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Specifications (10) s7)1o/6/- Oa r6 1 zC ,,, Sw ge- 4rQ,, STRUCTURAL CALCULATIONS NEW RESIDENCE :40F SEP 9 r111 VI Q CROSS PARTITION, LOQ �'r g ; 4M y TIGARD OR �` G�e1PROFF ` \. GINE ESs�/ '4' 5Th .p IL ((( /// IV r 0 OREGON ti F` r� Zoo �� •(sFRE y D. \Isl```\ 04-16-14 EXPIRES: 06/30/2014 44I I BMX I . PROJECT: CROSS PARTITION, LOT 2 PROJECT#: 189-007 ,, , • it ,a 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 (AZ AV111 coQp,s Root~ otAD 0 1� (a3 �Goo� DEAR = 15i� oor t tt e Z.5 Prf non, LIVE c 4n4f f yzpsf 2: f MArtvu c. 2©of `fifLLIJSE e-Y if'c .e-epos cRAimtR.Ji, = 7 =6" Iry "Vz. n to%z GL(3 ; 47-(4412)_ /°24 �F 13 M �2 35 P � w 116-615S1 V= sal 05e pa; o,t4": 1/14'I L'-o" = 42(49/7)= —fry 4xPF M= 32tL" -fit,c /75/fY• > @5ORI,lSx1,3= tz70r,3;1 4V= 2.57-S14 v- - tSZ ws � ✓ Tr LI X/? 1)F /I= 46. 31 " �V--- X 5 3 p3; v= 3o�`I v- IIQD ps; / 6,0Y5''.e V,sfy ✓ (AFF rL. TINT FFna+AtIA Lkg-1 L - /4,,,o ' 4'z(44/z) t 556) +l°(qi)_ 11'1 r1F M 47 39,953 `° T s'Jzx �5 C4L3 v 9,6036° 2_s z:5 pJ; yr I16 P3; Xizet 1MRIE® PROJECT: C r®,s s Tar 'Ji'n,, , ?car Z PROJECT#: JOB ADDRESS: CLIENT: 6107 SW MURRAY BLVD. 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SUITE 147 BEAVERTON, OREGON 97008 DATE: PAGE: 3 TEL (503) 746-8812 FAX: (503) 639-9592 www.emeriodesign.com • G�=• Liz(a) sp4 1E `Tr elle 0 PF 7.4,438"" �u,_ 4137- Pa • uta-g V_m I412t `tom SC, po; ,% C1 (1).014'1 = 3a1 s MAtu FLocM3 MB-I I6-6., ?23Q,41v= � tV "= 1/5Zc0 5-7 L= `C-6" w7 55('xra ): 9t5ei\f 717 3-1-x tl �/$ CSC. 4 7.04-P3 o01„s: 1/51✓ MS-3 Ul = 55(1) t 3;,5(% + 10(q): Z"1'2)(4\F V It cidc= Cc) - Co-t3;,5 tlo tol%) c O SP\f r�= s 35 ` 'I r 3'/2 V= ' 15(0.3 cc= 1440 ra, .� D 7 es I I`t \160E PROJECT: PROJECT#: i JOB ADDRESS: CLIENT: 6107 SW MURRAY BLVD. SUITE 147 BEAVERTON, OREGON 97008 TEL (503) 746-8812 DATE: PAGE: FAX: (503) 639-9592 www.emeriodesign.com • a NO-'5 L- 0'-01, ,, (.,04-9 ,5 # IQ)(io/Z) i 5 (10yz) 410(1\) 4lsg (36k) = 16ZS elf ci:)_ tt3 -$ t,c ?I 4- LAS-44 tt11N = 64SQ)4 5:5 � c I'-y3,5 M= 10Zz.3- ' 1 S) 11i-4,7z e' A, Li) Try 7ItIW losQoe® QIG _x t I� z8 4. AN 1 127,, a03� `l 1 a ,c z/Ips; ✓ et. 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I Vx e t8(.+ r2-38 = /0/iZy gear r Pc) /6Iz /(l3)1 d 121/ psi Cia,L 3'.0" 3a PCZ FT (i 2 Q M -1 r M -9 = (HUM r 3o(63 = 54434I- Ir- At i� : Jr Litt 3/CET- 1-5C, r ✓ 0 (4i Jd. 2'O .5 4. l(h 1:7 3 z C1?t0/(2YL 1032 FSC lre_ 7:"6" SC KTP. 13e 6.,"";,k 303 r232 sf t ' s4 VrA . /"15.'. IP 12)1,,. t tetZ-e) tit,, 439+ 1o5L -6e z, f0'5? zyi 2C„3 ,st tl�,. Z -dusC coon ' 'rc� 7 s5 (3%)+ 10(4j$ 54o / C nAn "If ` � ? 553 /z) 'iio(4 (214h) +/o(k). /(454t1-F Ito(+5/(14./t-O 174, pa,x 1(oU/ipE coon , 5('-%)4 ID(4>k .0,54to4IC)(h7/z) IOtq) + 55(SA) 1"So5'VI, f3 ear. .c r t365/(9/(z)\ = 93C/ P$(` u,x t(o'' wioc cow, kilt, z Rx, 137z 3`5?zl(z.t,)1. _ Il'q 2 psi U,rt Z'6" s4 Pt, , JE RH( PROJECT: PROJECT#: 621;-',/)/(/'/// JOB ADDRESS: CLIENT: 6107 SW MURRAY BLVD. SUITE 147 BEAVERTON, OREGON 97008 TEL (503) 746-8812 DATE: PAGE: /. FAX: (503) 639-9592 r www.emeriodesign.com le 11-) 