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• UNITED ENGINEERING, INC. Consulting Engineering * Civil * Structural * Environmental Engineering * Planning 922 N. Killingsworth St. - Suite: lA Telephone : Portland, OR 97217 Fax : (503) 283 7 ileN ` D USA Email : jaimeli■ /e.s grep LI I Y OF TIGARD BUILDING D IVISION Project Name Jeff Birney Project Address 14265 SW 100th avenue OFFICE COPY Project Location Tigard, Oregon 97224 • Approved plans Project Code Jeff • � _ , _ „ '•b site. O -T D PROp$. r IN E S %O 7 4: � ;� "` ` 9 n, � CITY OF TIGARD l' 14 Approved .. - Alv --41 /ME J. � Conditionally Approved [ [�j ESOZIMMIgle See Letter to: Follow [ J Attached [ ] EXCLUSION OF LIABILITIES Permit Number. MST2YJ — cot 91 I. DISCLAIMER AND RELEASE B `t Date: / .A G Buyer hereby waives, releases and renounces all warranties (express or implied), obligations and liabilities of United Engineering, Inc. and all other rights and claims and all other remedies against United Engineering, Inc. with respect to any nonconformity, i� er installation, workmanship or material. This permit does not authorize die viola o f any rights of holders of private easements. The ap- II. EXCLUSION OF CONSEQUENTIAL AND OTHER D plicant is urged to contact any such parties and Q ��c�r��Pl>�appmval before re commencing work. United Engineering, Inc. shall have no obligation of liability, whether arising in contract (including warranty), Tort (including active, passive, or imputed negligence) or otherwise, for loss or use, revenue or profit, or for any other incidental or consequential damage. LIABILITY Date: August 4, 2009 and its employees shall not be responsible for discrepancies United Engineering, Inc. 109th Street Condos, Units 1, 2, 3, 4.xls which may appear herei9age i . . . . . , . UNITED ENGINEERING, INC. Consulting Engineering * Civil * Structural * Environmental Engineering * Planning ucTu . PROp 4 922 N. Killingsworth St. - Suite: 1A 0 11 Portland, OR 97217 USA Telephon i t gt* ■ty. • 7 Email : jaimelim@asianreporter.com Fax : (50 ,:; 'i ' , g r 1111 — r Tiet Am/ R 1 . . .i 7•........................,..............u... ............. - • mmumumm mil mmummum°1110111111919... :1 1 ............. ....... .. • • .......... MEMMEMMOMM 0 .. ..............1.1... r . 1 II 00 . 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J SW m i M mm. A IM 71 • Immil NII I tX) mmumliftlill 1 19 ' Emu m imommn. 1m mua mil INIIIIIIIIiiiimm mumbummieurArlyri imri __ _, • s •• III ... i mm rmi., Ems . • -41 • Mimi kW UNG" Mi am... 1 mom Lim: ummm ommum mown mamma • ti L mai ill 1111221 lowilimmimmum 1 L . 1 • jr-H- Z. ---- T - - -- _ • I v) /? VIct --L4 - - j-1-1-L-1--- • . , . UNITED ENGINEERING, INC. Consulting Engineering * Civil * Structural * Environmental Engineering * Planning ■ . 