1987-2012, Build 10.13.8.31 License:KW-06060613 Cantilevered Retaining Wall Design Coc:e: 13C:(09,ACI 318-08,ACI 530-08 License To:Emerio Design Criteria Soil Data Retained Height = 7.00 ft Allow Soil Bearing = i,-iu0.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Active Pressure = 40.0 7sf/ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootinglISoil Friction = 0.300 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads - iLkLateral Load Applied to Stem Adjacent Footing Load 11 Surcharge Over Heel = 100.0 psf = = Used To Resist Sliding&Overturning Lateral Load 0.000.0#/ft Footing WidthdLoad 0.0 lbs ...Height to Top = ft Footing = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem ! has been increased 1.00 Footing Type Line Load by a factor of Base Above/Below Soil Axial Dead Load = 200.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 400.0 lbs Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Design Summary IStem Construction 1 Top Stem l Stem OK - Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 8.47 OK Wall Material Above"Ht" = Concrete Sliding = 1.53 OK Thickness = 8.00 Rebar Size = # 4 Total Bearing Load = 8,390 lbs Rebar Spacing = 9.00 ...resultant ecc. = 2.58 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,100 psf OK fb/FB+fa/Fa = 0.714 Soil Pressure @ Heel = 818 psf OK Total Force @ Section lbs= 1,975.3 Allowable = 1,500 psf Moment....Actual ft-#= 5,084.1 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,341 psf Moment Allowable = 7,122.4 ACI Factored @ Heel = 997 psf Shear Actual psi= 26.3 Footing Shear @ Toe = 8.9 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 8.0 psi OK Wall Weight = 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 6.25 Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF ABOVE in= 18.72 Lateral Sliding Force = 1,570.9 lbs LAP SPLICE IF BELOW in= less 0 %Passive Force = - 0.0 lbs HOOK EMBED INTO FTG in= 8.40 less 100%Friction Force = - 2,397.0 lbs Added Force Req'd = 0.0 lbs OK Masonry Data - -.--- ....for 1.5 : 1 Stability = 0.0 lbs OK fm psi= Fs psi= Solid Grouting = Use Half Stresses = Load Factors Modular Ratio'n' = • Building Code IBC 2009,ACI Short Term Factor = • Dead Load 1 200 Equiv.Solid Thick. = Live Load 1.600 Masonry Block Type = Medium Weight Earth,H 1.600 Masonry Design Method = ASD • Wind,W 1.600 Concrete Data fc psi= 2,500.0 Seismic, E 1.000 Fy psi= 60,000.0 • • Use menu item Settings>Printing&Title Block T;tle : 7FT RETAINING WAI L Page: ` to set these five lines of information Joh# : ...flow... D:.gn,: Date: 17 APR 2014 - for your program. 