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Plans (2)
IIIIIIIIIIIIIII F r 3 At,sri` C1Z- This design preparednfrom computer input by 7 S /j ARIEL TRUSS VANCOUVER, WASHINGTON LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" 7 IBC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #18BTR LOAD DURATION INCREASE = 1.15 1- 2=( -55) 76 2- 8=(-1442) 4165 8- 3=( 0) 290 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 DF STAND 2- 3=(-4551) 1624 8- 9=(•1455) 4163 3- 9=(•1112) 302 2x4 DF #1&8TR A 3. 4=(-3258) 1255 9.10=(-1455) 4163 9- 4=( -805) 2507 LOADING 4- 5=(-3258) 1255 10- 6=(-1443) 4165 9. 5=(-1112) 302 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-4551) 1624 5-10=( 0) 290 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -55) 76 BC LATERAL SUPPORT <= 12"OC. UON, TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0' 18.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Conn,cto Cpa (or no ig LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -186/ 1263V -154/ 154H 5.50" 2.02 OF ( 625) prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2009 AND INC 2009 NOT BEING MET. 28'- 0.0' -186/ 1263V -154/ 154H 5.50" 2.02 DF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/18 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX LL DEFL -0.011' @ -1'- 6.0" Allowed 0 0.150" MAX TL DEFL = -0.013" @ -1'- 6.0" Allowed = 0.200° MAX LL DEFL = -0.458" @ 13'- 0.0" Allowed = 1.254° MAX TL DEFL = -0.771' @ 13'- 0.0" Allowed = 1.672" MAX LL DEFL = -0.011" @ 27'- 6.0° Allowed = 0.150" MAX TL DEFL = -0.013° @ 27'- 6.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.393" @ 25'- 6.5" 13-00 MAX HORIZ. TL DEFL = 0.661" @ 25'- 6.5" 13.00 1' , This truss does not include any time dependent 7-01-02 5-10-14 5-10-14 7-01-02 deformation for long term loading (creep) in the 'r '( 'r f f total load deflection. The building designer 12 shall verify that this parameter fits with the 6.00 IIM-6X6 12 intended use of this component. X16,00 6.0" Design conforms to main windforce-resisting 4 system and components and cladding criteria. PR Wind: 110 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, oad duration factor=1.6 M-3x4 jimmic M-3x4 o9 M18HS-9x10 8 tr M-1.5x4 M-1.5x4 ...co....., r . d .a' SA '� M 4x12 M-4x12CD ` X4.00 f fir' PE 12 WEDGE REQUIRED AT HEEL(S). 4.00[� a' �T (� 12 y i' k i' y 7 ‘, OREGON 6-11-06 6-00-10 6-00-10 6-11-06 a ,1 i� I� C y y fir 0 1-06 13-00 )' 13-00 1-06k )" QTY ''' -2r y1 06 y 26-00 kj S00 1 06 EXP RES: 12-31-12 JOB NAME: SWAN 26-0-0 - Al Scale: 0.2320 WARNINGS: GENERAL NOTES,unless otherwise noted: - 0$ A 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review `47dj� Truss: Al and Warnings before construction commences. and approval is the responsibility of the building designer,not the W 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. �* '94.0_2:7", ,y{ 3.AN lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at ' ,..,j SI' (? `�/' DES. BY: BC stability bracing must be designed by designer of complete structure. 2'o.c.end at 10'o.c.respectively unless braced throughout their length by ly x do (�. Com uTros assumes no responsibility for such bract continuous sheathing such as plywood sheathing(TC)and/or drywall(BC), >b ,Or . DATE: 7/18/2012 D Pa NY ng. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 5244207 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design beds be applied to any component. and are for"dry condition"of use. r i�,�, TRANS I D: 344272 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if ~I� 98 fabrication,handling, necessary. «`iii shipment and installation of components. 7.Design assumes adequate drainage is provided. R 6.This design is furnished subject to the he lineations set forth b 1 Y 8.Plates shall coincide located on both faces of truss,and placed so their center 1111111 11111 11111 VIII Hl11 11111 VIII till 1111 TP WYrCA in SCSI,copies of which will be furnished upon request. a.lines idawith joint center lines. M„� 'I M Tek USA,Inc./CompuTrus Software 7.6.3-8P6(1 L)-E 10.Digits basic connecto relate design values see ESR-1311,ESR-1888(MITek) ,. ' 1111llllllII 1 A 1 This design tpreparednfrom computer input by - ARIEL TRUSS VANCOUVER, WASHINGTON LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" Design conforms to main windforce-resisting TC: 2x4 DF k1&BTR LOAD DURATION INCREASE = 1.15 system and components and cladding criteria. BC: 2x4 DF let&BTR SPACED 24.0" O.C. c Wind: 110 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, TC LATERAL SUPPORT <= 12"OC. UON. LOADING Enclosed, Cat.2 Exp.B, MWFRS, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF interior zone, loadd duration factor=1.6 Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF C 8,CN18 (or no prefix) = CompuTrus, Inc TOTAL LOAD = 42.0 PSF Gable end truss on continuous bearing wall VON. M,M20HS,,CN1$ (or = Mprek MT series M-1x2 or equal typical at stud verticals. LL = 25 PSF Ground Snow (Pg) Refer to CompuTrus gable end detail for complete specifications. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Truss designed for wind loads in the plane of the truss only. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 13-00 13-00 12 T 6.00R- TIM-4x4 12 '-';:i6.00 N_N '� " . M-3x6(S) s "f M-2.5x4 31-21:5 ;40pE: y '.,-.-'p OREGON 10 00 y 16 00 s ,,- 6, , 1-06 26-00 it 664114 EXPIRES: 12-31-12 JOB NAME: SWAN 26-0-0 - A2 Scale: 0.3070 WARNINGS: GENERAL NOTES,unless otherwise noted: �Cl a• h� 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review t,)) {Y Truss: A2 and Wamings before construction commences. and approval is the responsibility of the building designer,not thef,, Q wA47. ra 2.2x4 compression web bracing must be installed where shown+. truss designer or truss engineer. 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at P'' L7 CA n.. DES. BY: BC stability bracing must be designed by designer of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by a+, a CompuTrus assumes no responsibility for such continuous sheathing such as plywood sheathing(TC)and/or drywalkBC. 