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Plans _....... 7.-..----1-- ....._..... --31 _ Wiry - ...I , .. I ,..•:..,- :.&.,"‘,0YCTL.- -.„,., - ,. , , , ., ,,,,/---- til .' 'C's ; > 16714kJer , < . ..47•8,/}4,7* I ■ C S 0 Approved plans shall be on job site. I • I i i_ c' t ..., • i . I 1 . i - . 5 -.., fy-,t , 1 . Final I, spection approval is 1 ti requir4 prior to cecupancy ,IABIL1TY The City of Tigard and its emploYees shall not be responsitile for discrepancies , .. which nay appear herein. .............._ 4 1 70' k . .' 1 k • C, '3 Approved VE Allit 0 9 449 4 ..3...- CITY OF TIGARD Conditionally Approved . MI For only the wo as descri ibedil PERMIT NO. (7) * 14-1 1 ,, See Letter to: Follow ( ): "r--•:; 1 rk.., a in,p Job Address: ( ): .006 ...... — By : ____....1-- Date: • • VD OFFICE COPY CITY OF TIGARI) - SITE PLAN REVIEW, BUILDING PERMIT NO.:,_� - 7 -00 PLANNING DIVISION: Required SetbaSJcs: 'Approve_ 0 Not Approved Side: Street Side: l� Front. . _ Garage: Rear: IL Visual Clearance: Approved 0 Not Approved Maximum Building Height •:.,. feet CWS Service Provider Letter Required: ❑ 'Yes 0 No 0 Received 131: Date: ENGINEERING DEPARTMENT: Actual Slope:_._,_% ❑ Approved ❑ Not Approved Site Plan: IQ-Approved ❑ Not Approved B ' Ot • 1 y � 1 '34:.3 PleWy.t/ t...i ryy2° -'✓L i� H 4 • ,. ALLSTRUCTURE 1 1L Engineering LL RECEIVED 7140 SW Fir Loop, Ste. 231 • Tigard, OR 97223 MAY — 420o/ v: 503.620.4314 • f: 503.620.4304 www.allstructure.com CITY OF ► IGARD BUILDING DIVISION STRUCTURAL DOCUMENTS Project: 07156.00 9600 Ventura Court Deck Addition Portland, OR Residential Construction May 4, 2007 TABLE OF CONTENTS: Sheet No. PROJECT INFORMATION 1 SKETCHES 2 - 4 CALCULATIONS 5 - 9 REFERENCE SKETCHES FROM 10 -11 CONTRACTOR NOTES: Allstructure Engineering was hired in a limited capacity to perform the calculations provided under this cover sheet. 't Ep PROpps GINFF_ N 1 EXPIRES: 6/3W d1 PROJECT INFORMATION: Name: 9600 Ventura Ct Deck Addition Location: 9600 Ventura Ct. Portland, Oregon Code: 2004 Oregon Structural Specialty Code Scope: Design of new two -story exterior residential deck addition to existing exterior deck. Design includes, beams, columns, footings and lateral considerations. Roof Snow: 25 psf Floor Live: 40 psf Wind: 100 MPH, Exposure B Seismic: Design Category D1 Sds: 0.77 Importance Factor: 1.00 R = 6.5 (bearing walls with structural wood shear walls) A L L S T R U C T U R E 9i3O0 Lie."2.17Vie4 Aetg BY , hE DATE . 1 r / Engineering LLC CHKBY DATE 7140 SW Fir Loop, Suite 231 JOB NO el f-SS Tigard, Oregon 97223 v: 503.620.4314 • f: 503.620.4304 SHEET C OF . „ // ` ________ & (.....t...;,. uce,..rIpc. • (...40 4,a'Yt. A T7s$a greitIrt a T 1.EOC1 / C7 tt.4>'1 1.14(4..1 14' ' c_ A-,-- l i cXrSTres-)C f jwc.K_ - OM, e , A-ICI JOIST iN /.. "Z I sixo►' to/ ,,07,0s,...1.