30'-0' / / f / 16'-10' 13'-2' / .01° 01 12'STEM ON 3'-0' f WIDE X 15'THICK 3'-0'SO.X 16' CONC.FTG. I T I---- HICK CONC. r -1 I FIG. y \ I I 12'STEM ON I I 3'-0'WIDE X i I 15'THICK CONC.FTG. I r"' ,I r J __ Fri, Ar/ 7 • I MIL VAPOR BARRIER AT HATCHED AREA. w`+,, R-15 MIN INSULATION AT PERIMETER OF r fir" HATCHED AREA.INSULATION SHALL EXTEND DOWNWARD FROM TOP OF SLAB N FOR 24'MIN.OR DOWNWARD FROM TOP OF SLAB THEN HORIZONTALLY BENEATH SLAB FOR DISTANCE OF 24'MIN. ,,• V1/1 I 12'X8•THICK4/ CONC.FTG.W/ I •(�3�1 r iI 12•X 8•THICK � CONC.FTG. (2)84 CONT. A - / 1 Aor ,r 1 •'CA0 ;, . ACJ-�- � '�� I LI I'J 2'-0•Sox 12' lit '. 11 CUNT I f� I I CONC.FTG. n 116'XBTHICK :( ' I 1 PM-7_-71 CONC.FTG. $ �r El 11 r-1 wl(2)#4 11 J I I V I -� CONT. A �___ _J L J /i 1 r' - rJ I , �24X24X12 T-112' CONTYP. FTG. 16•X 8'THICK CONC.FTG. r-, WI(2)64 8'STEM ON 16•X ./ CONT I CI-1-4, 8'THICK CONC. / L Al FTG. PROOF - -OO r1 !►�/ !0.i' W LS r-T�3 _L J_ 001,;0-,F BELOW . r .4-- - J� -1--� r-7 9,6' I ®-i -� L_ �r�•sDx1r L-J 16'X 8'THICK CONC.FTG. CONC.FTG. WI(2)#4 CONT. m 9 WATER PROOF ha L_fOI/U.Ls.BF1A J • GRADE L J RETAINING WALL PER 8105 ON' I ® I I I& I ‘.........2 L__I24 X 24 X 18 L_ 1-24 X 24 X 16 L"-CONC.FTG. CONC.FTG. FOUNDATION PLAN 410 1/4"=1,-0• nitem Settings> &Title Block Title : 6FT RETAINING WALL Page: to Use setfthese enu five lines of information Job# : ...New... 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 Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To: Emerio Design Criteria 1 Soil Data Retained Height = 6.00 ft Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Wall height above soil = 0.50 ft 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 r Lateral Load Applied to Stem ` Adjacent Footing Load 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 has been increased 1.00 Footing Type Line Load pp by a factor of Base Above/Below Soil Axial Dead Load = 200.0 lbs = 0.0 ft Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 400.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in _Design Summary I _Stem Construction I Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc 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 Total Force @ Section lbs= 1,501.1 Allowable = 1,500 psf Moment....Actual ft-#= 3,351.3 Soil Pressure Less Than Allowable Moment Allowable = 5,412.6 ACI Factored @Toe = 1,190 psf Shear Actual psi= 20.0 ACI Factored @ Heel = 913 psf 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 LAP SPLICE IF ABOVE in= 18.72 Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF BELOW in= Lateral Sliding Force = 1,234.5 lbs HOOK EMBED INTO FTG in= 8.40 less 0 %Passive Force = - 0.0 lbs 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 = Modular Ratio'n' = - Load Factors Short Term Factor = Building Code IBC 2009,ACI Equiv.Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.600 fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 Use menu item Settings>Printing&Title Block Title : 6FT RETAINING WALL Page: • to set these five lines of information Job# : ...New... 