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2004, 04-22 Permit App: BLD-04-04171 Addition BUILDING PERMIT APPLICATION WORKSHEET SPOliCIT'c City of Spokane Valley Community Development Department an.e Buildin9 Division �y T���ev 11707 E. Sprague Avenue, Suite 106 4010* Spokane Valley, WA 99206 Phone: (509) 688-0036; Fax: (509) 688-0037 REQUIRED SITE INFORMATION Street Address: /L /q 2 -�=d a'-c--P- SS a-14 c ./4 9j'9'el;' Assessor's Tax Parcel Number(s): 5- 5-2 0 2 H 1 OW. Legal Description: Lo+ 01 PERMIT DESCRIPTION: 1111l'ff4'-'' 1‘‘ s 11 R, _ ,,,,,,,,,3 . ""_ /4.6(2_ Building Permit n Change in Use ❑ Grading n Manufactured Home Relocation ❑ Tenant Improvement Fire Safety n Other OWNER/APPLICANT INFORMATION VI Owner: 4 ' $ =fOe_76 a Applicant: A ,Sr--io-c,hi Phone: 9qi-2 7/5- Fax: Phone: 9q7-2 7 / Fax: -- Address: x(47 . ?_ Address: /Z9 iv E z . City State Zip Code c fy State Zip Code ❑ Contractor: ❑ Architect: Phone: Fax: Phone: Fax: Address: Address: City State Zip Code City State Zip Code WA State Contractor License #: Contact: PERMIT/BUILDING INFORMATION HEIGHT TO PEAK: DIMENSIONS: #OF STORIES: MAIN FLOOR TO SQ. FTG: 2"U FLOOR SQ. FIG: UNFIN BASEMENT SQ. FTG: FINISHED BASEMENT SQ. FTG: GARAGE SQ. FTG: DECK/COV. PATIO SQ. FTG: OCCUPANCY GROUP: CONSTRUCTION TYPE: HEAT SOURCE: #OF BEDROOMS: TOTAL HABITABLE SPACE: IMPERVIOUS SURFACE AREA: COST OF PROJECT: 30% SLOPES ON PROPERTY: SEWER OR ON—SITE SEPTIC SYSTEM? MANUFACTURED HOME Width: Length: Year: Pit Set: Manufacturer: RELOCATION Previous Address: Proposed Use: FIRE SAFETY Fire Sprinkler: # of Heads: Fire Alarm: Paint Booth: Tent: Fireworks Display: Blasting: Date/Time: Valuation: Above/Underground Storage Tank Size: WASHINGTON STATE NON-RESIDENTIAL ENERGY CODE Plans Examiner: Phone: Fax: Address: City State Zip Inspector: Phone: Fax: Address: City State Zip SPECIAL INSPECTIONS ❑ BOLTING fI CONCRETE n REINFORCEMENT ❑ WELDING Firm Name: Phone: Fax: Inspector(s): DISCLAIMER The permitee verifies, acknowledges and agrees by their signature that: 1) If this permit is for construction of or on a dwelling, the dwelling is/will be served by potable water. 2) Ownership of this City of Spokane Valley Permit inure to the property owner. 3) The signatory is the property owner or has permission to represent the property owner in this transaction. 4) All construction is to be done in full compliance with the City of Spokane Valley Development Code. Referenced codes are available for review at the City of Spokane Valley Permit Center. 5) This City of Spokane Valley Permit is not a permit or approval for any violation of federal, state or local laws, codes or ordinances. Ownership of resulting development rights granted by any issued permit inure to the property owner. Print Name Signature Method of Payment: (Faxed permit applications will only be accepted with major bankcard) ❑ Cash ❑ Check ❑ Mastercard ❑ VISA ❑ Other Bankcard #: Expires: VIN#: Authorized Signature: SF co d a u 42 41, I 4 13919 5 2 vs.,arc , SG2 re 1'i-=2o1 1-0.tsi2st 112 Y /39 1 �B (22, o �ç) ya '! 3 -- E w COANCLIDE -- i f ATH II FIE EN By :a"i, MM T3 FLANKING lL 1 f la `� 1 i $ep.} c. NK- 4 I� � l Z' / ✓ This site plan is bein s a)r % obtammg a b g1ed br the purpose of r�btaini ntation of th Peril*and w a true and correct ct D ( Pg-o SEO� Imesidlmensions,curb lipnes � All awn Property add c 4 1 Qh ures have been identified. Alsoindicatedand easements �t�1 bodies of water, steep s a� Wetlands, CC I P bpes or offer critical areas. Signed: ' • �. cl Date: 4 . / ZI . Dy dell I ilk trii-,2 1 44,11 10' 2.' 2.. O l 3 G 7 5' ' i potis _m-re Is • s osvE . •",.. ... C.T1 ,ralleY .1'411!ajta. REVIEWED FOR CODECOM . ' i SWNVALLEY BUILDING DNIMPLUTEAPL: \.