4 DATE: 7/18/2012 p Po leY bracing. 3.2x Impact bridging or lateral bracing required where shown++ V rl 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 5244208fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, r!,} TRANS I D: 344272 design beds be applied to any component. and are for"dry condition"of use. 8.Design assumes full bearing at all supports shown.Shim or wedge98 5.CompuTrus has no control over end assumes no responsibility for the g 9 PP 'd 44R fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. "!, r-A.� 8.This design G furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center im. 111111111111111111 TPIIWTCA in SCSI,copies of which will be furnished upon request. Tines coincide with Joint center linea 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.3SP6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) Zarosinski Engineering& Design, Inc. 1400 NW 155th Circle E Vancouver, WA 98685 Phone: (360)513-2746 ZAROSINSKI ENGINEERING 8.DESIGN Email:dzaro@zaroeng.com Vertical and Lateral Calculations For 7255 SW Shady Lane, Tigard, OR 97223-9149 Single Family Residence 2nd Story Addition Calculations by Dean P. Zarosinski PE July 2, 2012 8 PROfirtv i:40%mr,v, • • f,•+ / E GO NO 9,p 16. t9 ZARC1 !EXPIRES: S-30—/¢-1 /L o 'le-610ctri0(. Coo. Zarosinski Engineering& Design,Inc. 1400 NW 155`h Circle Vancouver,WA 98685 Phone:(360)513-2746 ZAROSINSKI mail:dzaro@zaroeng.com ENGME.92V SKI Aao/770A L GALLS /4-cD '2S5. S shIA,a y/.A4iE fie / LOAD 67,-/ x . c'/ Z0itst =7 tom/ G L t ST oD12 .s 0.00/0002 R©c,= x /5 psi /? /06,c a0L l3 r x 2 5 Psr 3 2 I' 9°/'` SL W ALL _ / 7 x /r) /0Sf = / • n'Gf .aG L atA)i A-00/2_ 5 /x /5a' ,oz 4 75Pc.' o L Six 4 o r L Z ZO O /- GF L L ©©rz �5' `x /S Psi- IJL. 75 pGf 5 X 41-0 PSP L L a ZDcP6-f. L� 7orAL Lot' 5 / 7e 75r7-C' 5/5 /G frr- oO f 200 ,3 ZS. ? / b/P / Z30 /6 /Pr- , 2 =A2//,/G 6,401' --( X. /SS o o rz, //7 2. /2/Q c,�,� j7-0I C96427-)0,1-7-C96427-)0,1-7- r7fE- p12-75/‘ ,- /5 , Puce._ s�o w Pi AO v Lo��s A60A,6 W/7 Y y Low Zarosinski Engineering&Design,Inc. 1400 NW 155th Circle ZE Vancouver,WA 98685 0 Phone:(360)513-2746 ZAROSINSKI Email:dzaro@zaroens.com ENGMEE•M t"! ADv177c'A L CAL.cS fo/Z 72S5 Sw S/M AI,4- pP Z L QA,D,' pA, //-r7 _:-7ZD/L /C© , ,4.7-7 y Z x 7 !DI'. 2. Go - /S/05- •Dc_ Fsp. GC.. = 2/O/b DL Soo /.1,oc led /b20 4Zo r /°Z.© o lb 4 /506 /6 OA.; ,,ci Dw 7"-H--/c_.' PES/6 ' 7 ,F /Z / ft)C)7.7/< s irize A /Q UI?ham ez/Z oke C-- .-- ,4,0/,c./G t ; 0, tom .,9 �9,y 4, At ZAROg D- ' Zarosinski Engineering & Design, Inc. 1400 NW 155th Circle Vancouver, WA 98685 EmNPGucI 0 Phone: (360)513-2746 ZAROSINSKI Email: dzaro@zaroeng.com ZARER SINSSKI Vertical and Lateral Calculations for 7255 SW Shady Lane, Tigard, OR 97223-9149 Page j Calculations by Dean P. Zarosinski PE Z-4-7F72/-L 5/3-7S, A-i L L,0__ D'' A-4.20/77 0'-e ,©0/=- �T = 10 x Z S x /5 fsf-,OL = / 712-4/(6._ 2 l'-'-/ -2©0.- 21419 r�00/2 GJ/}u S - 3 - x .x /Opsf,` 2 = 6 2I( a 11' ' Lt)/ tc Z A.!, /-"C,,7c�2 FLo v.[._ = 3 g.--__s x Z 6 x, /3",,,,,, = /5 K c /o`-' f ort- / 2-;(//- z v C S i fG677: A-1--L S Lr;l _ �, "1 --wAl_c s Nivz ,. ) S/ G,.)A Lc_ S 55 /5/\&`L ZO/hr O j 5 ZoAni- A = /L5---')1, B --- -/o, c-- /° -- K 10/ -7° f ?.; Zarosinski Engineering & Design, Inc. 1400 NW 155th CircleE Vancouver, WA 98685 Phone: (360)513-2746 D Email: dzaroAzaroeng.com OSINS KI ENGINEERING&DESIGN Vertical and Lateral Calculations for 7255 SW Shady Lane, Tigard, OR 97223-9149 Page Z Calculations by Dean P. Zarosinski PE l9ti! LJ A 1--L , Z �-C 2 zS = .5 Cc) l6 ii) ,P6:7Z._ A-00A_ ZA,),44_ _s (C_Aez: s vi1/4,4 1! o e, 7-` 5 ,74_ Q /i /5_4-7 / 2 � o Is _l � i (0-34-1 [ bin s 6 ' ' 0 , C , L,31, 1._(__ �I - )2_ LcA401 '46 CVic_ v aiU6 'x (03 xg - 5Z2t (s��'� �- 4-->c 3) 1 S 1C _ 4-- v / /5 7 / VP,i 5724 ' w sAAP,Soi(7, Csis 4,_),(77--i /2 Hfr----A-462 zi'L/67-171 ZZ.- Am/tS zo q- Sot s E rcam/ /SP2_ 6/J 0/L. t.Jr+ LJti 32i O - - 5 Go "' 1frx • Tvav -- C ( .S c.o) 4 - 1 -73 a el— Zarosinski Engineering & Design,Inc. 1400 NW 155th Circle Z E Vancouver, WA 98685 p Phone: (360)513-2746 ZAROSINSKI Email:dzaro@zaroeng.com ENGINEERING&DESIGN Vertical and Lateral Calculations for 7255 SW Shady Lane, Tigard, OR 97223-9149 Page 3 Calculations by Dean P. Zarosinski PE I73 6 UPLi F7-- t— 1 5 ..7 CCCc)E = Z ?-1S b , l� s }--H 0 U L- sr) S' zi, s (,)/ s/fs i3 r- O x'l 1 tit r t) WIN LC. W/ /c i-J v t._E D �. Sl Z.0 ZZ 23 Z? use is/3Z 'Lywoo' w/ So 6 rr G(1C% OYM (1,> s I05>(10 -o I b k) -1. x10 xts 3 -5 1 l 1 3 s 7 -0 - I H 5 ( - ) Z_ z _ 1 l0 - (,)/ 0 G. ?"-- /2- / o ro o-7-? I436 Ib ► So ?cF 3 )<. COQ 1 ;,-( 1 0 u 5 - Ftv n f--c. 6 4 ( ACL L onco Zarosinski Engineering& Design, Inc. 1400 NW 155th Circle E Vancouver, WA 98685 Phone: (360)513-2746 p Email:dzaro@zaroeng.com SINS KI ENGINEERINGDESIGNVertical and Lateral Calculations for 7255 SW Shady Lane, Tigard, OR 97223-9149 Page Calculations by Dean P. Zarosinski PE - izaC-770.4-( /477 /� ` /IS /0 . �y / 6 /1'0-57- s -11/49 .7"/=27-7,-z /50 0 l V/'L/fr 1)S2 ? /P ,/ c'/// -6 eV% 7 P6 S41-A pQs s / ti L_01._f6/ro.'/,cvA Ca. /'''` A .= 7 -2- (2_ --) Ls - ( ! /5 ! / � (2o / /O + 39 > 10 '9 E) V:Y 2 — = 21 2_ 7 b /90E ISPIZ i2-- FLexYL 1464 [b / FL(. o ,�. ck s 6 , )e- wz_1 ZOO USE CS ) g id)/ 6 /co.? Zarosinski Engineering & Design, Inc. 1400 NW 155th CircleE Vancouver,WA 98685 p Phone: (360)513-2746 ZAROSINSKI Email:dzaro@zaroeng.com ENGINEERING DESIGN Vertical and Lateral Calculations for 7255 SW Shady Lane, Tigard, OR 97223-9149 Page Calculations by Dean P. Zarosinski PE 7/5-1_ 2 5 :7 /6 z z 7 Z z 7//6 T//77C/_ Q A X6') — 4)6t.p.. z 'x "x/ ZOO 6 Zg - Uv r 72-5 75 / ,, OL � UCC trr l2 - l ot_� 67 fi /,$ /U $J 'S f 774 ; c UP' fLv ( f ( (1,3 t1/4..) c3 / Aefi °'< f7`/cep 6)37vk3 22X so X S 34-2 574 r�' (A)Pt L.L POCKL or-e s pa 60 10 c- 1 pui 1 1 ?)7_12-51 ,5 !