-1 �_ '3.' S ZL w / /ve/ %1` "4-S e G ''0 /C C'Srrfrre LSWE r .. ri Z Z K - 8,44-c - / 10 Z � '' k 2 LXrsiia.lC -7 ., r IZS /fo,sx -[LE~ °� c14 !e- eeAc r 1.4-W7) ' // SCZY 3 \ C N ...kr S-r it■ P 77g lrXG ( 4 \\\\\\-\\.\\\.\\ q, /L C ?7 � �, "a � Aucrs) e x5T ■ece-- oPPLE- 'r K- • ti �,� �y / , . 71 ► /t4 �1 A L L S T R U C T U R E f t_.�� //U P- i�'� � BY DATE 1 f , ,1 Al. E n g i n e e r i n g L L C CHK BY DATE 7140 SW Fir Loop, Suite 231 JOB NO 07!5 DO Tigard, Oregon 97223 v: 503.620.4314 • f: 503.620.4304 SHEET Z OF 1 Ex/s J lc_,r_,..� / /ST 7 N N\ N N ■ a , (eK..57 J o'S_ i ll °/C 44 06 .) rLAT /C- 8,C?4 �tc" 4 seize0,/ L — Z Try 4 e`'orr £C-vc_ Arc:, / `9/( WSDSX G " 6x.Aoz 6F:7 /ST Pe_t- mod!) Sc�!E!J 4771-7/3 AgCN - -. 7Z e . x-1 - fz) 1 /41 4.747o 0 Sclie SCE. /z A L L S T R U C T U R E E /L SE ez; hu �C- c,� BY "241 DATE S // /0 7 E n g i n e e r i n g L L C CHK BY DATE 7140 SW Fir Loop, Suite 231 JOB NO (-) VO Tigard, Oregon 97223 v: 503.620.4314 • f: 503.620.4304 SHEET • OF As I /-/ 4) »YO _ •. ex.'s- e.)e e 6. ,G/6.Zv o/ ' boa s . C/3(�G 3R4SE' - �2 ic.c t ° ox y L2) 14. 4? K 3d' cao C1: n /.v'7 ‘ 'sr 2 - �/ Sim PS 4_1 ser \ _ f — - Il < y pP &/ > 7.-' � / ;n./ ALLSTRUCTURE 4 /L, ,2�i, ( DECe BY RP DATESi+iv1 f A t E n g i n e e r i n g L L C CHK BY DATE 7140 SW Fir Loop, Suite 231 JOB NO 0 7/5 ` x• ©a Tigard, Oregon 97223 v: 503.620.4314 • f: 503.620.4304 SHEET 4 OF • • /V eft) FRAI ,, UC- DLL Jo!si S.T. -� " /Z e /G '*G SPA./ td ol/ L� / /� v 2 p5, / 4 � / 4 / 8.. i- L"/ 4 6 / / /t L3�yj - 5) if '- i //= /0 G' = lr ap/( 6011 = 9s i -' z' i�r c aGvenA-I A /v 1114-' 4/4 i s 4 i L'..re Har14 !' f /w //. / ; E x 1 1 ' s iZ/a S."7 d v 6)(4 ,0r Nt Z - bR-.4y ,et-/ /'y+0.*s,4ieesa 71, /tilr Zcq2- &Vfx3/ A_7 // //' / 4 . :) , / r. �U 4 /!. 6 ' _ /Gyo 5 3 O ` SZt 'Oo Ale 1.2 tze- / 6 Iry -/6fK A L L S T R U C T U R E �� AtseziklEi j) BY • 1 DATE 5 JI /01 L Engineering LLC CHKBY DATE 7140 SW Fir Loop, Suite 231 JOB NO C7 ! V. OD Tigard, Oregon 97223 v: 503.620.4314 • f: 503.620.4304 SHEET S OF sr / 1'D = 1,41 / :3 �x >o 3o • .5, 4 .tI' /i7 /2 '/ 3 5cz 7 0.1 RESt uCE� ‘ty LAO .._..., .. - ,(146.ic cp.? 09 /D /-c) ,1 A L L S T R U C T U R E /1)/e_46-4o/416 p BY / 2 A i DATE " "/!/ n • Engineering LLC CHKBY DATE 7140 SW Fir Loop, Suite 231 JOB NO 07/`5 • i7 Tigard, Oregon 97223 v: 503.620.4314 • f: 503.620.4304 SHEET 6, OF Title : Job # Dsgnr: Date: 7:33AM, 4 MAY 07 Description : Scope : - Rev: User: KW-06 0thCALC Engineering Timber Beam & Joist Page 1 (c)1983 -203- 20 EN 06 ENERCALC Engineerineering Software ' Description DECK FRAMING Timber Member Information :ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined JOIST BEAM STAIR HDR HDR SUPPORT Timber