Loading...
Report OFFICE COPY , SCCity of Tigard Consulting Approy4d Plans Structural BY -i) Date 2- / Engineers Structural Calc> tltl> fit-5 Residence Patio Cover Job Number: 150120 Codes: 2012 IBC 2012 IBC Amended by Oregon Structural Specialty Code with 2014 revisions. Date: 2/10/15 (RUCTop? Location: 8390 SW Ashford St. fc�EO PRO,4P Tigard, OR 97224 �5�t.,vGtNE Client: Michael Scott • '2 8390 SW Ashford St. i Tigard, OR 97224 n OR' :DM Engineer: Cameron Swearen 'n P.E. <�OC 19, 2. „x�� iv SWE Samuel Ford, EIT I EXPIRES: (,- )'-i` I MSC Engineers, Inc. 3470 Pipebend Pl. NE Suite 120 Salem, OR 97301 Phone: 503-399-1399 Scope of Services: Lateral and gravity design for patio cover attached to existing residence C ontents: Loads 1.1-1.4 Lateral Design 2.1-2.9 Gravity Design 3.1-3.5 Foundation Design 4.1-4.2 RECEIVEP Plan Sheets & Details SK.1-SK.6 FEB 12 2015 Revision/\ 2-10-15 Revision @ request of client, change in gravity framing and pressure blocking. CITY OF FIGARO Pages: 2.1, 3.1-3.3, 3.6,Sk.2-SK.6 BUILDING DIVISION LIMITATIONS: Engineer was retained in a limited capacity for this project. Design is based upon the information provided by the client,who is solely responsible for accuracy of same. No responsibility and/or liability is assumed by,or is to be assigned to the Engineer for items beyond those shown on these sheets. Leclerc') .0 es 6,, G r•/d 1 . V - C:S: 7 fir (Is/2 = Ha3 t P Rox, w;01-1), OF .rja l. er°S. ` 3 '.X +3'' kJ o 41- D L. d /D A3'A -"10\ Ykk ►d can 0 "nen n FcP°R P = 1za0 •Ej 4°s.;CZ)} ir, s F e'iv&y)t► ps a.)1)) o.o?) //,/P! ' • D.o y2 =3" :g,oie b/ fp (?.9"2.) = 2 Tr■crese. 's" V ' ( j*) Xioa = 31 '. < /Pi), :• a" Ch. 2 63, y ©f nE 4QSs £tee fortou cony y 44/-Pry 1 a5oj aPtyr•'., rvt erl,6 lAo se Ike.rv0A4/44,e24‹i1,1/ ficriwo LJAf'h ?11c cteia,04vA sted TS Aio !Mai" /I ,;, hJ/D The Gdd,'i,an \S)6)1 he g►aked 7v Renal !ten Obi"ec, 4\'1 r�dlde L E D 6 E A R J R. sktsQr 71'a& / 4 :M O*Se S> IraT 0a4c ; 7-rety. 1; 1 `. ., • . - IQ LIPS j Pit 4)1. mst- ��.ESL-l12Ps + 3ZP1A 04.447_ a tia W 1bd oAr ry z)( sruz 116 J AZ L. TO 3'/f6'i.S g- 6 a -z qz#/A/N2:G, LSE ►id i►Art-s kAr sTM FILE NO. MD e^'1'j i`4' SHEET NO. L-..► y "" " C MADE BY nlF°F DATE `d �� t CLIENT �11GP�a�) 1 ENGINEERS INC PROJECT -3c& pes P T �/Ver s 1ZA FRS 7.►a .SLApf c \30.3° i \ J z 71/L1S 30.3° z e.1' r,J r'--e>,►EAtiE 1,6A AS: \ �.GA:l4S : 2�-6" p•C. Di-z 12ps.^.. 'J= ,Z,-4 �'�t pbr* ,DL I Pa xt' = zgPe SL-r. 29, S -!V,2) : 1-0 Pl ' SL .. 2Ops /21= LIPPl. 5,30;36 3Q,S pM S '')n 3OM4) p;ok U°r "If: cis Sre 9" gyroQFif . ax aEx2-6i No R USZ�a 72(A ,OF!.#L t.1)07,_ 4r5t Z. l=-3'-Ira • kAF7-£it EA- 05 .S yL.II,017" LDAL�$ ASS�,r� >� �'D�.S�'L Fr6T.N i= $,1' D� iS C2')�- 10r4sS �10'J,�i?P C1s%z,� Zzon►f �� 12Ps�x (�'IZ t� )= 36 pt�' NV— = P (29 _ gopo �c; z 2o)p.s c C L/z.4-i/.:)i' . 