--A . WkittkiNI.,-1.Ay ,. ., 1------- 1 _ ' H t\) DI -1. LA E: LF-a.ofrvi t'c'I'N, c1/, /1 s_..)cor fc I/ xi5+1coq i' � - ' --' L/ `� / | ! -- ------------ __ i, _A,), I H E [ I, il ii ( 1 ( II ill p ----- / -- --______--'------- - -- ...____ b ]^k r:1-' /r-. UlA' . 0 V\ // / / ' /\ / ~- 1 /~� � /~4� / c7 / �� _ ~ �� ~- ~� ~ �� _ ,_. it-i PROVIDE DIAGRAMS AND ENGINEERING LAYOUTS FOR ROOF TRUSSES, BEAMS AND I f FLOOR SYSTEMS PRIOR TO FRAMING INSPECTIONS I1 i 1 k it i I II �Iq$fl JOGS � � 'r ' ' .- - _. _�_ 1----7-1 .�.��.-__ �_ f I T � I _ I1 I p NrW cVer CfCCes5. 1 I 1 Under accessible I . by1$ x 24 a-( cCAst te... /� << ' _ � S PA° a IAGRAM pR °VIDE D LAYOUTS F°" • mGINEERitiGaq, 13EMAS AND MANG goOf Iftvug-TEms PR‘OR I FLOOR S 1-"a ‘••`'.Ats),-•‘,0--,4-)•`i,•!••YetCdt ?If f N t, , , 7 0 , ,c...4; -,e) cd 4.• 7"- . - I wf -......, .....,,:-,, ----- --- t--_ , ) ) 54 fe 1 (4.- - ''''•-- ' -..... 7 e A . „„•• .,..,,,,...„0,•d .f,:, i , , i 1 4 i ] /2 (OK ... 7, ,"Ce a g')*;, f? ./(:,7,e.,e -- cc -...,i _.....4 .. ? /,P•,- 1"'",. i .. . o .-c 1.5g14. -. _ ‘ i 4(0 .0 i4- , A )4 ro,Nett.pit. 4,x,t,w c 6 % c • -7- . ,- - 1 4-- , ,• 0 _____. __ _ 6 1' J. • - cs2„04:r.„4/4 v4.-.;cc Under Floor Ventilation I 1 ( floor 115v°enStgilaFtinogf uo space area. feetofofYdwiteahchcorner cpe nOPedenrinnigngsshan 11 3 es Sh a:41 IFI ibtheipnec 3o covered evel eeapproved material. 1 ----- 4)1I \ I) varnama *UPI V0i031100311SV 03/V301 030,A0Vd 38 aulil ratio Nunn p 9AN71p warsM vie) ..� , f Aoti 011 ti u' T L i. 4 q j--- '1 ..Ar 7 Z Z1 .C. - _. r _ _ _ _ 1 L _._..__ _._ice _ z_ / t \ � _ _ _ _f _'_ r?r?OV1DE DIAGR 1 _ rN( NEERI AMS AND - —_ � _3 i f,?ur- rRUSNG LAYpUTS FOR r , r i (jcjk Svs E S, BEgMSAND ' r: r, 1{ �N�I'ECTIONS qlpR Tp Mu ,"G MS p 3 c (e'- ' b — V MING • \ 1y LT l �' / �� J.R. B ONNETT ENGINEERING c-p.eC tits` CIVIL&STRUCTURAL ENGINEERING/CONSULTING 803 E.3RD Avenue SPOKANE, WA.99202 509)534-3929 FAX(509)534-4014 Structural Design Calculations of CANTILEVERED FLOOR JOISTS A HOME ADDITION 18914 E.2nd Ave. Spokane,WA 99016 for BO ' ti Alex Skrobko S . 18914 E. 2ND Ave 30693 Spokane,WA 99016 S CI STS CP ti EXPIRES 10/03/04 June, 2004 JRBE Job No. 04-204.20 DML , , J.R. BONNETT ENGINEERING ,/ =� ' Civil & Structural Consulting & Design D 803 E.3rd Ave. Spokane,WA 99202 509.534.3929 Voice • 509.534.4014 Fax June 1, 2004 Mr. Alex Skrobko 18914 E. 2nd Ave. Spokane, WA 99016 RE: Cantilevered Floor Joists @ Addition Mr. Skrobko: I have completed the analysis on the floor joists for the addition at the above address as you requested. This analysis is per the information you provided us: 2 X 12 DF-L#2 A 12' O.C. spanning 19'-6"with 2'-8"cantilevers on each end. My calculations indicate that the typical joists are only 61% stressed in bending. However, assuming that two joists connected by the rim joist are supporting the window header bearing stud, the joists are 8.5% overstressed in bending. Assuming that three joists connected to a continuous rim joist are supporting the point load,the joists are okay. To assure these point loads are distributed between the joists, we recommend that two 3/8" diameter by 5"lag screws be installed to connect the three joists to the rim joist below each side of the 8'-0"window per the attached sketch. In addition, solid blocking should be installed between each joist along the foundation wall if this has not already been done. Thank you for allowing us to provide you with our services on this project. Please feel free to contact me with any questions you may have. Sincerely, J. R. BONNETT ENGINEERING /a-.-../M- " S David M. Linke,P.E. J. R. BONNETT ENGINEERING JOB b 4 -L 30. 2 803 East 3rd Avenue SHEET NO. OF ���,,, SPOKANE,WA 99202 N V DATE 6" (o �y, ,t.„7.5----*, CALCULATED BY '� TEL:(509)534-3929 FAX:(509)534-4014 CHECKED BY DATE SCALE 1 d ., 8 . 