Section 2X12 6x10 4x10 4x10 Beam Width in 1.500 5.500 3.500 3.500 Beam Depth in 11.250 9.500 9.250 9.250 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade Hem Fir, No.2 Hem Fir, No.2 Hem Fir, No.2 Hem Fir, No.2 Fb - Basic Allow psi 850.0 850.0 850.0 850.0 Fv - Basic Allow psi 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Repetitive Status Repetitive No No No ■ Center Span Data Span ft 12.00 11.00 12.00 10.00 Dead Load #/ft 13.30 60.00 30.00 Live Load #/ft 53.30 240.00 120.00 Point #1 DL lbs 300.00 LL lbs 1,200.00 @ X ft 5.000 Results Ratio = 0.4651 0.7743 0.6364 0.8839 Mrnax @ Center in -k 14.39 54.45 32.40 45.00 @ X = ft 6.00 5.50 6.00 5.00 fb : Actual psi 454.7 658.2 649.1 901.6 Fb : Allowable psi 977.5 850.0 1,020.0 1,020.0 Bending OK Bending OK Bending OK Bending OK fv : Actual psi 30.1 40.9 36.4 34.7 Fv : Allowable psi 150.0 150.0 150.0 150.0 Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 79.80 330.00 180.00 150.00 LL lbs 319.80 1,320.00 720.00 600.00 Max. DL +LL lbs 399.60 1,650.00 900.00 750.00 @ Right End DL lbs 79.80 330.00 180.00 150.00 LL lbs 319.80 1,320.00 720.00 600.00 Max. DL +LL lbs 399.60 1,650.00 900.00 750.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK R Center DL Defl in l -0.027 -0.039 -0.047 -0.036 UDefl Ratio 5,369.4 3,411.7 3,087.5 3,334.4 Center LL Defl in -0.107 -0.155 -0.187 -0.144 UDefl Ratio 1,339.8 852.9 771.9 833.6 Center Total Defl in -0.134 -0.193 -0.233 -0.180 Location ft 6.000 5.500 6.000 5.000 UDefl Ratio 1,072.3 682.3 617.5 666.9 Title : Job # Dsgnr: Date: 7:37AM, 4 MAY 07 Description : Scope: Rev: 580006 User KW-060 n in Timber Column Design Page 1 (cc)19)19 EMERCALC 83 -2006 ENERCALC Engineering ering Software Description INTERIOR COLUMN General Information de Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Wood Section 6x6 Total Column Height 20.00 ft Rectangular Column Load Duration Factor 1.00 Column Depth (along y -y axis) 5.50 in Fc 700.00 psi Width (along x -x axis) 5.50 in Fb 750.00 psi Sawn E - Elastic Modulus 1,300 ksi Douglas Fir - Larch, No.2 Unbraced length for "y -y" axis sideways deflection 10.00 ft Unbraced length for "x -x" axis sideways deflection 10.00 ft Lu XX for Bending 10.00 ft Loads Dead Load Live Load Short Term Load Axial Load 1,210.00 lbs 4,840.00 lbs 0.00 lbs Eccentricity 0.000in Summary Column OK Using : 6x6, Width= 5.50in, Depth= 5.50in, Total Column Ht= 20.00ft DL +LL DL +LL +ST DL +ST fc : Compression 200.00 psi 200.00 psi 40.00 psi Fc : Allowable 519.69 psi 519.69 psi 519.69 psi fbx : Flexural 0.00 psi 0.00 psi 0.00 psi F'bx : Allowable 750.00 psi 750.00 psi 750.00 psi Interaction Value 0.3848 0.3848 0.0770 Stress Details Fc : X -X 519.69 psi For Bending Stress Calcs... Fc : Y -Y 519.69 psi Max k`Lu / d 50.00 F'c : Allowable 519.69 psi Le : Bending 18.40 ft F'c:Allow * Load Dur Factor 519.69 psi (Lu -xx " NDS Table 3.3.3 factor) F'bx 750.00 psi Rb : (Le d / b ^2) ^.5 6.336 F'bx * Load Duration Factor 750.00 psi Min. Allow k *Lu / d 11.00 Cf:Bending 1.000 For Axial Stress Calcs... Cf : Axial 1.000 Axial X -X k Lu / d 21.82 Axial Y -Y k Lu / d 21.82 5e1SYtiC b, 9,7 o, // G /cJ 7 22:x /z, Z2.c /� V l= C", 77)( O, //)('o) = /2:53# dras - "b GJ= /ca �ZZ' x Fe 44'o '? AV) �f� (0,7) ( 0. / - )r 4zl )= 4103 - �</'Sbs " S1"27tv -( GJr. SGe 'Alr ' Z Y /,e. — ' 5E. CZ) i9 t k • -' •‘)> scams e e6e2cie, mac-, �►-1 8C-ocxr.vC ,E°-/m JD /ST "' (z) ,Yzi as K , � .) .5 S 7"J�f Get e,• ,w .4)4-S - �..� f ( For Y : ' i+ '''$11"14/67^W ti A L L S T R U C T U R E i BY DATE s// /O? 7 . 11. 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CITy OF TIGARD µµ,13t ' • ry PACSTMILE TIANSMITT'AL SHEET PR 1 4 . / p a - - -- - . !ilium, Bill o 13111 Mcxse UtAINANiV: n,VPli: . A litt, ctu> 14 MAY 2007 FAX NL VNIilt: TOTAL N4). 01' PAGES INCIA1. ►)IN4 IY)VI(R: 5U3 -620 -4304 1 P11(n.I: ' .I; PR Si R1;1;14104 0; NUNII>'1 I a1 :: YOUR XI E.RIrssiCI: MAMA: «_ - - Block Wall at 9600 Ventura Ct, _ -- _____ I,jItf.:ItiN'1• 13 FOR REV 1 W 0 Flamm; COMML'N'1' 0 PI.RA+li REPLY 0 PLEASE RECYCLE Na't'I.t1CnNRuN rs: - 4 4 tOteLta lt4 id 3 At Pi .i 2-if 0C- , c t, • e , Ji oi.t. a _ 1 <) 5' ' r . ---- -( 3 �. C'1�ktt�tF7 ( � � �� 1 st./... /a A 4 - /Z1' .„--, I /6 _.• . . . _.. lr a a 1II .. �t �L C:i.7.) 1..... I M 1 tr• t'-. . -% • c .617 A I G I r `' F fr ifi ljt• X0012 a C� 1 J �r P(1 %IX 23 65'10r 1, OR. 072111 • (SIN 977-144 ffl .. • (5053 977 - 24S4 * craw 179471 • 2007 -05- 1418:18 5036204304 iwni11-70CRr! re 214.1. '1- SO-L00Z uJI 1 V/ Lriu i 1 e . uc , url.]OLUYJUY HGG.7 I MLA I U(T.G r r r _ Title : Job # Dsgnr: Date: 6:14PM, 14 MAY 07 Description : Scope : Code Ref; ACI 318 -02, 1987 UBC, 2003 IBC, 2003 NFPA 5000 Page 1� I U e seo018 Cantilevered Retaining Wall Design Ueer: KW-080747e, VW 5.8.0, 1-Nov-2008, L (c)t553.2008 ENEFloAtO EnginewIng Softwgro • Description TYP FOOTING Footing Strengths & Dimensions .� j Criteria ' i.. Dom ...`� e ■n��al. Allow Soil Bearing = 1,500.0 psf fc = 2,500 psi Fy = 60,000 psi Retained Height 3 00 n Equivalent Fluid Pressure Method Min, As % = 0.0014 Wall height above soil - 1.00 ft Heel Active Pressure 45.0 psf /ft T Width = 1.00 ft Slope Behind Wall = 0.00. 1 Toe Active Pressure = 45.0 psflft Heel Width 0.75 Height of Soil over Toe s 12.00 In Passive Pressure 250.0 psf /ft Total Footing Width 1.75 Soil Density - 110.00 psf Water height over heel = 0.0 ft Footing Thickness - 9.00 In FootingjlSoil Friction T 0.350 Key Width = 0,00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 In - for passive pressure 0.00 In K Distance from Toe = 0.00 ft Cover a Top = 3.00 in m Btm.