-t c_IG-. c �/� 1 '-,1-� E✓) I' a Zarosinski Engineering & Design, Inc. 1400 NW 155th Circle E Vancouver,WA 98685 � D Phone: (360)513-2746 ZAROSINSKI Email:dzaro@zaroeng.com ENGINEERING 8.DESIGN Vertical and Lateral Calculations for 7255 SW Shady Lane, Tigard, OR 97223-9149 Page Calculations by Dean P. Zarosinski PE LntJ IL____ fLO° n__ N 042.71-1- S(oI' co -N\ / 70 C) Icy /g 5 0 - zs bdua-- ".;- , , o v , GV/Syer inc)/ Zarosinski Engineering and Design Title: J0284-1 Koeber Addn Job# J0284-1 1400 NW 155th Circle Engineer: Dean P.Zarosinsski Vancouver,WA 98685 Project Desc.: partial second story addition 360-513-2746 Email:dzaro@zaroeng.com By Dean P.Zarosinski PE AS E 05 SIt 1 Ff� led Procedure Wind.Loads. File:c:AAWORKt2012PROJECTSUo284-1 KoeberAdddition\Calculationsyo284-1;koebercalcs.ec6 p ENERCALC,INC.1983-201/ Build 612 6 7 Ver.6.12.6.7 Lic.#:KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: Wind Loading on Wide side Analytical Values, Calculations per ASCE 7-05 V:Basic Wind Speed per Sect 6.5.4&Figure 1 85.0 mph Roof Rise:Run Ratio 4:12 Occupancy per Table 1-1 II All Buildings and other structures except those listed as Category 1,111,and IV Importance Factor per Sect.6.5.5,&Table 6-1 1.00 Exposure Category per 6.5.6.3,.4&.5 Exposure B Mean Roof height 21.0 ft "Lambda"is interpolated between height tablular values. Lambda:per Figure 6.2,Pg 40 1.00 Effective Wind Area of Component&Cladding 10.0 ftA2 Net design pressure from table 1609.9.2.1(2)&(3)interpolated by area Roof pitch for cladding pressure >7 to 27 degrees User specified minimum design pressure 10.0 psf Topographic Factor Kzt per 6.5.7.2 1.00 0060101.0e1res "V, , Minimum Additional Load Case per 6.4.2.1.1=10 PSF on entire vertical plane Horizontal Pressures... Zone: A = 15.90 psf Zone: C = 10.60 psf Zone: B = -10.00 psf Zone: D = -10.00 psf Vertical Pressures... Zone: E = -13.80 psf Zone: G = -10.00 psf Zone: F = -10.00 psf Zone: H = -10.00 psf Overhangs... Zone: Eoh = -19.30 psf Zone: Goh = -15.10 psf 10' rpOnettt€,g0,4 0 ttm,laq*O„Wind Pressures Minimum Additional Load Case per 6.4.2.1.1=10 PSF on entire vertical plane Design Wind Pressure=Lambda*Kzt*Importance*Ps30 per ASCE 7-05 6.4.2.1 Eq 6-1 Roof Zone 1: Positive: 10.000 psf Negative: -11.900 psf Roof Zone 2: Positive: 10.000 psf Negative: -20.700 psf Roof Zone 3: Positive: 10.000 psf Negative: -30.600 psf Wall Zone 4: Positive: 13.000 psf Negative: -14.100 psf Wall Zone 5: Positive: 13.000 psf Negative: -17.400 psf Roof Overhang Zone 2: -27.200 psf Roof Overhang Zone 3: -45.700 psf Zarosinski Engineering and Design Title: J0284-1 Koeber Addn Job# J0284-1 1400 NW 155th Circle Engineer: Dean P.Zarosinsski . Vancouver,WA 98685 Project Desc.: partial second story addition 360-513-2746 Email:dzaro@zaroeng.com By Dean P.Zarosinski PE . File:C:IAA WORK12012 PROJECTSW0284-1 KoeberAdddition1Calculatons1j0284-1 koeber caics.ec6 WoadBe�ifll ENERCALC,:INC.1983-2011,Build:6.12 6.7,Ver:6,12.6.7 Lic.#:KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: Floor beam over addition - CODE REFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:2006 IBC&ASCE 7-05 - Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-Prll 1,650.0 psi Eminbend-xx 930.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.0 ksi Ft 1,100.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling i i D(0.3125) L(0.625) i i 5.5x10.5 I 1 Span= 12.250 ft Aplied ITads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0250, L=0.050 ksf, Tributary Width=12.50 ft,(floor with partition loading) - 406/ S MAgfi' , ; s Design OK Maximum Bending Stress Ratio = 0.870 1 Maximum Shear Stress Ratio = 0.484 : 1 Section used for this span 5.5x1 0.5 Section used for this span 5.5x10.5 fb:Actual = 2,088.07 psi fv:Actual = 128.27 psi FB:Allowable = 2,400.00 psi Fv:Allowable = 265.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 6.125ft Location of maximum on span = 11.393 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.334 in Ratio= 439 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.501 in Ratio= 293 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces'&Stresses for LoadCombinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN Cr Cm C t CL M fb Fb V fv Fv +D 0.00 0.00 0.00 0.00 _ Length=12.250 ft 1 0.290 0.161 1.000 1.000 1.000 1.000 1.000 1.000 5.86 696.02 2400.00 1.65 42.76 265.00 +D+L+H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=12.250 ft 1 0.870 0.484 1.000 1.000 1.000 1.000 1.000 1.000 17.59 2,088.07 2400.00 4.94 128.27 265.00 +D+0.750Lr+0.750L+H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 - Length=12.250 ft 1 0.725 0.403 1.000 1.000 1.000 1.000 • 1.000 1.000 14.65 1,740.06 2400.00 4.12 106.89 265.00 +D+0.750L+0.750S+H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=12.250 ft 1 0.725 0.403 1.000 1.000 1.000 1.000 1.000 1.000 14.65 1,740.06 2400.00 4.12 106.89 265.00 +D+0.750Lr+0.750L+0.750W+H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=12.250 ft 1 0.725 0.403 1.000 1.000 1.000 1.000 1.000 1.000 14.65 1,740.06 2400.00 4.12 106.89 265.00 +D+0.750L+0.750S+0.750W+H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=12.250 ft 1 0.725 0.403 1.000 1.000 1.000 1.000 1.000 1.000 14.65 1,740.06 2400.00 4.12 106.89 265.00 Z8rosinski Engineering and Design Title: J0284-1 Koeber Addn Job# J0284-1 1400 NW 155th Circle Engineer: Dean P.Zarosinsski . Vancouver,WA 98685 Project Desc.: partial second story addition 360-513-2746 Email:dzaro@zaroeng.com By Dean P.Zarosinski PE Filer C:V�A WORK12012 PROJECTSW0284-1 Koeber AddditionICalcuIationsy0284-1 koeber calcs.ec6 ..„, . Beam - ENERCALC,INC,1983-2011,Build:6.12.7 Ver6.12.6.7 Lic.#:KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: Floor beam over addition -- Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Cr Cm C t CL M fb Fb V fv Fv +D+0.750Lr+0.750L+0.5250E+H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=12.250 ft 1 0.725 0.403 1.000 1.000 1.000 1.000 1.000 1.000 14.65 1,740.06 2400.00 4.12 106.89 265.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=12.250 ft 1 0.725 0.403 1.000 1.000 1.000 1.000 1.000 1.000 14.65 1,740.06 2400.00 4.12 106.89 265.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D+L 1 0.5013 6.186 0.0000 0.000 Vertical Reactions=Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.742 5.742 D Only 1.914 1.914 L Only 3.828 3.828 D4. 