922 N. Killingsworth St. - Suite: lA Portland, OR 97217 USA Telephone : (503) 289 -7775 Email : jaimelim @asianreporter.com Fax : (503) 283 -4445 . • • pri ir� air I � a 26g GAL. FLASHING / 1 7C° °LO K N6 2 X DEC FRAMING I 24° OLOGKN° j 1 SURFACE MATERIAL • (SEE PLAN FOR SIZES �, AND SPACING) � / � CO* WRAP OVER .1018T6 AND • I 11� .. ,..:I.N. . :./ NAIL a e °E CH D, � " ANC) O , "' .' P.T. 2 X 10 LEDGER W/ AT EACH d016T. - ' � 1 (2) ' 'p X 3k3' LAG BOLT W/ WASHERS 9 16' 0/C 'SIMPSON' HU210TF TOP FLANGE HGR (EA. JST) . • ALL DECK MATERIAL(5) TO CONFORM WITH U.B.C. • SECTION 2311.12 OR AS REQUIRED BY LOCAL el CODES • PLAN VIEIU OF PECK BRACING 2 DECK LEDGER 3 1i_0• s--/5/4( / 44- � n = / ,Psf2(, / >c 0 5 — 2 5 - e " / c/i / G._ J J �?,c� E > ✓ . / . I " • /- � � ""�� PF20F t ..IL `` • 1 O 1 s �0 ' L f jam- C- /ti' Cr f , 2 ( %o ) .�. 6,55 "1 14>r,'', , �' 3:- ti 5 /-' 5/ J S/6 ;T/Z_ / �/A* m "' b " .1 14 ` �y` ME r .`� V , XE ._- United Engineering, Inc. �- Page UNITED ENGINEERING, INC. Consulting Engineering * Civil * Structural * Environmental Engineering * Planning a 922 N. Killingsworth St. - Suite: 1A Portland, OR 97217 USA Telephone : (503) 289 -7775 Email : jaimelim @asianreporter.com Fax : (503) 283 -4445 — s: t .1 S/ M,,p Ai c.c., ho e, -,,.2__./e-- LU,,''7N c2.4/2 ,vCSURq< r PR 1N S i ----- TE---, C. (.--C) "1 Al I ' 7;4. Is T- -ON et, 4')-' 14 ,g`t n e....j., E4/ ©Z u M A/ 2 ,4 L ES: E . \-\'s E XPIRES II 5/ ,— p Pry 6 G , r65 MIEMI United Engineering, Inc. 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L . .. z ___ . __. _ iiiili __4 __. _i__. _ __ i . .... _ . t i i__ .. ....t 1 _ _ _. _ . ,_ 1 ____„_ . { Project: Jeff Birney page Jaime Lim, P.E. Location: Uniformly Loaded Floor DECK Beam 2 First United Engineering Uniformly Loaded Floor Beam '( [2006 International Building Code(2005 NDS)];. 922 N. Killingsworth St. or 5.5 IN x 11.5 IN x 12.0 FT Portland, Oregon 97217 #2 - Douglas- Fir -Larch - Dry Use Section Adequate By: 5.9% StruCalc Version 8.0.98.0 8/3/2009 4:28:47 PM Controlling Factor: Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.19 IN L/777 Dead Load 0.05 in Total Load 0.24 IN L/603 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 2160 lb 2160 lb Dead Load 622 lb 622 lb Total Load 2782 lb 2782 lb Bearing Length 0.81 in 0.81 in BEAM DATA Center Span Length 12 ft A 12 ft Unbraced Length -Top 0 ft Floor Duration Factor 1.00 Notch Depth 0.00 FLOOR LOADING MATERIAL PROPERTIES Side 1 Side 2 #2 - Douglas- Fir -Larch Floor Live Load FLL = 60 psf 60 psf Base Values Adjusted Floor Dead Load FDL = 15 psf 15 psf Bending Stress: Fb = 875 psi Fb' = 875 psi Floor Tributary Width FTW = 5 ft 1 ft Cd =1.00 CF =1.00' Wall Load WALL = 0 plf Shear Stress: Fv = 170 psi Fv' = 170 psi BEAM LOADING Cd =1.00 Beam Total Live Load: wL = 360 plf Modulus of Elasticity: E = 1300 ksi E' = 1300 ksi Beam Total Dead Load: wD = 90 plf Min. Mod. of Elasticity: E _min = 470 ksi E min' = 470 ksi Beam Self Weight: BSW = 14 plf Comp. - to Grain: Fc - - = 625 psi Fc - = 625 psi Total Maximum Load: wT = 464 plf Controlling Moment: 8347 ft -lb 6.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 2393 lb At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 114.47 in3 121.23 in3 Area (Shear): 21.11 in2 63.25 in2 Moment of Inertia (deflection): 322.95 in4 697.07 in4 Moment: 8347 ft-lb 8840 ft -lb Shear: 2393 lb 7168 lb NOTES PPop n , 14 \ v EXPIRES. • page Project: Jeff Birney Jaime Lim, P.E. Location: Floor DECK Joist 1 First United Engineering / Floor Joist } 922 N. Killingsworth St. o f [2006 International Building Code(2005 NDS)] ,.; Portland, Oregon 97217 1.5 