30.,e°-S?1px, Po;n - 1.04-40 rRo h PA 7-3P t.'-3" Fr w, ENO \ UL :12PW('Qt)oho_4-1) 720 I* zee pf!�1*)n1r*,t .0 : 2,,,t (161)Cfc!/z,i1) k 110474 ---\� �E fix® F z , 04744 406E 8ffi4-fl Exi-sr. 1txf.Z .D,t'? 4 PreSS�.re. isol k - A I. A T`'Y 2f1 100 rc11 �t I .5.1/Per -- i4a c;rain 6 R,k6:::jho�• . 33° __ 144 ))AT(.. =tgi4x F. /e Z4 Erffc7"ro.�" DPP 7`ff ,s-z-1. 2 t 4.4130 O z w.33' �� IL n''n 1 of /0ISs :Wort1� O1� Oorc11 21c To S''1'rgr% 3 i 2� Z.2 �k.,'!S 1 EDT H �S w 8,i•.ai?L O;QA ;t f \ Lyirr'— i-cS£ 137 g d oicsr,G AL Ai ' IlkAT FILE NO, AS-01 SHEET NO. �+' { MADE BY Sor /� I_ DATE -l.�~ .3' 5_, CLIENT /"IL/ c,C/n ,5C7�(( IENGINEERS 1IVC_ I PROJECT 1]60 R , p4'$$V (C.)lit''' NIMSC Engineers Inc. Project Title. MSC Engineers Inc. Project Title: 3470 Pipebend P1.NE Suite 120 Engineer: Project ID: 3470 Pipebend PI.NE Suite 120 Engineer: Project ID: Salem,OR 97301 Pro act Desd: T Phone:503 -1399 Salem,OR 97301 Proect Des°:( )399 - Phone:(503)399-1399 gsfmg-o t tNC:r Fax:(503)-399-8259 tali' 551 r'_ S Fax:(503)-39940259 "' ° . °' _.---•° Email,sford PM.10 iEO.au ion. '.- - • Email:sford r, 10 r7o.n5.7,5up Wood Beam Fee=kusM 201511501201com ree.gab anew 1 Wood Beam Elie=Webs 20151150120eotl ref.pan cow.ea 1 ENERCALC,INC.196i201511uite.15.119.Vr6.15.1.1 ENERCALC,INC 19632015 Buie:6.15119,Ver6.15.1 1 I -, Description Rafter W/Outrigger Description• Rafter WI Outrigger CODE REFERENCES Vertical Reactions Swpcn notation:Far left is el Values in KIPS Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 Lad Ca tinelion Suppal l Support 2 0.port 3 Load Combination Set:ASCE 7-10 +3.0.750Lr+0.7501•H 0.103 0.133 Material Properties +p0ew.117 0.207 0.1133 Analysis Method:Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity .0.0.70E.44 0.103 0.133 Load Combination ASCE 7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi .0+0.7501r+0.750L+0.450W+H 0.103 0.133 Fc-Pit 1,350.0 psi Eminbend-xx 580.0 ksi +D.0.750L+0.7505.0.450W.H 0.207 0.265 Wood Species :Douglas Fir-Larch Fc-Perp 625.0 psi .047501.40.7508.0.5250E.-11 0.207 0.265 Fe 180.0 psi +080D.0.60W.0.60H 0062 0.080 Wood Grade :No.2 Ft 575.0 psi Density 32.210pcf .0.600.0.70E+0.60H 0.062 0.083 Beam Bracing :Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase D Only 0.103 0.133 lr Only D(0.02409 ($4.034501 L Only S Only 0.138 0.176 - W Only ...em. �.e": E Only • • HOnly • 1.6005.750 ••.5005.750 Span•e.10 R Span•1.0 II Applied Loads Service beds entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans:D=0.0120,S=0.01725kst,Tributary Width=2.0ft SIGH SUMMARY e- IMaxlmum Bending Stress Ratio = 0.489 1 Maximum Shear Stress Ratio = 0.186:1 Section used for this span 1.50 X 5.750 . Section used for this span 1.50 X 5.750 lb:Actual • 697.74 psi N:Actual = 38.46 