= 3.00 in Surcharge Loads Lateral Load Applied to Stem j Adjacent Footing Load Surcharge ver Heel = 0.0 sf = 0.0 Wit djacen Foo ng Load _ 4,8 0 lbs p .. Lateral t to 0.00 ft Footing Width 2,50 ft Used To Resist Sliding & Overturning ,,.Height to lop = Eccentricity = 0.00 In Surcharge Over Toe = 0.0 psi ,,,Height to Bottom = 0.00 ft Used for Sliding & = Overturning Wall to Ftg CL Dist 3,50 ft � Footing Type Pad Axial Load Applied to Stem Base Above /Below Soil = 1 0 ft Axial Dead Load = 0.0 lbs at Back of Wall Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in ry Stem Construction Stem O Top Stem Desi n Summa OK Total Bearing Load - 749 lbs De height . ft = 0.00 ..,resultant ecc. - 4.29 In Wall Material Above "Ht" = Concrete Thickness = 6.00 Soli Pressure (g) Toe = 964 psf OK Reber Size m # 4 Soli Pressure m Heel 0 psf OK Reber Spacing - 18.00 Allowable = 1,500 psf Reber Placed at = Center _ Soil Pressure Less Than Allowable Design Data - ACl Factored @ Toe - 1,224 psf fb/FB + fa /Fa = 0.209 AC1 Factored tm Heel = 0 psf Total Force 10'» Section lbs = 369.9 Footing Shear 0 Toe L 5.7 psi OK Moment. ...Actual ft-# = 357.1 Footing Shear {fi Heel = 4.1 psi OK Moment Allowable .2 1,706.6 Allowable = 85.0 psi Shear..,,. Actual psi = 10.3 Walt Stability Ratios Shear Allowable psi = 85.0 Overturning = 1.85 OK Sliding = 1.59 (Vertical Co Bar Develop ABOVE Ht. in = 18.72 Sliding Calcs (Vertical Component Used) Bar Lap /Hook BLOW Ht. in _ 8.00 Lateral Sliding Force = Wall Weight 72.5 406.2 lbs r Depth 'd' In ° 3.00 less 100% Passive Force - 382.8 lbs Masonry ep epta less 100% Friction Force= - 262.1 lbs fm psi Added Force Req'd = 0.0 lbs OK Fa psi = ....for 1.5 : 1 Stability 3 I 0.0 lbs OK Solid Grouting = • Special Inspection Footing Design Results Modular Ratio In' _ Toe _ Heel Short Term Factor Factored Pressure = 1,224 0 psf Equiv. Solid Thick, Mu' : Upward 481 0 ft-# Masonry Block Type = Normal Weight Mu' : Downward = 156 49 ft-# Concrete Data - .psi = 2,500.0 Mu: Design = 325 49 ft-0 Fy psi = 60,000.0 Actual 1 -Way Shear - 5.74 4.14 psi y Allow 1 -Way Shear = 85.00 85.00 psi Other Acceptable Sizes & Spacings Toe Reinforcing = None Spec'd Toe: Not req'd, Mu < S " Fr Heal Reinforcing = None Spec'd Heel: Not req'd, Mu < S • Fr Key Reinforcing = None Spec'd Key; No key defined . 