5.742 5.742 Zarosinski Engineering and Design Title: J0284-1 Koeber Addn Job# J0284-1 1400 NW 155th Circle Engineer: Dean P.Zarosinsski Vancouver,WA 98685 Project Desc.: partial second story addition 360-513-2746 Email:dzaro@zaroeng.com By Dean P.Zarosinski PE GenerAI FOOt1El File:C:v.MWORK12Q12PROJECTS vJ0284-1KoeberAddditonvCalculations'j0284-1koebercalcs.ec6 9 ENERCALC,INC.1983-2011Build:6.12.6.7,Ver.6.12.6.7 Lic.#:KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: Footing supporting beam end - Code References _, •, Calculations per ACI 318-05, IBC 2006,CBC 2007,ASCE 7-05 Load Combinations Used :2006 IBC&ASCE 7-05 ' General'information: Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = 0.00140 Allowable pressure increase per foot of deptl= ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of dept= ksf Use ftg wt for stability,moments&shears: Yes when maximum length or width is greater4 ft Include Pedestal Weight as DL No Djmen0Q9. , ,x .'-s _ Width parallel to X-X Axis = 2.250 ft z Length parallel to Z-Z Axis = 2.0 ft Footing Thicknes = 12.0 in - Pedestal dimensions... x px:parallel to X-X Axis = in ''' . , pz:parallel to Z-Z Axis = in t Height - in Rebar Centerline to Edge of Concrete.. E at Bottom of footing = 4.0 in ii Z3.. Bars parallel to X-X Axis Number of Bars = 2.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis _ : _-: __- Number of Bars = 2.0 _ --• --• _ - -._-- Reinforcing Bar Sizr # 4 .: ..;.� BandwidthCheck (ACI 1 .4.4.2 :-_:'_ . . . . . - :-_ ^ ;f:!:.,::::::: -:-- - Distribution ec C5 ) -_Direction Requiring Closer Separatiomg Z-Z Axis #Bars required within zone 94.1 % #Bars required on each side of zone 5.9% • Applied,loads D Lr L S W E H P:Column Load = 1.910 3.830 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k Zarosinski Engineering and Design Title: J0284-1 Koeber Addn Job# J0284-1 1400 NW 155th Circle Engineer: Dean P.Zarosinsski • Vancouver,WA 98685 Project Desc.: partial second story addition 360-513-2746 Email:dzaro@zaroeng.com By Dean P.Zarosinski PE File:.C:1AA WORK12012 PROJECTSU0284-1 Koeber Adddi8on1Calculationsy0284-1 koeber calcs.ec6 Geri@t'1� Footing ENERCALC,INC.1983-2011 Build:6.12:67 Ver6.12.6.7 Lic.#:KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: Footing supporting beam end • DESIGN SUMMARY Design N.G. Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9473 Soil Bearing 1.421 ksf 1.50 ksf +D+L+H - PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift FAIL As<Min Z Flexure(+X) 0.3760 k-ft 7.024 k-ft +1.40D FAIL As<Min Z Flexure(-X) 0.3760 k-ft 7.024 k-ft +1.40D FAIL As<Min X Flexure(+Z) 0.2971 k-ft 6.261 k-ft +1.40D FAIL As<Min X Flexure(-Z) 0.2971 k-ft 6.261 k-ft +1.40D PASS 0.1068 1-way Shear(+X) 8.771 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1068 1-way Shear(-X) 8.771 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.08224 1-way Shear(+Z) 6.757 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.08224 1-way Shear(-Z) 6.757 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1797 2-way Punching 29.528 psi 164.317 psi +1.20D+0.50Lr+1.60L+1.60H Detal(edtResults Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio X-X,+D 1.50 n/a 0.0 0.5694 0.5694 n/a n/a 0.380 X-X.+D+L+H 1.50 n/a 0.0 1.421 1.421 n/a n/a 0.947 X-X,+D+0.750Lr+0.750L+H 1.50 n/a 0.0 1.208 1.208 n/a n/a 0.805 X-X.+D+0.750L+0.750S+H 1.50 n/a 0.0 1.208 1.208 n/a n/a 0.805 X-X.+D+0.750Lr+0.750L+0.750W+H 1.50 n/a 0.0 1.208 1.208 n/a n/a 0.805 _ X-X,+D+0.750L+0.750S+0.750W+H 1.50 n/a 0.0 1.208 1.208 n/a n/a 0.805 X-X,+D+0.750Lr+0.750L+0.5250E+H 1.50 n/a 0.0 1.208 1.208 n/a n/a 0.805 X-X.+D+0.750L+0.750S+0.5250E+H 1.50 n/a 0.0 1.208 1.208 n/a n/a 0.805 Z-Z,+D 1.50 0.0 n/a n/a n/a 0.5694 0.5694 0.380 Z-Z.+D+L+H 1.50 0.0 n/a n/a n/a 1.421 1.421 0.947 Z-Z,+D+0.750Lr+0.750L+H 1.50 0.0 n/a n/a n/a 1.208 1.208 0.805 Z-Z.+D+0.750L+0.750S+H 1.50 0.0 n/a n/a n/a 1.208 1.208 0.805 Z-Z,+D+0.750Lr+0.750L+0.750W+H 1.50 0.0 n/a n/a n/a 1.208 1.208 0.805 Z-Z.+D+0.750L+0.750S+0.750W+H 1.50 0.0 n/a n/a n/a 1.208 1.208 0.805 Z-Z,+D+0.750Lr+0.750L+0.5250E+H 1.50 0.0 n/a n/a n/a 1.208 1.208 0.805 Z-Z +D 750L+0 7505+0 0250E+H 1.50 0.0 n/a n/a n/a 1.208 1.208 0.805 e 495.rF Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding StebIlity All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure: Flexure Axis&Load Combination Mu Which Tension @ Bot. As Req'd Gym.As Actual As Phi*Mn Status k-ft Side? or Top? inA2 inA2 inA2 k-ft X-X,+1.40D 2970582913580 +Z Bottom 0.2592 Min Temo% 0.17777777777773.2605664488017 OK X-X,+1.40D 2970582913580 -Z Bottom 0.2592 Min Temp% 0.17777777777773.2605664488017 OK X-X.+1.20D+0.50Lr+1.60L+1.60H 9353892345679 +Z Bottom 0.2592 Min Temp% 0.17777777777773.2605664488017 OK X-X.+1.20D+0.50Lr+1.60L+1.60H 9353892345679 -Z Bottom 0.2592 Min Temo% 0.17777777777773.2605664488017 OK X-X,+1.20D+1.60L+0.505+1.60H 9353892345679 +Z Bottom 0.2592 Min Temp% 0.17777777777773.2605664488017 OK X-X,+1.20D+1.60L+0.50S+1.60H 9353892345679 -Z Bottom 0.2592 Min Temp% 0.17777777777773.2605664488017 OK X-X,+1.20D+1.60Lr+0.50L 4673613432098 +Z Bottom 0.2592 Min Temp% 0.17777777777773.2605664488017 OK X-X,+1.20D+1.60Lr+0.50L 4673613432098 -Z Bottom 0.2592 Min Temp% 0.17777777777773.2605664488017 OK X-X,+1.20D+0.50L+1.60S 4673613432098 +Z Bottom 0.2592 Min Temp% 0.17777777777773.2605664488017 OK Zarosinski Engineering and Design Title: J0284-1 Koeber Addn Job# J0284-1 1400 NW 155th Circle Engineer: Dean P.Zarosinsski • Vancouver,WA 98685 Project Desc.: partial second story addition 360-513-2746 Email:dzaro@zaroeng.com By Dean P.Zarosinski PE General Foot- File:C:VaAWORK12012PROJECTSU0284-1Koeber Adddition1Calculationsy0284-1koebercalcs.ec6 g ENERCALC,INC.1983-2011 Build:6.12.61,Ver:6.12.6.7 Lic.#:KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: Footing supporting beam end X-X.+1.20D+0.50L+1.60S 4673613432098 -Z Bottom 0.2592 Min Temp% 0.17777777777773.2605664488017 OK X-X,+1.20D+0.50Lr+0.50L+1.60W4673613432098 +Z Bottom 0.2592 Min Temo% 0.17777777777775.2605664488017 OK X-X.