psi FB Allowable a 1,428.30 psi Fv:Allowable = 207.00 pal Load Combination +D+S+H Load Combination .D+S+H Location of maximum on span a 3.9825 Location of maximum on span • 7.647 fl Span#where maximum occurs • Span#1 Span#where maximum occurs • Span#1 Maximum Deflection D: Max Downward Transient Deflection 0.085 in Ratio= 1137 Max Upward Transient Deflection -0.032 in Ratio= 740 Max Downward Total Deflection 0.150 in Ratio= 649 Max Upward Total Deflection -0.057 in Ratio= 422 j`' Overall Maximum Deflections 7 Load Combination Span Max.'-'Dan Lo000crr In Span Load Combinaion Max. Dee Location in Span -4).S.H 1 0.1496 4.073 0.006 1.000 2 0.0000 4.073 .0.5.1 -0.0568 1.000 " Vertical Reactions Support notation..Fa left is Cl Values in KIPS 11JJ Load Caroinalion Slpp rt 1 0.450112 Sippa13 Overall MAximum 0241 0.309 Overall MINimum 0.062 0.000 .D+H 0.103 0.133 .04°C• 0.103 0.133 .D.U.H 0.103 0.133 .0.041 'A4= 0.241 0.309 C Cl -O r e N • r a+ MSC Engineers Inc. Project Title M S c MSC Engineers Inc. Project Title: 3470 Pipebend PI.NE Suite 120 Engineer: Prated ID: 3470 Pipebend W.NE Suite 120 Engineer: Project ID. ax+'� Salem,OR 97301 Project Descr. Salem,OR 97301 Project Descr: Phone:(503)399-1399 Phone:(503)399-1399 ^" -- ;y,. Fax:(503)-399-8259 Fax(503)-399-8259 '� Email:stood Ruwa*FM AI in 7o w Email:sford i,iied 10,8,715.,'ins !Wood Beam :Uobs 201511%1701m rd.ado carman FN 4b:Vos 20151150120Mwbm pogo comae ENERCALC,WC 191117015,au94 16119,Ve-ers1.1 Wood Beam EREItCALS INC.1943-2015.Bu44615119,Vera.15.1.1 1 Description Rafter N Skylight Description: Rafter 0 Skylight CODE REFERENCES Vertical Reactions Supped notation:Far Nor Is 41 Values in KIPS Calculations per NDS 2012.IBC 2012,CBC 2013,ASCE 7-10 Load Combination Support 1 Support 2 Support 3 Load Combination Set:ASCE 7.10 .D.0.7501..r.0.750.•i 0.153 0.196 1 Material Properties ..0.0.75%4.60W447 * 0.� 0.196 Analysis Method:Allowable Stress Design Fb•Tension 900.0 pa E:Modulus of Elasticity 40470E91 0.153 0.196 Load Combination ASCE 7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi H).0.7501r.0.750L.0.450WH1 0.153 0.1% Fc-Put 1,350.0 psi Eminbend-xx 580.0 km .0.0.7501.0.7508.0.450WHi 0.308 0.395 Fc-Perp 625.0 psi .D.0.750L.0.750S.0.5250E.N 0.308 0.395 Wood Species :Douglas Fir-Larch .600.0.60W.0 60H 0.092 0.118 Wood Grade :No.2 Fr 180.0 psi .0.0.000.0.700.0.606 0.092 0.118 Ft 575.0 psi Density 32sIncre1 OONy 0.153 0.196 Beam Braang .Beam is Fully Braced against lateral-torsion buckling Repetitive Member Suess Increase 0 my L Only S Only 0.2% 0.265 + ' = i 3rS. a;sss'1.4. 5•••• W Only•g z E Dnty• • li • L11 211• i I open.11.10 R ................_....._Span=1 A fl Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans D=0.0120,S=0.01725 ksf,Tributary Width=3.0 a _DESIGN SUMMARY . f -.