IN x 9.25 IN x 10.0 FT @ 16 0.C. #2 - Douglas- Fir -Larch - Dry Use Section Adequate By: 62.4% StruCalc Version 8.0.98.0 8/3/2009 4:22:45 PM Controlling Factor: Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.11 IN U1055 Dead Load 0.03 in Total Load 0.14 IN U844 Live Load Deflection Criteria: U480 Total Load Deflection Criteria: L/360 REACTIONS A_ Live Load 400 lb 400 lb Dead Load 100 lb 100 lb Total Load 500 lb 500 lb Bearing Length 0.53 in 0.53 in BEAM DATA Center Span Length 10 ft • to ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Floor sheathing applied to top of joists -top of joists fully braced. JOIST LOADING Floor Duration Factor 1.00 Uniform Floor Loading Center MATERIAL PROPERTIES Live Load LL = 60 psf #2 - Douglas- Fir -Larch Dead Load DL = 15 psf Base Values Adjusted Total Load TL = 75 psf Bending Stress: Fb = 900 psi Fb' = 1139 psi TL Adj. For Joist Spacing wT = 100 plf Cd =1.00 CF =1.10 Cr=1.15 Shear Stress: Fv = 180 psi Fv' = 180 psi Cd =1.00 Modulus of Elasticity: E = 1600 ksi E' = 1600 ksi Min. Mod. of Elasticity: E_min = 580 ksi E_min' = 580 ksi Comp. Fc - 625 psi Fc - 625 psi ; "RUc TuRAiz PROP Controlling Moment: 1250 ft-lb S 5.0 Ft from left support of span 2 (Center Span) FFp � Created by combining all dead loads and live loads on span(s) 2 j 7- Controlling Shear: -430 lb At a distance d from right support of span 2 (Center Span) • Created by combining all dead loads and live loads on span(s) 2 t 1g 1 ` t ' 14 Comparisons with required sections: Req'd Provided Section Modulus: 13.18 in3 21.39 in3 Area (Shear): 3.58 in2 13.88 in2 EXPIRES: Moment of Inertia (deflection): 44.99 in4 98.93 in4 Moment: 1250 ft -lb 2029 ft-lb Shear: -430 lb 1665 lb NOTES • page Project: Jeff Birney Jaime Lim, P.E. Location: Column 3 First United En Column =t, Engineering , [2006 International Building Code(2005 NDS)] 922 N. Killingsworth St. o f ' ineerin 5.5 IN x 5.5 IN x 8.0 FT Portland, Oregon 97217 #2 - Douglas- Fir -Larch - Dry Use Section Adequate By: 17.0% StruCalc Version 8.0.98.0 8/3/2009 4:25:34 PM LOADING DIAGRAM VERTICAL REACTIONS Live Load: Vert- LL -Rxn = 4000 lb Dead Load: Vert- DL -Rxn = 2052 lb Total Load: Vert- TL -Rxn = 6052 lb B COLUMN DATA Total Column Length: 8 ft Unbraced Length (X -Axis) Ly: 8 ft Unbraced Length (Y -Axis) Ly: 8 ft Column End Condtion -K (e): 1 Load Eccentricity (X -Axis) - ex: 2 in Load Eccentricity (Y -Axis) - ey: 0 in Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2 - Douglas- Fir -Larch Base Values Adjusted Compressive Stress: Fc = 700 psi Fc' = 595 psi 8 ft Cd =1.00 Cp =0.85 Bending Stress (X -X Axis): Fbx = 750 psi Fbx' = 750 psi Cd =1.00 CF=/.00 Bending Stress (Y -Y Axis): Fby = 750 psi Fby' = 750 psi Cd =1.00 CF =1.00 Modulus of Elasticity: E = 1300 ksi E' = 1300 ksi Min. Mod. of Elasticity: E_min = 470 ksi E_min' = 470 ksi • Column Section (X -X Axis): dx = 5.5 in Column Section (Y -Y Axis): dy = 5.5 in Area: A = 30.25 in2 Section Modulus (X -X Axis): Sx = 27.73 in3 A Section Modulus (Y -Y Axis): Sy = 27.73 in3 Slenderness Ratio: Lex/dx = 17.45 AXIAL LOADING Ley /dy = 17.45 Live Load: PL = 4000 lb Dead Load: PD = 2000 lb Column Calculations (Controlling Case Only): Column Self Weight: CSW = 