+1.20D+0.50Lr+0.50L+1.60W4673613432098 -Z Bottom 0.2592 Min Temo% 0.17777777777775.2605664488017 OK Zarosinski Engineering and Design Title: J0284-1 Koeber Addn Job# J0284-1 1400 NW 155th Circle Engineer: Dean P.Zarosinsski ' Vancouver,WA 98685 Project Desc.: partial second story addition 360-513-2746 Email:dzaro@zaroeng.com By Dean P.Zarosinski PE File:C:kAAWORK12p12 PROJECTSU0284-1 ifoeberAdddition1Calculationslj0284-1 koebercalcs:gc6 �7eneral. .noting ENERCALC;INC.1983-2011,Build:6.12.6.7,Ver..6.12.6.7 Lic.#:KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: Footing supporting beam end - Footing,Flexure Flexure Axis&Load Combination Mu Which Tension @ Bot. As Req'd Gym.As Actual As Phi*Mn Status k-ft Side? or Top? inA2 inA2 inA2 k-ft X-X,+1.20D+0.50L+0.50S+1.60W 4673613432098 +Z Bottom 0.2592 Min Temp% 0.17777777777773.2605664488017 OK X-X,+1.20D+0.50L+0.50S+1.60W 4673613432098 -Z Bottom 0.2592 Min Temp% 0.17777777777773.2605664488017 OK X-X.+1.20D+0.50L+0.20S+E 4673613432098 +Z Bottom 0.2592 Min Temp% 0.17777777777773.2605664488017 OK X-X,+1.200+0.50L+0.20S+E 4673613432098 -Z Bottom 0.2592 Min Temp% 0.17777777777773.2605664488017 OK Z-Z.+1.40D 3759644000000 -X Bottom 0.2592 Min Temp% 0.2.0235294117647 OK Z-Z,+1.40D 3759644000000 +X Bottom 0.2592 Min Temp% 0.27.0235294117647 OK Z-Z.+1.20D+0.50Lr+1.60L+1.60H 1838520000000 -X Bottom 0.2592 Min Temp% 0.27.0235294117647 OK Z-Z.+1.20D+0.50Lr+1.60L+1.60H 1838520000000 +X Bottom 0.2592 Min Temp% 0.27.0235294117647 OK Z-Z.+1.20D+1.60L+0.50S+1.60H 1838520000000 -X Bottom 0.2592 Min Temp% 0.2'.0235294117647 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 1838520000000 +X Bottom 0.2592 Min Temp% 0.2'.0235294117647 OK Z-Z.+1.20D+1.60Lr+0.50L 5915041999999 -X Bottom 0.2592 Min Temp% 0.27.0235294117647 OK Z-Z,+1.20D+1.60Lr+0.50L 5915041999999 +X Bottom 0.2592 Min Temp% 0.27.0235294117647 OK Z-Z,+1.20D+0.50L+1.60S 5915041999999 -X Bottom 0.2592 Min Temp% 0.27.0235294117647 OK Z-Z,+1.20D+0.50L+1.60S 5915041999999 +X Bottom 0.2592 Min Temp% 0.27.0235294117647 OK Z-Z.+1.20D+0.50Lr+0.50L+1.60W 5915041999999 -X Bottom 0.2592 Min Temp% 0.2'.0235294117647 OK Z-Z.+1.20D+0.50Lr+0.50L+1.60W 5915041999999 +X Bottom 0.2592 Min Temp% 0.2'.0235294117647 OK Z-Z,+1.20D+0.50L+0.50S+1.60W 5915041999999 -X Bottom 0.2592 Min Temp% 02.0235294117647 OK Z-Z.+1.20D+0.50L+0.50S+1.60W 5915041999999 +X Bottom 0.2592 Min Temp% 02.0235294117647 OK Z-Z.+1.200+0.50L+0.20S+E 5915041999999 -X Bottom 0.2592 Min Temp% 0.21.0235294117647 OK Z Z.+1 200+0 50L+0 20S+E 5915041999999 +X Bottom 0.2592 Min Temp% 0.27.0235294117647 OK Ode WayS,Near , , Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D 2.785 psi 2.785 psi 2.146 psi 2.146 psi 2.785 psi 82.158 psi 0.0339 OK +1.20D+0.50Lr+1.60L+1.60H 8.771 psi 8.771 psi 6.757 psi 6.757 psi 8.771 PSI 82.158 psi 0.1068 OK +1.200+1.60L+0.50S+1.60H 8.771 psi 8.771 psi 6.757 psi 6.757 psi 8.771 psi 82.158 psi 0.1068 OK +1.200+1.60Lr+0.50L 4.382 psi 4.382 psi 3.376 psi 3.376 psi 4.382 psi 82.158 psi 0.05334 OK +1.20D+0.50L+1.60S 4.382 psi 4.382 psi 3.376 psi 3.376 psi 4.382 Psi 82.158 psi 0.05334 OK +1.20D+0.50Lr+0.50L+1.60W 4.382 psi 4.382 psi 3.376 psi 3.376 psi 4.382 psi 82.158 psi 0.05334 OK +1.20D+0.50L+0.50S+1.60W 4.382 psi 4.382 psi 3.376 psi 3.376 psi 4.382 psi 82.158 psi 0.05334 OK +1 200+0 50L+0 20S+E 4 382 psi 4.382 psi 3.376 psi 3.376 psi 4.382 psi 82.158 psi 0.05334 OK Puri tingthear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.400 9.378 psi 164.317psi 0.05707 OK +1.20D+0.50Lr+1.60L+1.60H 29.528 psi 164.317psi 0.1797 OK +1.200+1.60L+0.50S+1.60H 29.528 psi 164.317psi 0.1797 OK +1.20D+1.60Lr+0.50L 14.754 psi 164.317psi 0.08979 OK +1.20D+0.50L+1.60S 14.754 psi 164.317psi 0.08979 OK +1.200+0.50Lr+0.50L+1.60W 14.754 psi 164.317psi 0.08979 OK +1.200+0.50L+0.50S+1.60W 14.754 psi 164.317psi 0.08979 OK +1.200+0.50L+0.20S+E 14.754 psi 164.317 psi 0.08979 OK Zarosinski Engineering and Design Title: J0284-1 Koeber Addn Job# J0284-1 1400 NW 155th Circle Engineer: Dean P.Zarosinsski Vancouver,WA 98685 Project Desc.: partial second story addition 360-513-2746 Email:dzaro@zaroeng.com Byyro d BQ1171Dean P.Zarosinski PE File:C:V�AWORI(12012 PROJECTSU0284- Woo 1 Koeber Adddition\Calculationst0284-1 koeber calcs.ec6 ENERCALC,INC.1983-2011t Build:6.1267,Ver6.12.6.7 Lic.#:KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: Header above 1st floor Windows - CODE REFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:2006 IBC&ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 900.0 psi Ebend-xx 1,600.0ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase D(0.21)Lr(0.14)S(0.35) + + + + D(0.09) + iD(0.175�}L(0.35) i + i + + + + � t i • A2-2x10 Span=6.50 ft ,Applied,Loads ' Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.0250, L=0.050 ksf, Tributary Width=7.0 ft,(floor load) Uniform Load: D=0.090, Tributary Width=1.0 ft,(Wall Load) Uniform Load: D=0.0150, Lr=0.010, S=0.0250 ksf, Tributary Width=14.0 ft,(roof load should not be used wit) DESIGN SUMMARY 'f Design N.G. Maximum Bending Stress Ratio = 1.301: 1 Maximum Shear Stress Ratio = 0.752 : 1 Section used for this span 2-2x10 Section used for this span 2-2x10 fb:Actual = 1,481.37psi fv:Actual = 135.27 psi FB:Allowable = 1,138.50 psi Fv:Allowable = 180.