� Maximum Bending Stress Ratio • 0.45$1 Maximum Shear Stress Ratio • 0.212:1 Section used for this span 2x8 Section used for this span 2x8 fb:Actual • 654.98 psi IS•Actual • 43.83 pal • FB:Allowable = 1,428.30psl Fr:Allowable . 207.00 psi Load Combination .D.S.H Load Combination +D--S+H Location of maximum on span = 3.9829 Location of maximum on span = 7.51211 Span N where maximum occurs = Span ft 1 Span 0 where maximum occurs • Span#1 Maximum Deflection 71'1 Max Downward Transient Deflection 0.064 in Ratio• 1520 Max Upward Transient Deflection -0.024 In Ratio= 988 Max Downward Total Deflection 0.111 in Ratio= 872 Max Upward Total Deflection -0.042 in Ratio= 566 Overall Maximum Deflections Load Combination Span Max Des Locution hi Span Load Cadoirutlon Mao.'x Dad Location In Span .D•S+H 1 0.1114 4.073 0.0000 1.000 • (J 2 0.0000 4.073 40+9.14 -0.0423 1.000 Vertical Reactions Srppal notation:Frill le 01 Values hr KIPS Load Combination Support I Srpport 2 Support 3 Overall MAXimum 0.360 0.461 Overall MINimum 0.092 0.119 .D.H 0.153 0.196 .04.8 0.153 0.196 .O.Lr.H 0.153 0.196 +D+S+H 0.360 0.461 • Gr 4 v,11/ es, ,,to r V t T 'c(g 2 COO- % EXISP. fbiASC L ./2. ► ► t?f LoA_AY v' 4 AROJt r1L PLJ Di-. = 6Lo bF0.0_957-t 1i) tiwso SL= geOefilitital 2+1.3-trjaTST E,1-41. £/X/Z 1)k dPi. �" A = 2 w/ 1l Lan f;/ •✓e A& v,,t_ £ ue.tos r. 4It`,D L-oor 2X/Z. 07,1144-5 v/ ) i-o'° �wc1 �f�� �D�-1Z d' 21-a Ca IP A vf,- 4c 7Lout! 12.aA , U.SF tic DuEn',5Srs 441,C. e?r. i,,Ao 0)(r‘7:- zwz. \Torsr eie P IEkts �jX/Z WIZ 61-0'1 ,PA as bL.; 4.3Sk•33l 7 eiI?_fv 3?a it 3a = 210opW' U. - U8 143 367 664' �. ;-a,7 (4r"t rj- 906.P.- A Ai FO FILE NO. 13-0/2.0 SHEET NO. v ::::V SiVF DATE -���/I rLt10.C/ 5C4`741- JENGINEERS IIVC- L PROJECT Soh f`'eS, Tr^a'G cpaCr° Iii S c MSC Engineers Inc. Project Title _. MSC Engineers Inc. Project Title: 3470 Pipebend PI.NE Suite 120 Engineer: Project ID: =£a 3470 Pipebend PI.NE Suite 120 Engineer Project ID: Salem,OR 97301 Project Descr: ' Salem,OR 97301 Project Desa: Phone:(503)399-1399 Phone:(503)399-1399 Fax(503)-399-8259 6 n .' Fax(503)399-8259 *,^:i,. Email.sford r+.,w r 118',"..1 5 7 3"Aa " . od 10 -- nn'ar'. • Email:sford Rind 10r=e29 15,rxw Wood Beam Fla•A:1Jobt20151150120aas tore patio sow as Wood Beam FIN.h.Juba 201511 0f20heor m.PaOd eve.ore ENERCALC,INC 1983.2015,Bu1d.6.15.t.19,Yer8.15.1.1 ENERCALC,INC.191.2015,Bailie 15.1.19,var9.15.I 1 Description: Existing Jests Description: Existing Jests CODE REFERENCES Vertical Reactions Swwrt notation:Far left is Cr Values in KIPS Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 Load Combination Support I Support 2 Support 3 Load Combination Set:ASCE 7-10 •0.1.•H,LL Comb Run(L') 0.434 0.908 Material Properties .D.Lf.#I,LL Comb Rn(%) 0.081 0.0535 Analysis Method:Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elastiaty .D.Lrv44,LL Cart Re.