3 1 _ .. 5 . . 8 1. .+ 8 8 8 .1 4 5 8 7 9 3 5 2 8 1 3 4 3 6 7 3 1 2 3 4 5 6 7 8 1 3 2 O J !1` pn i • • . �.i ..... ..tt Z 6 vi kms; . (- i ,:il ; b1 R• ti. NI • D PRODUCT 207 J. R. BONNET ENGINEERING JOB o4- —Z g o• Z;3- 2-At. 803 East 3rd Avenue SHEET NO. OF SPOKANE, WA 99202 Dm(-- DATE G,/ y �y, � CALCULATED BY � �i TEL: (509)534-3929 I FAX: (509)534-4014 CHECKED BY DATE SCALE c4-c),,2 -1e,/57--5- . 011101111111111111111111111■11.1ft. .. et,al=cLa ops f .t,'�� �f , �2 L eO f0 -/5,931y 1�«o. Imo; ;mil PeArize4=. yop5TI f1 /?p.? /0/05' MN �• 140 , g4p/1 0- . P4 t�P�� p�-246*4 P - �9'd tic.1 � Pr`s= biz 1) , o . A 7 i Ty,,c/ti-- 2.x.( 7 0E-(--i i (z i'r3e . - , re:_1_ ;.z .(95- -E4- ` 12. 110- 2 /5'9f5e <Z t'5� n Panni inT 9n7 JOB ¢Z3 O .Ze, J. R. BONNETT ENGINEERING F a 803 East 3rd Avenue SHEET NO. OF SIN SPOKANE,WA 99202 CALCULATED BY DM DATE 6/O 9 TEL: (509)534-3929 FAX: (509)534-4014 CHECKED BY DATE SCALE c ttI.ccs. ?D,'T ©,,) FLS( ,ST-5 ,$5c14E /ei01 P,s�— avZ 6/(Z 0. �P�k p,,Za�z` ? tiPis!A/Ba r,S ‘609-.,0wog �°too,. Q-� P�'" � � � 1?) Q) 1a ,si5 ; �� A A Poc-(2o4,/ ellz eiu-ke-, /16 AL (4-12?/ s) = Z 6ZsPS� STs g.40; a S7-72rsscp /0J 8r4 Aye Ail f\ DOMIICT'(7 J.R. Bonnett Engineering Title: Skrobko Residence Addition Job#04-230.20 803 E. 3rd Ave. Dsgnr: DML Date: 2:53PM, 1 JUN 04 Spokane,WA 99202 Description 509/534-3929 Scope: Floor Joists fax 509/534-4014 Rev:510300 KW-06 General Timber Beam Page 1 User.K3 99 Ver 5.1.3,22Jur�-1999,wn32 _(e)1983.99 ENERCALC c:1 projects\_2004-projects\04-230.20\04.230. Description Typical Floor Joist General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements 0 Section Name 2x12 Center Span 19.50 ft Lu 1.00 ft Beam Width 1.500 in Left Cantilever 2.67ft Lu 1.00 ft Beam Depth 11.250 in Right Cantilever 2.67ft Lu 1.00 ft Member Type Sawn Douglas Fir-Larch, No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.150 Fv Allow 95.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi Repetitive Member E 1,600.0 ksi _Full Lengh Uniform Loads Center DL 10.00#/ft LL 40.00 #/ft Left Cantilever DL 10.00#/ft LL 10.00 #/ft Right Cantilever DL 10.00#/ft LL 10.00 #/ft Point Loads Il Dead Load 206.0 lbs 206.0 lbs lbs lbs lbs lbs lbs Live Load lbs lbs lbs lbs lbs lbs lbs ...distance -2.500 ft 22.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary 1 Beam Design OK Span=19.50ft,Left Cant=2.67ft,Right Cant=2.67ft,Beam Width=1.500in x Depth=11.25in,Ends are Pin-Pin Max Stress Ratio 0.606 : 1 Maximum Moment 1.8 k-ft Maximum Shear* 1.5 0.7 k Allowable 3.0 k-ft Allowable 1.8 k Max.Positive Moment 1.83 k-ft at 9.799 ft Shear: @ Left 0.49 k Max.Negative Moment -0.55 k-ft at 0.000 ft @ Right 0.49 k Max @ Left Support -0.59 k-ft Camber. @ Left 0.065 in Max @ Right Support -0.59 k-ft @ Center 0.067 in Max.M allow 3.01Reactions... @ Right 0.065 in fb 692.47 psi iv 39.54 psi Left DL 0.33 k Max 0.75 k Fb 1,142.76 psi Fv 109.25 psi Right DL 0.33 k Max 0.75k _Deflections 1 Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection 0.045 in -0.412 in Deflection -0.043 in 0.148 in ...Location 9.799 ft 9.799 ft ...Length/Defl 1,489.9 432.8 ...Length/Defl 5,248.9 567.46 Right Cantilever... Deflection -0.043 in 0.151 in ...Length/Defl 1,484.1 424.1 _Stress Caics Bending Analysis Ck 32.339 Le 2.059 ft Sxx 31.641 in3 Area 16.875 in2 Cf 1.000 Rb 11.118 CI 0.988 Max Moment Sxx Req'd Allowable fb @ Center 1.83 k-ft 19.17 in3 1,142.76 psi @ Left Support 0.59 k-ft 6.16 in3 1,142.76 psi @ Right Support 0.59 k-ft 6.16 in3 1,142.76 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.67 k 0.67 k Area Required 6.107 in2 6.107 in2 Fv:Allowable 109.25 psi 109.25 psi Bearing @ Supports Max.Left Reaction 0.75 k Bearing Length Req'd 0.799 in Max.Right Reaction 0.75 k Bearing Length Req'd 0.799 in