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 Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To: Emerio Design Footing Dimensions &Strengths' L Footing Design ResultsII Toe Width = 1.50 ft Toe Heel Heel Width = 6.25 Factored Pressure = 1,190 913 psf Total Footing Width = 7.75 Mu':Upward = 1,318 15,263 ft-# Footing Thickness = 12.00 in Mu':Downward = 203 17,644 ft-# Mu: Design = 1,116 2,381 ft-# Key Width = 0.00 in Actual 1-Way Shear = 7.73 5.85 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 ft = 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 I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs 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: CI 8.in Conc w/#4 @ 12.in o/c . _ •'•::.:.•.:.•:::.o•::•: .•:�..."-*-. 1 3/4" I .i . 6.-6" *1 6'-0" .j S s' 2 1.• 1 Y • _ - — A 3. t #4@18.in @ Toe I #4@18.in @ Heel 11 I Designer select I See Appendix A,� 7'-9" all horiz.reinf.� i-. ►; I® f Pp=0.# 1234.5# 745.66psf 971.97psf I) Use menu item Settings>Printing&Title Block to set these five lines of information Title 7FT RETAINING WALL Page: for your program. Job# : ...New... Dsgnr: Date: 17 APR 2014 Descr: RetainPro 10 (c)1987-2012, Build 10.13.8.31 Wall in File:11emeriofs2\redirectedfolderslrpoirier\my documents\reta License:KW-06060613 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:Emerio Design Footing Dimensions &Strengths r Footing Design Results Toe Width = 1.50 ft Heel Width = 7.25 Toe Heel Heel Footing Width = 8.75 Factored Pressure = 1,341 997 psf Mu':Upward = 1,487 23,470 ft-# Footing Thickness = 12.00 in Mu':Downward = 203 27,391 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 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 p 3.00 in Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 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 Force Distance Moment RESISTING Force Distance Moment Item lbs ft ft-# Heel Active Pressure = lbs ft ft-# 1,280.0 2.67 3,413.3 Soil Over Heel Surcharge over Heel = 290.9 4.00 1,163.6 = 5,069.2 5.46 27,669.2 Surcharge Over Toe = Sloped Soil Over Heel = Adjacent Footing Load = Surcharge Over Heel = 658.3 5.46 3,593.4 Added Lateral Load = Adjacent Footing Load = Load @ Stem Above Soil= Axial Dead Load on Stem= 200.0 1.83 366.7 = *Axial Live Load on Stem = 400.0 1.83 733.3 Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 750.0 1.83 1,375.0 Total 1,570.9 O.T.M. 4,577.0 = Earth @ Stem Transitions= Resisting/Overturning Ratio = Footing Weight = 1,312.5 4.38 5,742.2 8.47 Key Weight = Vertical Loads used for Soil Pressure= 8,390.0 lbs Vert.Component = Total= 0.0 lbs *Axial live load NOT included in total displayed,or used for overturning 5 rn ng resistance, but is included for soil pressure calculation. DESIGNER NOTES: I ✓ 8.in Conc w/#4 @ 9.in o/c .- j } } I 1 3/4" 7-0" 7'-6" •I .i .1 2.. _ - - - #4@18.in @ Toe , 3" #4@18.in @ Heel I Designer select , all horiz.reinf. 1'-6' I 7-3" See Appendix A! 8.-9" II • • V Pp=0.# 1570.9# 817.53psf 1100.2psf LATE IZ-A(... 1A,),1,,,4) V-1S: 'IS�,►,L ; Et(p,Z �Ers, V: 0,11 �kl,,k� ®�a7Qc�9�(, w-I- me ram = 1}(►3-5s-) i s = 23�Sf KZ _ 0,02u,,ka, ; +1n( zo9(4/z� l �r,NowaQq L Ew4e1, w� 0C k�4r = ,cc ) cNtT �. o.,1614- 0,6Cr -= (r)-SC) Rood +/v( 2 U' (91�) °``I.