2007-05-14 18:19 5036204304 Page 2 -JVJVL(- 1 f HI- JL 1 VI I 1 1 V VU. Title I Job # Dsgnr: Date: 6:14PM, 14 MAY 07 Description : Scope Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Raw. 580018 _ Page i User: Kwo6o,a7e, Cantilevered Retaining Wall Design _ !0 -2006 ENERCAIC En91ntwog SrAW94 "9 • Description TYP FOOTING 1 Summa of Overturnln. & Resisting Forces & Moments , RESISTING .... OVERTURNING Force Distance Moment Force Distance Moment lbs ft ft� Item ibs ft - - Heel Active Pressure = 316.4 1.25 395.5 Soil Over Heel 82.5 1.63 134,1 Toe Active Pressure = Sloped Soil Over Heel - Surcharge Over Toe = Surcharge Over Heel Adjacent Footing Load = 89.8 0.89 62.2 Adjacent Footing Load - Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = Soil Over Toe = 110.0 0.50 55.0 SeismicLoad = Surcharge Over Toe = _ - Stem Weight(s) = 290.0 1,25 362.5 Total - 406.2 O.T.M. = 457.7 Earth 0 Stem Transitions= Resisting /Overturning Ratio = 1.95 Footing Weight r 196.9 0.88 172.3 Vertical Loads used for Soil Pressure = 748.9 lbs Key Weight = Vert. Component - 69.6 1.75 121.7 Vertical component of active pressure used for soil pressure Total = 748.9 lbs R.M. = 845.5 2007-05-14 18:19 5036204304 Page 3 Title = Job # Dagnr: Date: 6:14PM, 14 MAY 07 Description : Scope Code Ref: ACt 318 -02, 1997 UBC, 20031BC, 2003 NFPA 6000 �� s Page 2 ` User. KW- 0607478. 5.8.0,1 -Nov- Cantilevered Retaining Wail Design rc:083-20al ENERCALC Engineering 5eRw�� _ Descriptkan TYP FOOTING 1 Surnma of Overturnin! & Resistin- Forces & Momenta OVERTURNING. -. -• Force Distance M RESISTING Force Distance Moment �& ft ft-ft Item Has ft n — Heel Active Pressure 316.4 1.25 395.5 Soil Over Heel = 82.5 1.83 134.1 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe Surcharge Over Heel Adjacent Footing Load = 89.8 0.69 62.2 Adjacent Footing Load = 0.00 Added Lateral Load 9 Axial Dead Load on Stem Load : Stem Above Soil = Soil Over Toe = 110,0 0.50 5 SeismicLoad = Surcharge Over Toe = _ Stem Weight(s) 290.0 1.25 362.5 Total 408.2 O.T.M. = 457.7 Earth @ Stem Transitions= ResistingkOvefturning Ratio = 1.85 Footing Weight = 196.9 0.88 172.3 Vertical Loads used for Soil Pressure Key Weight - _ 748.9 ibs Vert. Component - 69.6 1.75 121.7 Vertical component of active pressure used for soil pressure Total 74 148.9 fns R.M.= 845.5 • 2007 -05- 1418 :19 5036204304 Page 3 Main Officg Salem Office Bend Office P .O. Bcx 23814 0 Hudson Ave., NE P.O. Box 7918 u • Tigard, Oregon 97281 Salem, OR 97301 Bend, OR 97708 CarisonTe tiri Iiic, Phone (503) 684 -3460 Phone (503) 589 -1252 Phone (541) 330 -9155 FAX (503) 684-0954 FAX (503) 589 1309 FAX (541) 330 -9163 Moisture - Density Relationsh 595 A ; Client: The Morse Company LLC - Bill Morse Project: Wilberding Residence - Remodel 05/05/08 Job Number: T0806634 Material Type: 3/4" - 0 Rock Location: Stockpile Source: Tigard Sand and Gravel Test Method: ASTM D -1557 C, C -136, D -2216 Date Sampled: 04/23/08 Sample Method: ASTM D -75 Date Tested: 04/25/08 Preparation Method: Moist Oversized Material: Removed Compacting Method: Manual Hammer Type: Circular 131 130 – 129 — 128 > r.