J.R. Bonnett Engineering Title: Skrobko Residence Addition Job#04-230.20 803 E.3rd Ave. Dsgnr: DML Date: 2:53PM, 1 JUN 04 Spokane,WA 99202 Description 509/534-3929 Scope: Floor Joists fax 509/534.4014 User.516366 General Timber Beam Page 2 ()13-9 8,Ver 5.1.3,22-Jun-1999,16/M32 (c)7983-99 ENERCALC c:\_projects\ 2004-p.'ects104-230.20\04.230. Description Typical Floor Joist Sketch &Diagram ).49 ',AS 4.97 7.45 9.94 12.42 14.90- (.34 19.87 22.36 24.84 ).39 _ii 211b1 l l l l l l l l l l l l l l l ll ll ll l l ll l l l l l l SWIft °)..2199 ., II p� 2045 town ).1n t I flub im.,.. r1 I ...quill a ' I d,1 t t -029 -0.39 shear Load(k) Location Along Member(ft) 2.67ft IAP.ytt•1.9k-ft 2.6 ______ _NINE16�r4!7,1711I Ii 1, 41�_____ ____"___t 4.84 eK= _�� X111111111111111111111 II 111111 ill 111I ��� Minim Ileft•-0.6k-1t Mmax413d9ht•-0.6k-n _i_MINIMININrip11I11111111111'1111III11111i11. 111111111'111 1•11111=110� Rmax•0.7k Rmax•0.7kAMiiII=1•11,51IIi1 IIII I1 1111 II 11111111111 1 II 11111Ii II 11 IW III 1!1'14•1111111•11=1111 vmax 6 lett.0.5k Vmax e d•0.5k iiianlill.iiIIIIRIV 111111 1111111lll liii1'11111 II11111'1111 1111 111111l111111111111 I 1 II 1111111 Iflll■mommum Deft ea left end•-0.148tn Deft a 4959 end•-0.151in 3ilialMENT1111111111111111111111111'111'110111111,II III 1111111111111119' 11 i1.1 ul 1 II IIII IIIIIIIME11111111111 ummurV!III 11 1111111111111111111111111111111;1111111 I 1111 1[III'1111111111 1111111 i l'11'11 h1111111'i1MIIMMIll �i:_IIM1lf1111111111111111111IVIII..IIIItl11111111i11111111111111P 1111111111111111 III111111111 111111111V111111 IIII9i1117•111111111111 irJIL'11111111111i1if1'IIIW. MiiiiaMiNEMI111IIIIJIIIVIVY i 1IIVBJI{I1111111M1111=11•11--MIIIINJ1JI11111 Bending Moment(k-a) Location Along Member(It) -,EimitiYi_ls_{btaimaimm 'iligimls&antil_iii' '"4.84 111 d(1111111 .1=111=111--11111IMMIIIMPrili R ',;1,1a1111M1011.1111.11.11111M11=111.111.M1111111rluIVIIIILI111 X501111111111i1111111111'1111111'1111111111111111111 1 1111IIIIIIII II11 tl1 II I II111 III 111111111111fr1-0l1111111111 Il lllil!111111 A� X 111111111111111111111111'IIIIIIIIIIIIIIhI1111111111111'1III111111I'I 1111111410111 I111111111VI111111111' iii3in11111=VtlII1111111111111111111!11111111 II11111111111III111111111111111111IV11111111j 1111111I111I11111111111111V 1 iMM111111IIV111111111111111111111111111;11111111111111111 11'1 II 1111111111111111111111IA111111111� iiraiNEMMEMI161V911111111111111111111111111111111111111111 I111111111'1111111 II1111� i� 1Vi � iii����WIW 1111 11111 i111111I iII 11 111111111111111 III 111111 —� igliMMIIII IIIIIii11111;E111III 11111111II1 iiiillE1=111—� Local y Deflection(in) Location Along Member(fl) J.R. Bonnett Engineering Title: Skrobko Residence Addition Job#04-230.20 803 E. 3rd Ave. Dsgnr: DML Date: 2:53PM, 1 JUN 04 Description: Spokane,WA 99202 509/534-3929 Scope: Floor Joists fax 509/534-4014 Rev:510300 User.KW-0602818,Ver 5.1.3,22Juirt 999,Win32 General Timber Beam Page 1 NE -rc>1983-99 ENEc:l_projects\ 2004-projects\04-230.20\04.230. Description Typical Floor Joist General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements II Section Name 2x12 Center Span • 19.50 ft Lu 1.00 ft Beam Width 1.500 in Left Cantilever 2.67ft Lu 1.00 ft Beam Depth 11.250 in Right Cantilever 2.67ft Lu 1.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.150 Fv Allow 95.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi Repetitive Member E 1,600.0 ksi _Full Lengh Uniform Loads Center DL 10.00#/ft LL #/ft Left Cantilever DL 10.00#/ft LL 40.00 #/ft Right Cantilever DL 10.00#/ft LL 40.00 #/ft Point Loads Dead Load 206.0 lbs 206.0 lbs lbs lbs lbs lbs lbs Live Load 412.0 lbs 412.0 lbs lbs lbs lbs lbs lbs ...distance -2.500 ft 22.