(1') 0.061 0.535 Load Combination ASCE 7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi _ .D•h+H,LL Cards Pon(LL) 0.061 0.535 Fc-Pill 1,350.0 psi Eminbend-xx 580.0ksi •D$.H 0.015 0906 Fc-Per 625.0 psi •O.0.7501r.0.7501.11,LL Comb Run('0.055 0.621 Wood Spad ies :Douglas Fir-Larch Fv p 180.0 psi •D.0.750Lr.0.750L.H,LL Cart Fen(L 0.341 0.815 Wood Grade :No.2 Fl 575.0 Ps Density 32.210pcf 4D.0.7501r.0.7501.•H,U.Cart Run(L 0.335 0.900 Beam Bracing :Beam Is Fully Braced against lateral-torsion buckling .0.0.750L.0.7508.H,LL Comb Rut('L 0.021 0.899 _. .. ____ ..._.. ............. ._...._ .._. _...... ....._.... ........ __... .0.0.7501.0.7506.44,U.Cant Run(L'0.306 1.093 .0.0.7501.0.7505441,U.Cart Run(U 0.301 1.179 araanalase71 .0.0.6006+44 0.061 0.535 .0.0.70E+11 0.061 0.535 .0.0.750Lrv0.7501w.450W.1,LL Car 0.055 0.621 " a: s •D.0.7501r+0.750L.0.450W+H,LL Cart 0.341 0.815 -- o:4..... ■D.0.7501r.0.750L.0.450W.H,LL Car 0.335 0.900 1 - ..,-_a r• 44).0.750,.0.7505.0.450WH,LL Cad 0.021 0.899 • 440.0.7501.0.7508.0.45019.H,LL Cad 0.306 1.093 2.12 2412 •D.0.7501..0.7505.0.45099.44,LL Car10.301 1.179 .0.C.750L.0.7505+0.5250E•H,LL Corr 0.021 0.899 .0.0.7501.0.7505 45250E•1,U.Coe 0.308 1.093 1 Span-14 o n yore-2a a .0.0.7501.0.7505.0.52508.1,U.Car 0.301 1.179 t._- ..._ _.... __.... .0.00040 6099.0.60+4 0.037 0.321 __ _..__..__...._..-- - .0.600.0.70E.0.60H 0.037 0.321 Applied Loads Service loads entered.Load Factors will be applied for calculations. D Only 0.051 0.535 Loads on all spans... 1.:Only,LL Cart Run('L( Uniform Load on ALL spans:D.0.0120,L.=0.040 ksf,Tributary Width•1.333 R lr Only,LL Cato RIM(L9 Load for Span Number 2 Lr Only,LL Comb Ron(LL) Pant Load:D=0.180,S=0.080kD12.0ft LOdy,LL CartRer('L) -0.008 0.14 Point Load:D=0.160,S=0.2450k� L Or 2.0ft Lorw,LL CartRn(L7 0.373 0.373 Vy,LL Cart Run ILL) 0.366 0.487 DESIGN SUMMARY _.. ......... ......... ......_...._. .._..__.... ..._.. IIIIIIIIIIEIMIIIIIIIIII SOdy -0.045 0.371 Maximum Bending Stress Ratio = 0.573 1 Maximum Shear Stress Ratio = 0.293:1 W Only Section used for this span 2x12 Section used for this span 2x12 E Only R:Actual = 516,13 psi lx:Actual = 60.64 psi Hotly A} 1 FB Allowable = 900.00 psi Fv:Allowable = 207.00 psi 4 Load Combination .O_L.H,LL Comb Run(1' Load Combination = .D.S.H Location of maximum on span 6.2575 Location of maximum on span 14.0005 Span 9 where maximum occurs = Span 0 1 Span 0 where maxmum occurs = Span if 1 Maximum Deflection Max Downward Transient Deflection 0.163 in Ratio= 1028 Max Upward Transient Deflection -0.074 in Ratio= 648 Max Downward Total Deflection 0.066 in Ratio= 728 Max Upward Total Deflection -0.050 in Ratio= 956 Oderril Maimum Deflections Load Cantirrlio r Spin Max Dell Location in Span Load Carrtkrlkn Max.'