+ d p 127 126 - 125 124 - — 10 11 12 13 14 15 16 Moisture Content ( %) Zero Air Voids Line = 2.900 Optimum Moisture: 13.2% Max. Dry Density: 130.2 lbs/ft' Adjusted Opt Moisture: 12.6% Adjusted Max Dens" y: 132.0 Ibs /ft' sh Percent Passing 314" Sieve: 92.5% CC: The Morse Company LLC - Bill Morse City of Tigard Building Division Alllstructure Engineering - Ryan Hardie Reviewed By: Ji • ietpas - Project Manager Test results pertain to the specific material tested /inspected only and rnav not be rep essntative of other locations or elevations. Irfr i_iT'.. c or. ; rr+ herein is not it f r ��i: , �,; . r � n ,ill �,�iil,; I� :r °r ... afinr, frr,i !ru: r YIa (E2 Y7,; -5• .. F Main Office Olem Office Bend Office P.O. Box 23814 4060 Hudson Ave., NE P.O. Box 7918 Tigard, Oregon 97281 Salem, Oregon 97301 Bend, Oregon 97708 Carlson 'Fasting co Phone (503) 684 -3460 Phone (503) 589 -1252 Phone (541) 330 -9155 Fax (503) 684 -0954 Fax (503) 589 -1309 Fax (541) 330 -9163 Daily Report of Proprietary Anchors Client: BJ WILBERDING Project: WILBERDING RESIDENCE - DECK ADDITION CTI Job #: T0704567. Address: 9600 VENTURA COURT TIGARD OR Jurisdiction: TIGARD CTI representative M. WAGONER was on site this date May. 18, 2007 to perform Special Inspection for: Permit NOT ON SITE DFS #(s) PO Number: SCOPE OF INSPECTION Location of proprietary anchors inspected [to include grid 1. Checked in with superintendent or client representative. lines, elevations (floors) and drawing details]: Name: BILL OBSERVED INSTALLATION OF (6) #4 BAR INTO Company: BILL MORSE COMPANY EXISTING SLAB INTO SECTIONS THAT HAD BEEN CUT OUT OF THE SLAB IN FRONT OF EXISTING 6X6 POSTS 2. Inspection was "IBC" ® Continuous El Periodic HOLDING UP AN EXISTING DECK. (2) PCS OF REBAR 3. Work performed: © In the field At precast shop PER SECTION, (3) SECTIONS. ALL HOLES WERE 8 -1/2" DEEP. WORK WAS DONE PER PAGE 4 OF AN ENGR. DWG. 4. If shop inspection do they have fabrication and QC SEE NOTES ON THE FOLLOWING PAGE FOR NCL ITEMS. procedures? El Yes ❑ No in N/A PROPRIETARY ANCHORS REPORT SUMMARY Yes No N/A 1. Reviewed previous inspection reports? X 1. Work inspected was: © Completed ❑ In progress 2. Reviewed evaluation report? X 3. Verified manufacturer's anchor use conforms X 2. Completed work inspected was not in compliance with to acceptance criteria in report summary. 0 Approved plans and specifications El Shop drawings Verified:following items meet manufacturer's D RFI 0 Design change © Submittal 0 N/A published installation instructions. 