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D-0.750L+0.750S+H Location of maximum on span = 3.2500 Location of maximum on span = 5.753 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 it Maximum Deflection Max Downward L+Lr+S Deflection 0.090 in Ratio= 871 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.150 in Ratio= 519 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses forLoad Combinations Load Combination Max Stress Ratios Moment Values Shear Values - Segment Length Span# M V Cd C FN Cr Cm C t CL M fb Fb V fv Fv +D 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.618 0.357 1.000 1.100 1.150 1.000 1.000 1.000 2.51 703.65 1138.50 1.19 64.25 180.00 +D+L+H 1.100 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=6.50 ft 1 1.073 0.620 1.000 1.100 1.150 1.000 1.000 1.000 4.36 1,222.13 1138.50 2.06 111.60 180.00 +D+Lr+H 1.100 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.800 0.462 1.000 1.100 1.150 1.000 1.000 1.000 3.25 911.04 1138.50 1.54 83.19 180.00 +D+S+H 1.100 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=6.50 ft 1 1.073 0.620 1.000 1.100 1.150 1.000 1.000 1.000 4.36 1,222.13 1138.50 2.06 111.60 180.00 +D+0.750Lr+0.750L+1-1 1.100 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=6.50 ft 1 1.096 0.633 1.000 1.100 1.150 1.000 1.000 1.000 4.45 1,248.06 1138.50 2.11 113.97 180.00 Zarosinski Engineering and Design Title: J0284-1 Koeber Addn Job# J0284-1 1400 NW 155th Circle Engineer: Dean P.Zarosinsski Vancouver,WA 98685 Project Desc.: partial second story addition 360-513-2746 Email:dzaro@zaroeng.com By Dean P.Zarosinski PE Wood Beath File:C.\AA;WORK 12012 PROJECTSIJ0284-1 KoeberAdddition\Cafculalonslj0284-1'koebercalcs.ec6 ENERCALC,INC.1983-2011,Build:6.126.7,Ver.6.12.6,7 Lic.#:KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: Header above 1st floor Windows - Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Cr Cm C t CL M fb Fb V fv Fv +D+0.750L+0.750S+H 1.100 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=6.50 ft 1 1.301 0.752 1.000 1.100 1.150 1.000 1.000 1.000 5.28 1,481.37 1138.50 2.50 135.27 180.00 +D+0.750Lr+0.750L+0.750W+11 1.100 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=6.50 ft 1 1.096 0.633 1.000 1.100 1.150 1.000 1.000 1.000 4.45 1,248.06 1138.50 2.11 113.97 180.00 +D+0.750L+0.7505+0.750W+H 1.100 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=6.50 ft 1 1.301 0.752 1.000 1.100 1.150 1.000 1.000 1.000 5.28 1,481.37 1138.50 2.50 135.27 180.00 +D+0.750Lr+0.750L+0.5250E+}{ 1.100 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=6.50 ft 1 1.096 0.633 1.000 1.100 1.150 1.000 1.000 1.000 4.45 1,248.06 1138.50 2.11 113.97 180.00 +D+0.750L-*0.750S+0.5250E+H 1.100 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=6.50 ft 1 1.301 0.752 1.000 1.100 1.150 1.000 1.000 1.000 5.28 1,481.37 1138.50 2.50 135.27 180.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D+L+S 1 0.1503 3.283 0.0000 0.000 Vertical:Reactionsi`-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.819 3.819 D Only 1.544 1.544 L Only 1.138 1.138 Lr Only 0.455 0.455 L+Lr 1.593 1.593 S Only 1.138 1.138 L+S 2.275 2.275 Lr+S 1.593 1.593 D+Lr 1.999 1.999 D+L 2.681 2.681 D+L+Lr 3.136 3.136 D+S 2.681 2.681 D+L+S 3.819 3.819 D+Lr+S 3.136 3.136 Zarosinski Engineering and Design Title: J0284-1 Koeber Addn Job# J0284-1 1400 NW 155th Circle Engineer: Dean P.Zarosinsski Vancouver,WA 98685 Project Desc.: partial second story addition 360-513-2746 Email:dzaro@zaroeng.com By Dean P.Zarosinski PE File:C:1AA W0RK12012 PROJECTS1J0284-1 Koeber AddditionICalculationsy0284-1 koeber calcs.ec6 W00d Be m ENERCALC,INC 1983-2011 Build:6,12:67,Ver.6.12.6.7 Lic.#:KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: Header above 2nd floor Windows - CODE REFERENCES Calculations per NDS 2005, IBC 2006,CBC 2007,ASCE 7-05 Load Combination Set:2006 IBC&ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is FullyBraced against lateral-torsion bucklingRepetitive Member Stress Increase 9 p D(0.21)Lr(0.14)S(0.35) 1 + i + + -€ R ( A 3-2x8 A Span=6.50 ft , Appllet'Lgads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.0150, Lr=0.010, S=0.0250 ksf, Tributary Width=14.0 ft,(roof load should not be used wit) • G SC1MMAkY.... - - Design OK Maximum Bending Stress Ratio = 0.72S 1 Maximum Shear Stress Ratio = 0.381 : 1 Section used for this span 3-2x8 Section used for this span 3-2x8 fb:Actual = 900.26 psi fv:Actual = 68.62 psi FB:Allowable = 1,242.00 psi Fv:Allowable = 180.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 3.250ft Location of maximum on span = 5.915ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.062 in Ratio= 1258 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.124 in Ratio= 629 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&>Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Cr Cm C t CL M fb Fb V fv Fv +D 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.272 0.143 1.000 1.200 1.150 1.000 1.000 1.000 1.11 337.60 1242.00 0.56 25.73 180.00 +D+Lr+H 1.200 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.453 0.238 1.000 1.200 1.150 1.000 1.000 1.000 1.85 562.66 1242.00 0.93 42.89 180.00 +D+S+H 1.200 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.725 0.381 1.000 1.200 1.150 1.000 1.000 1.000 2.96 900.26 1242.00 1.49 68.62 180.00 +D+0.750Lr+0.750L+H 1.200 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.408 0.214 1.000 1.200 1.150 1.000 1.000 1.000 1.66 506.40 1242.00 0.84 38.60 180.00 +D+0.750L+0.7505+H 1.200 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.612 0.322 1.000 1.200 1.150 1.000 1.000 1.000 2.50 759.60 1242.00 1.26 57.89 180.00 +D+0.750Lr+0.750L+0.750W+H 1.200 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.408 0.214 1.000 1.200 1.150 1.000 1.000 1.000 1.66 506.40 1242.00 0.84 38.60 180.00 Zarosinski Engineering and Design Title: J0284-1 Koeber Addn Job# J0284-1 1400 NW 155th Circle Engineer: Dean P.Zarosinsski Vancouver,WA 98685 Project Desc.: partial second story addition 360-513-2746 Email:dzaro@zaroeng.com y Dean P.Zarosinski PE UIIOOd Beam File1:KoeberAddditionICalculationsy0284-1koebercalcs.ec6 ENERCALC,INC.1983-2011,Build:6.12.6:7,Ver.612.6.7 Lic.#:KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: Header above 2nd floor Windows - Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Cr Cm C t CL M fb Fb V fv Fv +D+0.750L+0.7505+0.750W4j 1.200 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.612 0.322 1.000 1.200 1.150 1.000 1.000 1.000 2.50 759.60 1242.00 1.26 57.89 180.00 +D+0.750Lr+0.750L+0.5250E+H 1.200 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.408 0.214 1.000 1.200 1.150 1.000 1.000 1.000 1.66 506.40 1242.00 0.84 38.60 180.00 +D+0.750L+0.7505+0.5250E+H 1.200 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.612 0.322 1.000 1.200 1.150 1.000 1.000 1.000 2.50 759.60 1242.00 1.26 57.89 180.