+'080 Location in Span I ody,U.Cat Run(LI t 0.1633 7.039 0.0000 2.000 2 0.0000 7.039 L Only,LL Comb Run(L') -0.0740 2000 Vertical Reactions Support rotation•Far left is 01 Values In KIPS Lead Cerdskr0a Support 1 Support 2 Upon 3 -- -- Overall MAXlmum 0.434 1.179 Overall MINlmum -0.008 0.114 •0.44 0.061 0.535 . 7� 0.144/,LL Cart Run('L1 0.053 0.649 ") • litil SC MSC Engineers Inc. Project Title: MSC Engineers Inc. Project Tide: 3170 Pipebend PI.NE Suite 120 Engineer: Project ID: 3470 Pipebend PI.NE Suite 120 Engineer Project ID: Salem,OR 97301 Project Deem: Project Descr: Phone:503 399-1399 >z- Salem,OR 97301 W ( 1 Phone:(503)399-1399 Fax:(503)-399-8259 r;Tva ',«. Fax.(503)-399-8259 Email:sford naAw ioiLs.no a nci "� " Email:stud p,...crier is.a_a.a File•e:Uob.20151150120■wtb res pale cover w FN•h;Llo6a 201511501201rm1b rp.pogo cowr.w Wood B @8111 ENERCALC,INC 19e3-20r5.Build 6.15.119,Vr6.1511 Wood Beam ENERCAL0INC 1063-2015;Buila6.15.119,Vr6.15.11 l A Description: 2x Outrigger Description 2,Owiggar CODE REFERENCES Vertical Reactions support notation Far left is CI Values or KIPS Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 Load Conbinalion support 1 Support 2 Support 3 Load Combination Set:ASCE 7-10 •136.r+1,U.Cam R111 0.) -0.005 0.033 Material Properties D+LrH,Lm a (L9 0.005 0033 (LL) .0.005 0.033 Analysis Method:Allowable Stress Design Fb-Tension 1,000.0 pa E:Modulus of Elasticity +D+S+H -0.020 0.108 Load Combination ASCE 7-10 Fb•Compr 1,000.0 psi Ebend-xx 1,300.0 ksi .0.0.7501.r.0.75041,LL Comb Run F-0.005 0.033 Fc-Pill 1,000.0 psi Eminbend-xx 1,300.0 ksi .0.0.7501.m0.750L•H,LL Comb Pon(L-0.005 0.033 Wood Species : Fc-Pap 1,000.0 psi .0.0.7501-r.0.750.H,U.Cam Run(L-0.005 0.033 Pr 65.0 psi +D.0.750L.0.7506.H,LL Comb Run('L-0.016 0.089 Wood Grade Fl 65.0 psi Denlsly 34.0 pcf +0.0.7501.40.750641,LL Cam Run(128.016 0.089 Beam Bracing :Beam Is Fully Braced against lateral-torsion buckling .1).0.750L.0.750S.H,LL Comb Rib(u-0.01s 0.089 _.. _..... __.__.. ____. ___......... .._..._._ .__._ __.... .._........__. _..._........ .0.0.6099.41 -0.005 0.033 40 9 0.060 .0.0.70E+1 .0.005 0.033 .040.7501.1.0.7501.0.450W.H,LL Car-0.005 0.033 • • 2 .13.0.7501.r+0.750L+0.450W+H,LL Car-0.005 0.033 +0.0.750D.0.750L.0.450W+H,LL Cart-0.005 0.033 .0.0.75111..0.7600.0.450W+H,U.Cad-0.016 0.089 • +0.0.750L+0.750S.0.450W+H,LL Cart0.016 0.069 ieo X 1.60 0.60 x t.w .D.0.7501.0.7505•0.450WN1,LL Carl-0.016 0.089 .041.7501.0.7500.0.52500.41,LL Corr-0.016 0.089 • +0.0.750L.0.7505.0.5250E41,LL Car-0.016 0.089 .0.0.7501.0.7505•0.5250E.H,LL Cart-0.016 0.009 • • • .0.600.0.60W.0.60H 4.003 0.020 • .0.600.0.70E+0.60H -0.003 0.020 • L Only -0.006 0.033 • n _...._.. _._............ ......... ._.......... Spm••qo n .�_........__. _apart..t-e n_ ..