(.nt, o.qK -car 4kAJu &C4T. - ylG2 � IAA di. H'1Gi.rk c /s-(170, PAJET =23 (01)(0.y�t,Li,o)(1,0) — I5,13 Lc 110°- Pfrr t la(7r0)(44) PNer7-3(°1'1.)(0.ct`1)(I/°)(I.0 LT- 0,4;^ • +/x(/20 )(q/z, Pkit't Z'S (6,5 )(n, `i)(1'0)(1.0)= 1237 rYzt low 7ell,/00-4 wk- IS.n (16(0 f) 4- 15/I3(4/Z> = Z15-f4' -, :r VIA c C.o3Q(3`14345)c 253 1\1,,,,1:7 e).(D (yIt<zS) e -5-2e? 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SUITE 147 CLIENT: BEAVERTON, OREGON 97008 TEL (503) 746-8812 DATE: FAX: (503) 639-9592 PAGE: 2.. www.em eriodesign.corn UIQ, UI aimmiiimems I J I � - r 7 G A �z v v e e v v ® UPPER LATERAL FLOOR PLAN 1/4"=1'-0" I9 • CHS fiel1 vv vAL lirv n n wIZ v V _ I SEE 9/12 SEE 9/12 FOR TOP OF WALL FOR TOP OF WALL .- DETAIL DETAIL DETAIL 1 I I C ii .. E- FOR TOSEE TO P OF WALL (� DETAIL AND 6/12 M 75 ll FOR BOT OF WALL DETAIL .1<•^""'ME,' limli-- --- 1= 2 Ai Mill0 IIIMMEM[ MEM MEM 0 -r ____ 11V,iI( I SEE SEE AIL DETAILAIL DETAIL O lir Ni e . ■ ■ 0 MAIN LATERAL FLOOR PLAN 1/4"=v-0. 10 4. 1L14 N Lt o o e 8 L I J USE 5/B'DIAM ANCHOR USE 5/B'DIAM ANCHOR BOLTS Oa 16'O.C.AT OE BOLTS 16'O.C.AT © USE 5/B'DIAM ANCHOR THIS WALL LINE ' S THIS WALL LINE BOLTS @ 16'O.C.AT LZ © THIS WALL LINE [ ,__I___.____. 4 C A r USE 5/B'DIAM ANCHOR BOLTS 0 24'O.C.AT USENOTE 6/B'DIAM ANCHOR THIS WALL LINE BOLTS @ 4B'O.C.U.N.O. J 4 D • ® LOWER LATERAL FLOOR PLAN 1/4"=1'-0" 21 SHEARWALL SCHEDULE MARK SHEATHING EDGE NAILING FIELD NAILING NOTES AL 7/16"APA RATED 8d @ 6"O.C. 8d @ 12"O.C. TYP.EXERIOR WALL SHEATHING 7/16"APA RATED 8d @ 4"O.C. 8d @ 12"O.C. DOUBLE STUDS AT SHEATHING PANEL EDGES 7/16"APA-RATED 8d @ 3"O.C. 8d @ 12"O.C. DOUBLE STUDS AT SHEATHING PANEL EDGES 7/16"APA RATED DOUBLE STUDS AT SHEATHING, EACH SIDE 8d @ 4"O.C. 8d @ 12"O.C. PANEL EDGES OF WALL 7/16"APA-RATED DOUBLE STUDS AT SHEATHING, EACH SIDE 8d @ 3"O.C. 8d @ 12"O.C. PANEL EDGES OF WALL HOLDOWN SCHEDULE MARK 'SIMPSON'HOLD DOWN ANCHOR NOTES NOTES AIL NONE REQUIRED N/A - 0 aSIMPSON MSTC40 N/A DOUBLE STUD MIN. v SIMPSON MSTC48B3 N/A DOUBLE STUD MIN. - a 28 16d FASTENERS BELOW © SIMPSON CMST12 N/A 4X6 END STUD FLOOR AND 28 ABOVE FLOOR SIMPSON HDU4-SDS2.5 SSTB2OL DOUBLE STUD MIN. v SIMPSON HDU11-SDS2.5 SB1x30 6x6 END STUD - SIMPSON HD19 PAB9 WITH 12"MIN. 6x6 STUD MIN. 6 EMBED - SHEARWALL AND HOLDDOWN NOTES: 1. ALL PLYWOOD EDGES TO BE BLOCKED 2. USE 2x PRESSURE TREATED MATERIAL WHEN IN CONTACT WITH CONCRETE. 3. ALL EXTERIOR WALLS SHEATHED WITH CONVENTIONAL SHEATHING TO BE SHEATHED AND NAILED PER SHEARWALL SCHEDULE'A' 4. ANY FASTENERS EXPOSED TO WEATHER TO BE GALVANIZED. 5. HOLDDWONS OCCUR AT EACH END OF EACH SHEARWALL SEGMENT U.N.O. 6. LAP WALL TOP PLATES 4'-0"MINIMUM W/(8)16d EACH SIDE. 7. 'SIMPSON'PRODUCTS SHALL BE INSTALLED PER MANUF.SPECIFICATIONS. 8. SHEATHING ON SHEARWALLS SHALL NOT BE INERRUPTED BY ANY WALL BUTTING INTO SHEARWALL. 9. ALL NAILS TO BE COMMON NAILS. 10. ALL SHEARWALL TO HAVE 2x STUDS SPACED 16"MAX.O.C.MAX.U.N.O. 11. ALL ANCHOR BOLTS TO HAVE 3"x 3"x 1/4"PLATE WASHERS t 12. 5/8"T1-11 IS AN ADEQUATE SUBSTITUTION FOR 7/16"SHTG.