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span D+Lr+S 1 0.1239 3.283 0.0000 0.000 Vertical ReactionS Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.275 2.275 D Only 0.683 0.683 Lr Only 0.455 0.455 S Only 1.138 1.138 Lr+S 1.593 1.593 DA-Lr 1.138 1.138 D+S 1.820 1.820 D+Lr+S 2.275 2.275 , Zarosinski Engineering and Design Title: J0284-1 Koeber Addn Job# J0284-1 , 1400 NW 155th Circle Engineer: Dean P.Zarosinsski Vancouver,WA 98685 Project Desc.: partial second story addition 360-513-2746 Email:dzaro@zaroeng.com By Dean P.Zarosinski PE Wood Beam e CA AA KoeberAdddfion1CalculationA0284-1 koeber calcs.ec6 ENERCALC,INC.198q-2011,Build:6.12.6.7,Ver6.12.6.7 Lica#:KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: 2nd floor joists - CODE REFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:2006 IBC&ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pd Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase D(0.03325) L(0.0665) * * V $ + A 2x10 A i 1 Span = 12.50ft 1 Applied Loadsx Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.0250, L=0.050 ksf, Tributary Width=1.330 ft DESIGNISUMMARY -' Design OK !Maximum Bending Stress Ratio = 0.960 1 Maximum Shear Stress Ratio = 0.330 : 1 Section used for this span 2x10 Section used for this span 2x10 fb:Actual = 1,092.95 psi fv:Actual = 59.31 psi FB:Allowable = 1,138.50psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 6.250ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.233 in Ratio= 644 i Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.349 in Ratio= 429 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum-Forces~&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Cr Cm C t CL M fb Fb V fv Fv +D 0.00 0.00 0.00 0.00 Length=12.50 ft 1 0.320 0.110 1.000 1.100 1.150 1.000 1.000 1.000 0.65 364.32 1138.50 0.18 19.77 180.00 +D+L+H 1.100 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=12.50 ft 1 0.960 0.330 1.000 1.100 1.150 1.000 1.000 1.000 1.95 1,092.95 1138.50 0.55 59.31 180.00 +D+0.750Lr+0.750L+H 1.100 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 " Length=12.50 ft 1 0.800 0.275 1.000 1.100 1.150 1.000 1.000 1.000 1.62 910.79 1138.50 0.46 49.43 180.00 +D+0.750L+0.750S+H 1.100 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=12.50 ft 1 0.800 0.275 1.000 1.100 1.150 1.000 1.000 1.000 1.62 910.79 1138.50 0.46 49.43 180.00 +D+0.750Lr+0.750L+0.750W+H 1.100 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=12.50 ft 1 0.800 0.275 1.000 1.100 1.150 1.000 1.000 1.000 1.62 910.79 1138.50 0.46 49.43 180.00 +D+0.750L+0.7505+0.750W+H 1.100 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=12.50 ft 1 0.800 0.275 1.000 1.100 1.150 1.000 1.000 1.000 1.62 910.79 1138.50 0.46 49.43 180.00 Zarosinski Engineering and Design Title: J0284-1 Koeber Addn Job# J0284-1 1400 NW 155th Circle Engineer: Dean P.Zarosinsski Vancouver,WA 98685 Project Desc.: partial second story addition 360-513-2746 Email:dzaro@zaroeng.com By Dean P.Zarosinski PE File:CAM WORK K2012 PROJECTS410284-1 Koeber Adddition\Calculationslj0284-1 koeber cales.ec6 wood Beam File: INC.19832011 Build:6.12,6.7,Ver612,6.7 Lica#:KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: 2nd floor joists - Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN Cr Cm C t CL M fb Fb V fv Fv +D+0.750Lr+0.750L+0.5250E+H 1.100 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=12.50 ft 1 0.800 0.275 1.000 1.100 1.150 1.000 1.000 1.000 1.62 910.79 1138.50 0.46 49.43 180.00 +D+0.750L+0.750S+0.5250E+H 1.100 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=12.50 ft 1 0.800 0.275 1.000 1.100 1.150 1.000 1.000 1.000 1.62 910.79 1138.50 0.46 49.43 180.00 Overall Maximum Deflections-UnfactoredLoads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D+L 1 0.3489 6.313 0.0000 0.000 Vertical Reactions,,-Unfactored ,. Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.623 0.623 D Only 0.208 0.208 L Only 0.416 0.416 D+L 0.623 0.623 Zarosinski Engineering and Design Title: J0284-1 Koeber Addn Job# J0284-1 1400 NW 155th Circle Engineer: Dean P.Zarosinsski Vancouver,WA 98685 Project Desc.: partial second story addition 360-513-2746 Email:dzaro@zaroeng.com By Dean P.Zarosinski PE Wood Beam File:C:WAWORK12012PROJECTS'102841,Koeber Adddition\Cal;ulatons0284-1koebercalcs.ec6 ENERCALC,INC.1983-2011 Build:6„32.6.7,Ver.612.6.7 Lic.#•KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: Header below west side CODE"REFERENCES. Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:2006 IBC&ASCE 7-05 - Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 1450 psi Ebend-xx 1700 ksi i Fc-Pill 1000 psi Eminbend-xx 880 ksi Wood Species : SP/SP Fc-Perp 650 psi Ebend-yy 1300 ksi Wood Grade :24F-V4 Fv 210 psi Eminbend-yy 670 ksi Ft 875 psi Density 35.44 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase D(0.025) + + + + D(6.1) + • D(0.03) Lr(d.02)S(0.05) + + * + * $ + { ' P i .. S xl u,,.t'1 F - ';. 1 :7-,..,I,L. l i t:R, . 5 .af, '` ..,= ,..� .W".-,''.'''._`" .tea 5.5x9 Span= 13.750 ft Opp ied;Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.0150, Lr=0.010, S=0.0250 ksf, Tributary Width=2.0 ft,(roof load) Uniform Load: D=0.10, Tributary Width=1.0 ft,(Wall Load) Uniform Load: D=0.0250, Tributary Width=1.0 ft,(Floor Load) r 0#16-1'S 10101 IRY T Design OK Maximum Bending Stress Ratio = 0.326 1 Maximum Shear Stress Ratio = 0.183 : 1 Section used for this span 5.5x9 Section used for this span 5.5x9 fb:Actual = 782.99 psi fv:Actual = 38.44 psi FB:Allowable = 2,400.O0psi Fv:Allowable = 210.