__...._. .... ........_ - _ _....... D Orly,U.Cam Rut('L) Applied Loads Service beds entered.Load Factors will be applied for calculations. D ply,II Comb Run 6.1 Beam self weight calculated and added to loads D Orly,LL Cart Rut(LI) Loads on all spans... LO y,LL Carp Rat(ti) Partial Length Uniform Load•D=0.0080.S=0.020 ksf,Extent=2.0-»3.0 ft.Tributary Width=3.0 6 L Orin,U.Cab flat(L') L Orly,LL Cart Run(LL) DES.IGN.SVMMABY__._ a . , s Only -0.015 0.075 T%„.. ;Maximum Bending Stress Ratio = 0.339 1 Maximum Shear Stress Ratio = 0.286:1 W Orly f-: Section used for this span 3.50 X 1.50 Section used for thls span 3.50 X 1.50 E Only tb:Actual • 369.67 psi N:Actual = 21.36 psI H Clay Fe:Allowable = 1,150.00psl F•:Allowable = 74.75 psi Load Combination .D.S.H Load Combination .O.S.H f+ Location of maximum on span = 2.0006 Location of maximum on span • 2.00011 Span#where maximum occurs = Span#1 Span#where maximum ooare = Span#1 Maximum Deflection Max Downward Transient Deflection 0.037 in Ratio= 646 Max Upward Transient Deflection -0.010 in Ratio= 2291 Max Downward Total Deflection 0.052 in Ratio= 460 Max Upward Total Deflection -0.015 In Rath= 1650 Overall Maximum Deflections Load Combination Span Max"Dell Location in Span Load Carbinabcn Max.'-Dell Location in Span 1 0.0000 1.000 •D.S.H 0.0145 1.162 +0+0.41 2 0.0522 1.000 0.0000 1.162 ( _W Vertical Reactions Stppat notation.Far left is M1 Values in KIPS• (ate Load Combination Support l Support Stppon 3 V' Overall MA>Umum .0.020 0.100 Overall MINimum .0.003 0.020 •D+H -0.005 0.033 .0+L.1-1,LL Comb Run('L) -0.005 0.033 •0.5.41,LL Cam Run(Li -0005 0.033 .0.L.44.LL Comb Run ILL) .0.005 0.033 —(E) �orsTs 15 od04 j L.FO&tI! ,crMPSoI) HiAsckt FIELD VfLTFieo gY Ca,,i71Ad 'k NAPai �,..,.--- i (�'� Z�Ct2 OF,'Z fLU yc, (E) cl X/zDF Z s0 J"sC��d''d�c1. �►/ NAU6'�� x6/a 3.-711 I I Z. �.Sro4N tivd t A I Z1(61i C��.sl-.Y"L1�4LL .5 .---: , \ ,i, ,.h'F-RA��, R,ga,� 01401-kW >1'�/I�- N — ---i-- - 1— `- _ 6-3'6 p ``},2, NEa SZM/.$aR)M 6/a '*i'+r rte w. _ W /'-3i1(»gin)Pam : `, 4.�. \ 2.XB tAFrfr -.._...e_.___. ILL��GEA?�� 0P ,EX ' AEAte� - __.__ ________.-.r-_ 12) lbclr7Alts EA•.Stk4 r^.,P OE J rkz.0 - I 1 21tofoz.�/G.ms 28 yaw£xr I Ty P.(q) >tI4 FS ir►RsQo Li. ?5 - I\ I Chi-Z'I;°FAL i . Go ).z X 4 iti I i 11 Krr,. @ , . ,,F A a Z.4 - )c x ., Ill \o _r elAci-5 _ T 4191Y, L foss , % I ►� -6X/2 df'� .�.: . A.-,- —/Yi i ../... -/ / 2X,1 FLAT ociWar, . q_ 7 3IY"laws 0/1%ol1tGrlIetit• r 1 & kB"e.G/?AX., MoTe'a 1\i' TNRc. 2x:8 RAP(A?d- C, ? EAJ4 filAti- 4),!(Z) iLi4/gAI i e aer`Sf'�4A� koOF F PAr►?'v d 171.A-,J 1/N Ii—ez. I -p►t 1M s_ c FILE NO. iSt)I Zd SHEET NO. 2 MADE BY SOF DATE 2.-3-tr CLIENT nk ael SCG it JENGINEERS INC_ t PROJECT �CC, Ae,5. 