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary 1 Beam Design OK Span=19.50ft,Left Cant=2.67ft,Right Cant=2.67ft,Beam Width=1.500in x Depth=11.25in,Ends are Pin-Pin Max Stress Ratio 0.574 : 1 Maximum Moment -1.7 k-ft Maximum Shear*1.5 1.1 k Allowable 3.0 k-ft Allowable 1.8 k Max.Positive Moment 0.00 k-ft at 0.000 ft Shear: @ Left 0.75 k Max.Negative Moment -0.55 k-ft at 0.000 ft @ Right 0.75 k Max @ Left Support -1.72 k-ft Camber: @ Left 0.065 in Max @ Right Support -1.72 k-ft @ Center 0.067 in Max.M allow 3.01Reactions... @ Right 0.065 in fb 653.55 psi fv 62.69 psi Left DL 0.33 k Max 0.91 k Fb 1,142.76 psi Fv 109.25 psi Right DL 0.33 k Max 0.91 k _Deflections 1 Center Span... Dead Load Total Load . Left Cantilever... Dead Load Total Load Deflection 0.045 in 0.045 in Deflection -0.043 in -0.236 in ...Location 9.799 ft 9.799 ft ...Length/Defl 1,489.9 271.4 ...Length/Defl 5,248.9 5,248.90 Right Cantilever... Deflection -0.043 in -0.238 in ...Length/Defl 1,484.1 268.9 _Stress Calcs r Bending Analysis Ck 32.339 Le 2.059 ft Sxx 31.641 in3 Area 16.875 in2 Cf 1.000 Rb 11.118 Cl 0.988 Max Moment Sxx Req'd Allowable lb ©Center 0.55 k-ft 5.78 in3 1,142.76 psi @ Left Support 1.72 k-ft 18.10 in3 1,142.76 psi @ Right Support 1.72 k-ft 18.10 in3 1,142.76 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.06 k 1.06 k Area Required 9.684 in2 9.684 in2 Fv:Allowable 109.25 psi 109.25 psi Bearing @ Supports Max.Left Reaction 0.91 k Bearing Length Req'd 0.970 in Max.Right Reaction 0.91 k Bearing Length Req'd 0.970 in J.R. Bonnett Engineering Title: Skrobko Residence Addition Job#04-230.20 803 E.3rd Ave. Dsgnr: DML Date: 2:53PM, 1 JUN 04 • Description: Spokane,WA 99202 509/534-3929 Scope: Floor Joists fax 509/534-4014 Rev:510300 General Timber Beam Page 2 User: 2816,Ver 5.1.3,22-Jun-1999,Win32 (c)19e3-9983-99 r=E r4ERCALo c:\ projects\ 2004-projects104-230.20104.230. Description Typical Floor Joist • _Sketch&Diagram ).75 248 4.9/ 7.45 ®.94 12.42 14.90 17.39. 19.87— M RI 24.84 5i44 111 l 1♦l l l l l /l l l l l l t ; ;l l l l l l l l l�Yt18Ibs 0. k 5 11 50#m 0.15 a tlIYIIYYIIIYYnIY mnauea��::�w� NM ,1 Ilii , ill _ Shear Load Qv) Location Along Member(n) 26 4 tk•0.13k-ft z6 IIIIJ IIII II11I lli,'19lilrf.II'ul10 611 C III'j111Vdll II111I91IIVIII II i m111111 I VII I III'u IIIIiI1111II uli d iiiii I u I'll\I I11lltl f 1l 1I'Ii III11j11II'ull dll,,,I@1'4.84 .max a in ar1111I 11191111111111111'IIIII IIIIVII'IIIIIIli11111'1111111111111111''111 111 111'''IILCi'II11111 111!111!11 11111111'!'.IIIA II IIIVhII!11111111'IiI Mmax in ten a-1.75-n Mmax fa right•-1.7k-eIIIiV IIIIPIillllt1VI111'Illll lll,l'illl IIIVIIIIII'III'LIII 111111.11111ll I I'I',11 III1I11111111'I ''''IIIA I�IIIWI■ Rnaxa0.9k Rmaxa0.9k i !III UI h I J 11111'11 '1111 1 1 1 luII' l l 1111111111 II I'I' I IIV '9'tl.IV V II iJlh l!I j. Vmaxei left a0.7k Vmax de 0.7k 1311111VI111111IIIIIIIIIll1!.1 111111111111111111!VIIIIII1111111111111"11111 I1.1 11111111111111111i 111111111IIII.I'111111111111'1'I11V Il11 11111II:III41111 Den®len end a 0.236in Den 42 right end a 0238in i 111111111 Ii 111 l'i 111111111111'1111111I1 lI 1111111 111 II 11P111 11 11111 I1 PI 1 111111111111111111111111111111111111111111.111101,1111111111111MI i6ii1111IIII I II II II1111111111u II II 1'11IIIII IIIIIII 11II I IIIA'''\\V V II IIIIIII IIII!'11 111111111111'11',II111111 LI11'I III' II IIIIIII JIIIIIIMI &gall11111111111'IiIIl111I11111!IIIII111111111 1' iiliYiYWliiiiii_ IIA11II11111 IIIA 11111111111111Ailim ihaV.111:111!II111111A:.1liIiiIiimm-imissolomLi-1 IVI II 111111 1111- itiil 111 MIIIIMNI- --- n 11, 11'- BenMirg Morten(k-lig Location Along Member(N 11u�41MA IliklArrilil;IF III 161n1A I111T1111I`*-- '4.84 :� it � a I IIA'''III III IIII IIII 1111 l 11 III 1IIIIIIIII'!I II 1I Il Ili lT11ENIMII� i ti'111111111WiiN1111111111111111111 IIIIIIIIIh111111111i IIJi i IIIIIII'11u111111N111111111'1111If111•1111_ a111111.7I I1I111III°III'I1111111!IIVi III II IIII III'Ij11111'1111111111111.111111 i I Ii II'1Ij111'11111111111111111`111�� 3i_�11id111111111 IIIuli1 111111I111111I1II1 IIIIII III'I111I1i IPIIIIIIIIIIIIIII11111111I1III 111111111IIII111111111111dI1Cllll111� iiiiIII11FiIII1111IAI!11111IIItl111111111111111..11111,1II11111111111111111111111V'IIII 11,AIII1111111111111IIII1111R111IIIiiI11111111 IIIANII1Ii11111P11111111 I1 111II11p114•11111M1=111111•1111-MMIIMIIMIIIIIIIMIII-IIIIIIII.II1111111i IIIIi 1111191WMf•IIIIIMMINII-IIMINIIIMIIIIIIIMI- IIIIIIIIIIIII Illi i �t•�- -X111111' Local y Deflection(in) Location Along Member(ft) J.R. Bonnett Engineering Title: Skrobko Residence Addition Job#04-230.20 803 E. 3rd Ave. • Dsgnr: DML Date: 2:52PM, 1 JUN 04 Description: Spokane,WA 99202 509/534-3929 Scope: Floor Joists fax 509/534-4014 Rev.510300 KN-06 General Timber Beam Page 1 User.K18,Ver 5.1.3,22-Jun-1999.wn32 c:\_projects\_2004-prciects\04-230.20\04.230. (e)1963..99 99 ENERCALC .. .. ..- Description Typical Floor Joist General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 2x12 Center Span 19.50 ft Lu 1.00 ft Beam Width 1.500 in Left Cantilever 2.67ft Lu 1.00 ft Beam Depth 11.250 in Right Cantilever 2.67ft Lu 1.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.150 Fv Allow 95.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi Repetitive Member E 1,600.0 ksi • _Full Lengh Uniform Loads 1 Center DL 10.00#/ft LL 40.00 #/ft Left Cantilever DL 10.00#/ft LL 40.00 #/ft Right Cantilever DL 10.00#/ft LL 40.00 #/ft ` Point Loads Dead Load 206.0 lbs 206.0 lbs lbs lbs lbs lbs lbs Live Load 412.0 lbs 412.0 lbs lbs lbs lbs lbs lbs ...distance -2.500 ft 22.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft LSummary ' Beam Design OK Span=19.50ft,Left Cant=2.67ft,Right Cant=2.67ft,Beam Width=1.500in x Depth=11.25in,Ends are Pin-Pin Max Stress Ratio 0.606 : I 1.8 k-ft Maximum Shear* 1.5 1.1 k Maximum Moment Allowable 3.0 k-ft Allowable 1.8 k Max.Positive Moment 1.83 k-ft at 9.799 ft Shear: @ Left 0.75 k Max.Negative Moment -0.55 k-ft at 0.000 ft @ Right 0.75 k Max @ Left Support -1.72 k-ft , Camber: @ Left 0.065 in Max @ Right Support -1.72 k-ft @ Center 0.067 in 3.01 @ Right 0.065 in Max.M allow Reactions... fb 692.47 psi fv 62.69 psi Left DL 0.33 k Max 1.30 k Fb 1,142.76 psi Fv 109.25 psi Right DL 0.33 k Max 1.30k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection 0.045 in -0.412 in Deflection -0.043 in -0.236 in ...Location 9.799 ft 9.799 ft ...Length/Defl 1,489.9 271.4 ...Length/Defl 5,248.9 567.46 Right Cantilever... Deflection -0.043 in -0.238 in ...Length/Defl 1,484.1 268.9 Stress Calcs 1 Bending Analysis Ck 32.339 Le 2.059 ft Sxx 31.641 in3 Area 16.875 in2 Cf 1.000 Rb 11.118 Cl 0.988 Max Moment Sxx Req'd Allowable fb @ Center 1.83 k-ft 19.17 in3 1,142.76 psi @ Left Support 1.72 k-ft 18.10 in3 1,142.76 psi ©Right Support 1.72 k-ft 18.10 in3 1,142.76 psi Shear Analysis ©Left Support @ Right Support Design Shear 1.06 k 1.06 k Area Required 9.684 in2 9.684 in2 Fv:Allowable 109.25 psi 109.25 psi Bearing @ Supports Max.Left Reaction 1.30 k Bearing Length Req'd 1.386 in Max.Right Reaction 1.30 k Bearing Length Req'd 1.386 in J.R. Bonnett Engineering Title: Skrobko Residence Addition Job#04-230.20 803 E. 3rd Ave. Dsgnr: DML Date: 2:52PM, 1 JUN 04 Description: Spokane,WA 99202 509/534-3929 Scope: Floor Joists fax 509/534-4014 Rev:510300 General Timber Beam Page 2 Use °ze16,ver s.1.3,zz,lnn-1999,wn3z c:\ projects\ 2004 projects\04-230.20\04.230. (e)19e3.993.99(-NERCALC Description Typical Floor Joist •Sketch & Diagrami �� �i •i ihilE I II61illir 4.84 1181 8191bs ib M��������''IIII 111111111111 11 1! 