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 6.875ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 " Maximum Deflection Max Downward L+Lr+S Deflection 0.071 in Ratio= 2312 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.321 in Ratio= 513 Max Upward Total Deflection 0.000 in Ratio= 0 <180 MaximumForces StressesrfoLoadCombinations& r Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FIV Cr Cm C t CL M fb Fb V N Fv +D 0.00 0.00 0.00 0.00 Length=13.750 ft 1 0.247 0.138 1.000 1.000 1.000 1.000 1.000 1.000 3.66 592.01 2400.00 0.96 29.06 210.00 +0+Lr41 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 - Length=13.750 ft 1 0.279 0.156 1.000 1.000 1.000 1.000 1.000 1.000 4.14 668.40 2400.00 1.08 32.81 210.00 +D+5+H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=13.750 ft 1 0.326 0.183 1.000 1.000 1.000 1.000 1.000 1.000 4.84 782.99 2400.00 1.27 38.44 210.00 +D+0.750Lr+0.750L+H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=13.750 ft 1 0.271 0.152 1.000 1.000 1.000 1.000 1.000 1.000 4.02 649.31 2400.00 1.05 31.88 210.00 +D+0.750L+0.750S+H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=13.750 ft 1 0.306 0.172 1.000 1.000 1.000 1.000 1.000 1.000 4.55 735.24 2400.00 1.19 36.09 210.00 Zarosinski Engineering and Design Title: J0284-1 Koeber Addn Job# J0284-1 1400 NW 155th Circle Engineer: Dean P.Zarosinsski Vancouver,WA 98685 Project Desc.: partial second story addition 360-513-2746 Email:dzaro@zaroeng.com By Dean P.Zarosinski PE Wood Beam File:CMA WORK12012 PROJECTSW0284-1 KoeberAddditionICalculations1j0284-1 koeber calcs.ec6 ENERCALc,INC 1983-2011,,Build:6.12.6.7,Vec612.6.7 Lic.#:KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: Header below west side Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Cr Cm Cr CL M fb Fb V fv Fv +D+0.750Lr+0.750L+0.750W+H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=13.750 ft 1 0.271 0.152 1.000 1.000 1.000 1.000 1.000 1.000 4.02 649.31 2400.00 1.05 31.88 210.00 - +D+0.750L+0.750S+0.750W+H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=13.750 ft 1 0.306 0.172 1.000 1.000 1.000 1.000 1.000 1.000 4.55 735.24 2400.00 1.19 36.09 210.00 +D+0.750Lr+0.750L+0.5250E+H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=13.750 ft 1 0.271 0.152 1.000 1.000 1.000 1.000 1.000 1.000 4.02 649.31 2400.00 1.05 31.88 210.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=13.750 ft 1 0.306 0.172 1.000 1.000 1.000 1.000 1.000 1.000 4.55 735.24 2400.00 1.19 36.09 210.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D4.r+S 1 0.3211 6.944 0.0000 0.000 Vertical,Reactions`-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.547 1.547 D Only 1.066 1.066 Lr Only 0.138 0.138 S Only 0.344 0.344 Lr+S 0.481 0.481 D+Lr 1.203 1.203 D+S 1.409 1.409 D+Lr+S 1.547 1.547 Zarosinski Engineering and Design Title: J0284-1 Koeber Addn Job# J0284-1 1400 NW 155th Circle Engineer: Dean P.Zarosinsski Vancouver,WA 98685 Project Desc.: partial second story addition 360-513-2746 Email:dzaro@zaroeng.com By Dean P.Zarosinski PE WOOCI Beam File:.CaAAWORIA201.2 PROJECTSIJ0284-1KoeberAdtltlitionvCalculations1j0284-1koebercalcs.ec6 .�:.• . , ,.� ENERCAL'C,INC.1983-2011,.BuiId:6.12 6 7 Ver.612.6.7 Lic.#:KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: Header above 1st floor Windows CODE_REFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set :2006 IBC&ASCE 7-05 - Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 900.0 psi Ebend-xx 1,600.0ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase D(0.09) i i D(0.175 L(0.35) • i i , 43� 4 • 2-2x10 Span=6.50ft Afp I,04;4`dcls . Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.0250, L=0.050 ksf, Tributary Width=7.0 ft,(floor load) Uniform Load: D=0.090, Tributary Width=1.0 ft,(Wall Load) DES1GN4'SUMMARY Design OK ;Maximum Bending Stress Ratio = 0.80a 1 Maximum Shear Stress Ratio = 0.462 : 1 Section used for this span 2-2x10 Section used for this span 2-2x10 fb:Actual = 911.04psi fv:Actual = 83.19 psi FB:Allowable = 1,138.50psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.250ft Location of maximum on span = 5.753 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.045 in Ratio= 1742 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.079 in Ratio= 991 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum-Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN Cr Cm C t CL M fb Fb V fv Fv +0 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.345 0.199 1.000 1.100 1.150 1.000 1.000 1.000 1.40 392.56 1138.50 0.66 35.85 180.00 +D+L+1-1 1.100 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.800 0.462 1.000 1.100 1.150 1.000 1.000 1.000 3.25 911.04 1138.50 1.54 83.19 180.00 +D+0.750Lr+0.750L+H 1.100 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.686 0.396 1.000 1.100 1.150 1.000 1.000 1.000 2.79 781.42 1138.50 1.32 71.36 180.00 +D+0.750L+0.7505+1-1 1.100 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.686 0.396 1.000 1.100 1.150 1.000 1.000 1.000 2.79 781.42 1138.50 1.32 71.36 180.00 +D+0.750Lr+0.750L+0.750W+H 1.100 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.686 0.396 1.000 1.100 1.150 1.000 1.000 1.000 2.79 781.42 1138.50 1.32 71.36 180.00 +D+0.750L+0.750S+0.750W+H 1.100 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Zarosinski Engineering and Design Title: J0284-1 Koeber Addn Job# J0284-1 * 1400 NW 155th Circle Engineer: Dean P.Zarosinsski Vancouver,WA 98685 Project Desc.: partial second story addition 360-513-2746 Email:dzaro@zaroeng.com By Dean P.Zarosinski PE File: WORK12012 PROJECTSU0284-1 Koeber AddditionlCalculationsg0284;1;"koeber calcs.ec6 UVOOCI`Beath ENERCALC,INC.1983-2011Build:6:126.7,Ver.6.12.6.7 Lic.#:KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: Header above 1st floor Windows Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN Cr Cm C t CL M fb Fb V fv Fv Length=6.50 ft 1 0.686 0.396 1.000 1.100 1.150 1.000 1.000 1.000 2.79 781.42 1138.50 1.32 71.36 180.00 +D+0.750Lr+0.750L+0.5250E+H 1.100 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.686 0.396 1.000 1.100 1.150 1.000 1.000 1.000 2.79 781.42 1138.50 1.32 71.36 180.00 +D+0.750L+0.750S+0.5250E+H 1.100 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.686 0.396 1.000 1.100 1.150 1.000 1.000 1.000 2.79 781.42 1138.50 1.32 71.36 180.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D+L 1 0.0786 3.283 0.0000 0.000 Vertical Reactions`-Unfactored `" Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.999 1.999 D Only 0.861 0.861 L Only 1.138 1.138 D+L 1.999 1.999 A