4. Verified minimum embedment depth of the Document #(s) ENGR. DOCS Dated: anchors. X 3. Noncompliance item(s) were noted this date, details on 5.Verified installation of the anchors. X following page(s). © Yes 0 No 0 N/A 6: Verified anchor diameter. x 7. Verified steel grade. x 4. Noncompliance item(s) were reinspected this date, details 8. Verified hole diameter. on following page(s). El Yes 0 No ® N/A x 9. Verified type of drill bit used. x Conform Remain in progress 10. Verified cleanliness of hole and anchor. x 11. Verified adhesive application. x Report(s) findings were discussed and left with BILL Evaluation report number ESR -1772 of BILL MORSE COMPANY Name of product being installed S IMPSON SET -PAC EZ Batch Number 427280KK Expiration Date 01 -2008 Based on the Code, approval is required from the Building Official before the SPECIAL INSPECTED items noted above can be covered. Carlson Testing has no authority to direct work of contractors or subcontractors. 2 See additional report page(s). 0 Distribute attachments. Page 1 of 2 Daily Report of Proprietary Anchill For: 05/18/2007 CTI Job #: T0704567. Project: WILBERDING RESIDENCE - DECK ADDITION Notes: SEE INCOMPLETED ITEMS LIST (NCL) ATTACHED. THE FOLLOWING NON- COMPLYING ITEMS WERE OBSERVED: NCL 1: NO APPROVED PLANS ON SITE. NCL 2: NO PERMIT ON SITE. In some cases more than one box may be checked for a given item on the front page. Our reports pertain to the material tested /inspected only. Information contained herein is not to be reproduced, except in full, without prior authorization from this office. If there are any further questions regarding this matter, please do not hesitate to contact this office. Respectfully submitted, CARLSON TESTING, INC. Reviewed By: Steven W Leach Review Date: 06/06/2007 MCW /SB BJ WILBERDING TO: CITY OF TIGARD BUILDING DIVISION ALLSTRUCTURE ENGINEERING THE MORSE COMPANY LLC - BILL MORSE 503 - 977 - 2459 Carlson Testing, Inc. Incompleted Items List (NCL) :S Jun 06, 2007 T0704567. Project Name: WILBERDING RESIDENCE - DECK ADDITION Project Address: 9600 VENTURA COURT TIGARD OR Permit No: BUP2007 -00254 P.O. No: Project Manager: STEVEN W. LEACH Item # Insp. Date Item Description Compliance CTI Sign -Off Date Corrected 1 MCW 05/18/2007 NO APPROVED PLANS ON SITE. 2 MCW 05/18/2007 NO PERMIT ON SITE. • • BJ WILBERDING TO:CITY OF TIGARD BUILDING DIVISION ALLSTRUCTURE ENGINEERING THE MORSE COMPANY LLC - BILL MORSE Page: 1 Carlson Testing Inc. Non- Compliance Items List (NCL) - 1 � Main Office Salem Office Bend Office PO Box 23814 4060 Hudson Ave. NE PO Box 7918 Tigard, Ore 97281 Salem, Ore 97301 Bend, Ore 97708 Phone 503 - 684 -3460 Phone 503 -589 -1252 Phone 541- 330 -9155 FAX 503- 684 -0954 FAX 503 -589 -1309 FAX 541- 330 -9163 Project Name: Wilberding Deck Addition Date: 5/18/07 Job Address: 9600 SW Ventura Ct./Tigard CTI Job No. NO287104 Permit No.: NA • Item Insp. Todays Item Description Compliance Signed Off Date # Initials Date By Initials Corrected A0 r w' 5/18/07 No permit on site B r 5/18/07 No approved plans on site • • `.4 Y-^ ■/