3escr Wall in File:\\emeriofs2\redirectedfolders\rpoirier\my documents\reta RetainPro 10 (c)1987-2012, Build 10.13.8.31 License:KW-06060613 Cantilevered Retaining Wall Oesign Code: 13C 2009,ACI 318-08,ACI 530-08 License To:Emerio Design Footing Dimensions &Strengths I i Footing Design Results Toe Width = 1.50 ft _Toe Neel Heel Width = _ 7.25 Factored Pressure = 1,341 997 osf Total Footing Width = 8.75 Mu':Upward = 1,487 23,470 ft 4$ Footing Thickness = 12.00 in Mu':Downward = 203 21,391 ft-# Mu: Design = 1,284 3,921 ft-# Key Width = 0.00 in Actual 1-Way Shear = 8.89 7.95 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #4 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd, Mu<S'Fr Heel:#4@ 9.50 in,#5@ 14.50 in,#6@ 20.50 in,#7@ 28.00 in,#8@ 36.75 in,#9@ 46 Key: No key defined Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,280.0 2.67 3,413.3 Soil Over Heel = 5,069.2 5.46 27,669.2 Surcharge over Heel = 290.9 4.00 1,163.6 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 658.3 5.46 3,593.4 - Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 200.0 1.83 366.7 - Load @ Stem Above Soil= *Axial Live Load on Stem = 400.0 1.83 733.3 = Soil Over Toe = Surcharge Over Toe = Total 1,570.9 O.T.M. 4,577.0 Stem Weight(s) = 750.0 1.83 1,375.0 Earth @ Stem Transitions= = = Footing Weight = 1,312.5 4.38 5,742.2 Resisting/Overturning Ratio = 8.47 Key Weight = Vertical Loads used for Soil Pressure= 8,390.0 lbs Vert.Component = Total= 7,990.0 lbs R.M.= 38,746.5 Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. • DESIGNER NOTES: I ✓ • 8.in Conc w/#4 @ 9.in o/c .: - 6" A .l .ee .,...-.. \ •.. 1 3/4" t ., 7'-0" 7'-6" .i 2" - I #4@18. @ Toe -- , 3"#4018.0 #4@18.in @ Heel Designer select, all horiz. reinf. 1-6 7-3" See Appendix A' 8'-9" I 1 D = = 0 s 000•..❖.•...•00000ss•••••••_• • 1570.9# 817.53psf 1100.2psf 1S _ LA-rEeaL o.� .W,jaD Up = 95 131„ \ v, 6,11 4,-)4)/.4r, o.ar PA.41 E g � �N{�r e?4 cK = cad m ros = I.( 3-%s 9 �� tlplu� +f0 ( 2D�� /pS2S � b,mz 2`1 Mq Kat . lou Ler 311GkS-11 wiuDwAQQ LEEWAQ-9_ li Ak�rtr - /culls ) cNfT a &)14 o'4(0 a) So tZoo1 +lv( 27o (gh C.kin : cc.�t% i- O, 5 1 t 6 A 4 IAU . 4 /U(Z'0 /1) 41 lArt O.q4 iter gyy3ur�uuJ yI L2S IAA = is(`r7U) P,)ET 23 (°1)(n,q4)(,o)(,n) fJ .1 L4Piz'` t to (710)(4/7) PNe, = 23( vz)(o.54)(),D)(t.o11.4o p,14 eA,^ +1007-0 )(S/-1) �tii7 r 23 (G,S.;)(n,4h)()'0)(1.0)= 1237 es. lo2 eyeo-c' wk- I; 13 (yBto,3F) ,- 15, 3(4/2) 215r\c �� �IA _ c.o'39(34sks)_ 2-q53 30' = IS.("41-1‘) + 1s,l1..(r1/-c) _ ZG�,p\F ceLr v , v.01y(z-41 c 211-5 wM - I'�,4t7(a/ 4l + ``/L.) = IS� �f Ec , a;V 8`11(,-1' LVLT 12..VZ, g2 4 I a A/-L) = 12 510\f e , e;c . - _ "Dteeeliel.) 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DETAIL Q .F -_ - 2 � N NEM ilvt 1/ IVIM SEE AL2 SEE 15.2 _ r DETAIL DETAIL v .i e ■ ■ MAIN LATERAL FLOOR PLAN Iia-=1-o- 10 As. Lt v 6 1 USE 5I6'DIAM ANCHOR USE 5I8'DIAM ANCHOR BOLTS a 16'O.C.AT E BOLTS a 16-0.C.AT E USE 59'0'1M/VCH')R-' THIS WALL LINE 5 THIS WALL LINE 5 B')LTS('16'O':.A- L,Z THIS WALL LINE Jl L__I A r d USE$IB'DIAM ANCHOR NOTE • BOLTS®24'O.C.AT \ USE 5R'DIAM ANCHOR THIS WALL LINE BOLTS @ 46'O.C.U.N.O. I/ � 4 n • LOWER LATERAL FLOOR PLAN L1 114 =1'-0• 21