1l!1!ll!1 1ll!11l1ll1l 1 1!1 millIIIIIrr1 ���—■��II,IIIIIIllll�llill s s20011111111111111t111,11IIIIIIIII'1111,T11 ��� �11111111111111111 50411 "` a`L 1lllllull11111111'IIIIIII11I111111111Ih:Ilu11111111,1T =M10E11111 11111111111 21,1:111111IIIII I111I1111•1111E11M11011E1EJ IIIIIII�,1k1I1191i11II1111111I1II,1111111111111i11111E111 Fg911I11I11111111II����� i 11111111II1I11'111111'1II11111IS iI',,iV ll11911111111E1EIEEIEE1111•111111.0•011 -.LLLI a I11111I1M1 A t hhIll111111,01111101110111•1■01•0011•1=E0111E11•111IIOI riiilL 111111•11111•1111EMIIIIIIMIIMIE—M101—E1E1 Shear Load(k) Location Along Member(ft) 2.8 M! -1.8k-ft 2.6 Irea.sialnialaMiglallillrrirriH1111 llilii 441:11111iiitiM all1r4.84 ax- •. n LIBIEIIIMIIIMEIIIiiirEi111111IIIi11111,111111111 ii II,1NIIIII1111!Il"II IMINIIM1111111•1111 Mmex 5 left=-1.7k-ft Mmex 0 dght--1.7k-R ',a.EIMIIIIIIIIIIRIII III It 11111,11111111111P IJ11111111111911111111IIII 11111[I111.1111111111111111.111. Rmax-1.3k Rmax-1.3k Atioil l III11111111V II 11i11111111111 E111111111111=111.1111011111001 11111 IIIll,11111111111III'III11II111111111 vmax®left=o.7k vnax5d-o.7k laI1111111111111111111111!II111111I11 11=1111.1111111.111.11.1 ;1111IIIIIIIIIIII'IId 111llillA Deg 5 left end-0.236in Dell a tight end-o.23ein alii I1111lllllll'II 11I 1 I.IIIIIIIIIAIMIIIIMIIIIIIMIIIIIIIIMIMMIMliW I I 11111MI 111'1111111111'11M i0E111 It 111111111111111111411111EIMIIIIMIIIIMIIIIMIE &'1'1,1111111111111!11 ibia111111 III11111 AimlE110110111111E111-1=1101111 11141911/ 11111111111 W1MEMIEllEIEIENEII—IMIEIEL111111i— ib i_VlJfiEEEE1011111011__ •MIMI Bending Moment(k-fl) Location Along Member(it) IIlIWIII1111111111'' ' 1.1II 1 1 9 .1111'1111111'1111'11111101111111[14.111L1111.11111111111'4"" . iI ' I II11 11111111V11IAIIIML1111111 11111111111III II UII J 191111'1111111 VIII II"111'I16I 111111 111111111119Yr1E0EIW I II 1111111 Iili1,,111''d101111111E 11111111.'IIIII II11111111111,11I111 I 1111 11111111111111,111,1 111111111111III II11CuWIIMIE111111111111111 1,I,'i;;a111111111010110YlIi11111111111I Ill 11111111.111111111 II 1111111111 II 0A111111001Eallll'1 14111110111•1111101411111111,1111k111111,111111,111111,1 III11111111111���1' 2:a���IIV 111111111111111111IIII111IIII ill 911111111'1111II9I IIII i11U4___ iamomm�sIWI1111II lilla IIII V 111'11111 II III�IIII111I II IIIIV —I• __111EIEE11101ELI1 III11111'1111111111111111111111111111II00101•111—_ ibiEI111101111E1101111110il11111111111 II I111111111,1111',111ui11M1E11•111E11E1=011 ibr__ll=1110111011I111`IIII�IWYi�tion�(��� Local y Deflection(in) • J.R. Bonnett Engineering Title: Skrobko Residence Addition Job#04-230.20 +- 803 E.3rd Ave. Dsgnr: DML Date: 3:06PM, 1 JUN 04 Description: Spokane,WA 99202 509/534-3929 Scope: Floor Joists fax 509/534-4014 Rev KW General Timber Beam ENERCALC 1961-99 ENERCALC Page 1 User.KW-9 ver s.1.7,22•Jun-1999,WIn�2 c:\_projects\_2004-projects\04-230.20\04.230. Description Typical Floor Joist to/W ,> ) 6 PEN pj4. 1:),e„..1T 4,o,40 S General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements 11 Section Name 2x12 Center Span 19.50 ft Lu 1.00 ft Beam Width 1.500 in Left Cantilever 2.67ft Lu 1.00 ft Beam Depth 11.250 in Right Cantilever 2.67ft Lu 1.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.150 Fv Allow 95.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi Repetitive Member E 1,600.0 ksi _Full Lengh Uniform Loads 1 Center DL 10.00#/ft LL 40.00 #/ft Left Cantilever DL 10.00#/ft LL 40.00 #/ft Right Cantilever DL 10.00#/ft LL 40.00 #/ft ` _Point Loads e Dead Load 412.0 lbs 206.0 lbs lbs lbs lbs lbs lbs Live Load 824.0 lbs 412.0 lbs lbs lbs lbs lbs lbs ...distance -2.500 ft 22.