52 lb , ,A Controlling Load Case: Axial Total Load Only (L + D) Total Load: PT = 6052 lb /'`� t z O,. Actual Compressive Stress: Fc = 200 psi P • Allowable Compressive Stress: Fc' = 595 psi /4 G " , n " p Eccentricity Moment (X -X Axis): Mx -ex = 1000 ft-lb "_ ., 1 'A Eccentricity Moment (Y -Y Axis): My -ey = 0 ft -Ib fr . Q Moment Due to Lateral Loads (X -X Axis): Mx = 0 ft -lb , I/ /, Moment Due to Lateral Loads (Y -Y Axis): My = 0 ft -lb R Bending Stress Lateral Loads Only (X -X Axis): Fbx = 0 psi v 14 1`� Allowable Bending Stress (X -X Axis): Fbx' = 750 psi �,<� J. Ltd Bending Stress Lateral Loads Only (Y -Y Axis): Fby = 0 psi L EyFIrES' Allowable Bending Stress (Y -Y Axis): Fby' = 750 psi Combined Stress Factor: CSF = 0.83 NOTES 7 page Project: Jeff Birney Jaim, P.E. Location: Footing 2 "' r First e Unite En ineerin - Footing --- ' ) . .. 9 9 [2006 International Building Code(2005 NDS)] 922 N. Kill r egon 9 St. of Footing Size: 1.5 FT x 1.5 FT x 10.00 IN Portland, Oregon 97217 Reinforcement: #4 Bars @ 11.00 IN. O.C. E/W / (2) min. Section Footing Design Adequate StruCalc Version 8.0.98.0 8/3/2009 4:27:15 PM 1 FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs = 1500 psf Concrete Compressive Strength: F'c = 2500 psi Reinforcing Steel Yield Strength: Fy = 40000 psi Concrete Reinforcement Cover: c • 3 in FOOTING SIZE Width: W = 1.5 ft Length: L = 1.5 ft Depth: Depth = 10 in Effective Depth to Top Layer of Steel: d = 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Steel Column in —I Column Width: m = 4 in Column Depth: n = 4 in — I I Baseplate Width: bsw = 6 in Baseplate Length: bsl = 6 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu = 1333 psf loin Effective Allowable Soil Bearing Pressure: Qe = 1375 psf Required Footing Area: Areq = 2.18 sf (-, 0 Area Provided: A = 2.25 sf l 1 Baseplate Bearing: Bearing Required: Bear = 4400 lb 3 in Allowable Bearing: Bear -A = 99450 lb Beam Shear Calculations (One Way Shear): — Beam Shear: Vu1 = 61 lb 1 1.5 ft I Allowable Beam Shear: Vc1 = 8438 lb Punching Shear Calculations (Two Way Shear): Critical Perimeter: Bo = 45 in FOOTING LOADING Punching Shear: Vu2 = 2681 lb Live Load: PL = 2000 lb Allowable Punching Shear (ACI 11 -35): vc2 -a = 63281 lb Dead Load: PD = 1000 lb Allowable Punching Shear (ACI 11 -36): vc2 -b = 79688 lb Total Load: PT = 3000 lb Allowable Punching Shear (ACI 11 -37): vc2 -c = 42188 lb Ultimate Factored Load: Pu = 4400 lb Controlling Allowable Punching Shear: vc2 = 42188 lb u c . uR Bending Calculations: q Factored Moment: Mu = 5164 in -lb ; 0 PROF. Nominal Moment Strength: Mn = 85413 in -lb t ;` , G t N �0 Reinforcement Calculations: ,Q Concrete Compressive Block Depth: a = 0.41 in d / + Steel Required Based on Moment: As(1) = 0.02 in2 r, eGON Min. Code Req'd Reinf. (Shrink./Temp. (ACI - 10.5.4): As(2) = 0.36 in2 Controlling Reinforcing Steel: As -reqd = 0.36 in2 i 4 '14 'N Selected Reinforcement: #4's @ 11.0 in. o.c. e/w (2) Min. , A' \ Ci' Reinforcement Area Provided: As = 0.39 in2 / / wE J • Development Length Calculations: EX• RES: Development Length Required: Ld = 15 in Development Length Supplied: Ld -sup = 3.5 in Note: Plain concrete adequate for bending, therefore adequate