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft Summary 1 Overstressed in Bending ! Span=19.50ft,Left Cant=2.67ft,Right Cant=2.67ft,Beam Width=1.500in x Depth=11.25in,Ends are Pin-Pin Max Stress Ratio 1.085 : 1 Maximum Moment -3.3 k-ft Maximum Shear* 1.5 2.0 k Allowable 3.0 k-ft Allowable 1.8 k Max.Positive Moment 1.58 k-ft at 10.294 ft Shear. @ Left 1.36 k Max.Negative Moment -1.07 k-ft at 0.000 ft @ Right 0.75 k Max @ Left Support -3.27 k-ft Camber: @ Left 0.153 in Max @ Right Support -1.72 k-ft @ Center 0.181 in @Right 0.104 in Max.M allow 3.01 Reactions... fb 1,239.50 psi fv 117.63 psi Left DL 0.56 k Max 2.00 k Fb 1,142.76 psi Fv 109.25 psi Right DL 0.30 k Max 1.27 k Deflections 1 Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection 0.120 in -0.338 in Deflection -0.102 in -0.414 in ...Location 8.513 ft 9.997 ft ...Length/Defl 627.4 154.8 ...Length/Defl 1,943.7 691.40 Right Cantilever... • Deflection -0.069 in -0.317 in ...Length/Defl 922.1 202.3 ` Stress Calcs 1 Bending Analysis Ck 32.339 Le 2.059 ft Sxx 31.641 in3 Area 16.875 in2 Cf 1.000 Rb 11.118 CI 0.988 Max Moment Sxx Req'd Allowable fb @ Center 1.58 k-ft 16.54 in3 1,142.76 psi @ Left Support 3.27 k-ft 34.32 in3 1,142.76 psi @ Right Support 1.72 k-ft 18.10 in3 1,142.76 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.98 k 1.06 k Area Required 18.169 in2 9.684 in2 . Fv:Allowable 109.25 psi 109.25 psi Bearing @ Supports Max.Left Reaction 2.00 k Bearing Length Req'd 2.129 in Max.Right Reaction 1.27 k Bearing Length Req'd 1.358 in A • J.R.Bonnett Engineering Title: Skrobko Residence Addition Job#04-230.20 803 E.3rd Ave. Dsgnr: DML Date: 3:06PM, 1 JUN 04 Description: Spokane,WA 99202 5091534-3929 Scope: Floor Joists fax 509/534-4014 Rev:510300 User•.KW-08 2818,Ver 5.1.3,22•Jun-1999,WIn32 General Timber Beam Page 2 (e)19833-99-99 ENERCALC c:\projects\ 2004projects104230.20\04.230. Description Typical Floor Joist Sketch &Diagram aki3ia43�t6�i aiC3�iiliaii�ialldt� 11,,1 llir4." #„lam soap a:il lul r+�ll�l�i���■���I IIII1! a3i=I II IIIII1l111VihI IIII iIIII II17119.1!I11111•11•111111111111MINIIIMI=1111I llll111111111111ll 5.4 so*. likEillIllliIIh1111111111'IIItIIIII0111111111111fJIIITIIIIIIIIIIII IRI11111111•111•110•11111•111IJL11111IIlIIIIII 5.4 11 eornt i1i11111111111 l 11J�11111111IIC11111lll1111111111111 III'11111111111111116111=111111•1111MIMIIMINIMI ilii[1111!1111111111111,—IM1111111•11111111110-11.1 ii1.0,,lulltlimiiimommionmilms___ t fi i�lid,UlilBll!1111'�������ENE uNNI� Shear Load(k) Location Along Member(R) 2.e yy, r•1.8k-ft 2.6b IIII'!IIIIhJu [VIII,IIIIIuiu6111119P11id6miil'I'161111'll'iifili4illW iiiiii' IWriJIC111dii6iiiI I I,ii' illlll[Ii' '6ii'iiiiI 4.84 iIIIIII11'111j111111111111IIII[IIIA'11111111111'111111111111111”WmmimummiIIIIiiliii1111II11111I ,1i1I1IIA Mmao a left--3.3k-R 'Amax* dgh=-1.7k4 ail 111 Ilii 1111!1 I III Ild 111 '1111''111 " 1111.111=1.1111.1111111W'JI III'111 I ih i,iI IJI• Rmax-2.0k Rmax-1.3k �rIII'Il'Illllil[111'111Iiill1111111Ill 1111'il����� lll'111111!ill� Vmax©lett.1.4k Vmaxrt 0.7k ill''III III II 11111:.IIIh111111111i _IIMIMMIIMIIII=11111=11111II111.11M11 Dell left end-0.41An Den®right end-0.31Tin 1611111111111VIII11.111111115iMIN—IIMIIMM111•11•1111=111 =1111 16;11111 1111'11411111—MIIMI__—MIIIIIIMINIM1111111 1III II III AIMIIII—NIIIMMI=IIMIIIMINIMIIIEMIN K 111 i=1111•111111•1111111M11—MINI—IIM 13i�'1➢���—t•— Sending Moment(k-1) Location Along Member(E) iiia■ li[u[l11'191'lllll' 'r[I '[ 'r rrlill lli�r■■If i rr•ii i•" iIMIFr11111[111K1111.1111111111I11111111111111111111 III 111111'1111111 1Ill'I I7'1111.111111111111111� i lf■1111r1111111111111111111I I11PIE111I1111 II I IIII1111[III[1111111[II 11111111111111111111'1[I 11'11i11111I II1111111 � bim 1111111111111111111111IIPIIIIIII1111111111lullillillinl1111'III111111i1111f"IN'11'111111IIPIP1ld1111111111111III1HI II' 1111'llill� !I 1f111111114Y���I����� 111111,11111111 pl.I!iflll IIIIIW����— —�� lillllll; 119,IA111=1•=111111•1111I•1=11111—_—MIIIN Local'y Deflection(n) Location Along Member(n)