development length not required. NOTES g page Project: Jeff Birney Jaime Lim, P.E. Location: Footing 1 First United Engineering Footing ` 922 N. Killingsworth St. of [2006 International Building Code(2005 NDS)] Footing Size: 2.5 FT x 2.5 FT x 10.00 IN Portland, Oregon 97217 Reinforcement: #4 Bars @ 7.00 IN. O.C. E/W / (4) min. Section Footing Design Adequate StruCalc Version 8.0.98.0 8/10/2009 11:48:13 AM FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs = 1500 psf Concrete Compressive Strength: F'c = 2500 psi Reinforcing Steel Yield Strength: Fy = 40000 psi Concrete Reinforcement Cover: c = 3 in FOOTING SIZE Width: W = 2.5 ft Length: L = 2.5 ft Depth: Depth = 10 in Effective Depth to Top Layer of Steel: d = 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Steel Column Width: m = 4 in Column Depth: n = 4 in Baseplate Width: bsw = 6 in Baseplate Length: bsl = 6 in FOOTING CALCULATIONS r 4in ---- Bearing Calculations: Ultimate Bearing Pressure: Qu = 960 psf Effective Allowable Soil Bearing Pressure: Qe = 1375 psf Required Footing Area: Areq = 4.36 sf Area Provided: A = 6.25 sf 10 in Baseplate Bearing: Bearing Required: Bear 8800 lb ' Beam Shear Calculations (One Way Shear): Bear -A = 99450 lb 1 3 in Allowable Bearing: Beam Shear: Vu1 = 1833 lb _ 2.5n — - -- Allowable Beam Shear: Vc1 = 14063 lb Punching Shear Calculations (Two Way Shear): Critical Perimeter: Bo = 45 in FOOTING LOADING Punching Shear: Vu2 = 7563 lb Live Load: PL = 4000 lb Allowable Punching Shear (ACI 11 -35): vc2 -a = 63281 lb Dead Load: PD = 2000 lb Allowable Punching Shear (ACI 11 -36): vc2 -b = 79688 lb Total Load: PT = 6000 lb Allowable Punching Shear (ACI 11 -37): vc2 -c = 42188 lb Ultimate Factored Load: Pu = 8800 lb Controlling Allowable Punching Shear: vc2 = 42188 lb Bending Calculations: Factored Moment: Mu = 22917 in -lb Nominal Moment Strength: Mn = 169665 in -lb Reinforcement Calculations: Concrete Compressive Block Depth: a = 0.49 in Steel Required Based on Moment: As(1) = 0.10 in2 Min. Code Req'd Reinf. (Shrink./Temp. (ACI- 10.5.4): As(2) = 0.60 in2 Controlling Reinforcing Steel: As -reqd = 0.60 in2 Selected Reinforcement: #4's @ 7.0 in. o.c. e/w (4) Min. Reinforcement Area Provided: As = 0.79 in2 Development Length Calculations: Development Length Required: Ld = 15 in Development Length Supplied: Ld -sup = 9.5 in Note: Plain concrete adequate for bending, therefore adequate development length not required. NOTES „ . f.) ; 1 401 PROPOSED DEC 110' FROM ; STRUCTURE) _ iv 3: xisrtriG DECK ROM STRUCTURE) iffel 41111 21 IgI '7 .' ,‘„ 25' ii •=0 ;pi; ;X'; ! , -4 , 30; ' c*, , fr4V - 38' ;IA AAtp 9*; 1 I's D r r # i'xra ' kof . • CITY OF TIGARD BUILDING DIVISION CITY OF TIGARD - SITE PLAN REVIEW BUILDING PERMIT NO.: 1 T2ap - GO(c PLANNING DIVISION Setc1;_c r/;, ,,.__ , / Side Not .A. o roe ed t aj. 5 Front .. Visual C3;•�rari;:� Rear: Maximtg P , ;; , ;, � Not Approved • rwS s,... ._...L; ,•equired: 0 Yes , No B dtt Dl A f !Vi Actual ope: g Actual a : j Approved 0 Not Approved S Date: Z'Appro ❑ of ' pproved Notes: CITY OF TICA IT Np SITE PLAN REVIEW BUILDING PERM � T 2a. pproved • Street Trees. Protected T .. . Approved V Approved O A Notes: t co c re- cc Date: 7p st ' P • . U