194.110 6t)lie 1 SIMPSSA) 141 !L 1 Ps EA' RAFTEk ' o B X!'ye AVO SekEs S 76 ToPof &E 14 (2) LLr?S@ ZX$ ,Of#Z AI iEi c— `-fx811F L Rim-F-4 aaregv Z2(6 �>_W1t l SN'7‘6 TD Vi&CPT" cA, ) ELF PrLE{l £hT PER —SrMit arr) PI. rGL�PJ .. ei_Ao amsf �,. ,3l-3R Ln;4 ,n.) 2)(4 cure .es - 1211 rip � ' lysNCrr- gx-1a ,Ofsil QEAN '3,4„0.119 t9 (2.) ...c.2-,4?&,0 Ac6( y) Pass CAP ` � bx6 Dr z iRAa e 113--)Ayws113"$ (14;‘,) I.A6:SCQ S 0-01•Ego EmR. s'"(n.'h) _e 3'' D.c.. 1•`/4"(M:n) E,06E i)unt t: fi3yZl�pl!,0 3'/Z,I�.1;n) ENO D OR/145 rQ�� 6x6 a� Z STYIPSG Adfika Poor 8ASE 4))1 )(6 D --��' S1g,' .STQd416 ha r 7L E & S'' i,',�) it rr r Ir 14,Tr0E SreArA !► r. It rt ii )6F E 8PAGC 31y)J 11-0" FILE NO. N0r 20 SHEET NO. '611?-3 MADE BY SPF DATE Z-2-6' CLIENT PI ctG &al ENGINEERS INC_ L PROJECT Ste, R /� 'd t.e " 4. ,s417'‘ PER Pod Ak ZXB t7f#2 ,2,�FT �,S ZXeI�TR� �c 2 2!e" ate. —,CDAPS0 A) AV N Z.LIP EA 1?AT-7Ef a1 14.X 1/y,l tae Sat OS 11 To? Pr 6f (Z) Cii1s e on R .,Frr ps SOFFIT erow,ts NU - 2.4 3L�6 01 A.35-C. e zv Hai. 'TM PSo>> }ftC.6IZ r Iti , 04> A 066k rut TA al 0711ERS ■ (2) spo sc � AC6 el-boe) 6XaZsflZ 3=' , Posr SP 204,4 TyP. f"") x-- 6X6 D5 Z 8RA-a " t�5 / sic) . (2).0481,? L ".SCREW&3%Z not. -4 \ 1.-0 ( EkAE MS, fin (Nin) To PpS7o�2,,'i, ,i) 0/ i ''Cnid) Eo E Dr.SnENLE N. bv 3'z? L ',9 Da1? c F £IACE DISF 0' 3Y 6X6 PAZ Posr Loa II-b'0)(IV' 6 'SINPsa ) /A&466 Pa sA e3/ / ,'` TA0,LI6 4617 r' (M6. ''(pt IA) 11 , I . f - ,I , ' .s7RArit- —\ _ s'-lit------- --- - ' Pi-- )6 E .B RAC = r► = rr - it = rr = 310 /r_prt ail se FILE NO. Lc9/2P SHEET NO. S y MADE BY -Oh DATE 2'12-1,..r- CLIENT GE i?14.160 .`L0/ lE1VIVEFzs INC_ ` PROJECT Ncaf c• J p e' r NX/ 602 R7 A96, ,t3pim 131/ o7#z�n ._? (Z) srr ) � \1-11.60,0 !_STi4 I yc�J&L),9Tts A Rau MILS"U��'n� �r 2x6 PR x1--ht,i1 kV(3)l6d o 7oPOF f�sTd-7�R'^ r To OK a) 1641ACLS miAlviS,0 sedato ID am TO I06c4,4 ,Z RA:rFi' caaty.011-c la Ze isLArt A �/ �: e� r �`��µ 0 ���''r PRP d� V__1-A• A Sort:77 by— _ OTif2S #2 POST — Z7(e-OFAz RAFrE is e -tieo.c. ; )4X0 OF 2 ``------A e sky zu6trr 12Y 6704f MI #6\ 7 a �� 6Xi211Ffl .B4-Ar�0 n s. . S£I`ip,SolJ T PLAT , `ii. -ST Of.. .A. Typ. o=D6i PO Zr Coo)J. 3/11"lc I'- " FILE NO. AC e)! '7'15 SHEET NO. S/"� ` C .*�MADE BY -Air DATE .- -.- -"`°> CLIENT EA C1+4f! ...Co {" 1ENGINEEF2S INC. 1 PROJECT 'S:`' 4 Eyes' 1' 4;(;) 4 Ver' a • + (H),ydraa,1., 0a R .t.(N) � d 41;1j 7e gA rt 2 — ZX8 OF-#2 RR r'rZRS @ ZN'O.C. ' ion.).s1T[ uri) f EP 9),L� ,, Ft.hsNrv6 8Y orr'ERs fie ? q(d o c 4 E' .S E %U 4A-14::3-4 -LL u�u . V . , r - t 142.0-- 761 S r i RI i in -1 _ __'. AN, € YrRii�s --- _ 0 v 6 Sros 7yP --_`'`-._-` ' r NO 2X8 DF L ?Ariz( v/ (2) !bd wills z . E ST �� ( ) .3oz€ P A 7-5(E)S1..'6 To FHp..1.) (E) F1� 5NTd ,,_- ; {` — (E)Jaz;Sr ;i 1 • ) SOFT 1 \___ (41) SF•r'G —y K f 21- •" ;FAk 774A'kW:E/? Ohl"t ' I La" FILE NO. x` ? 2A SHEET NO. V.4,v r v NI c MADE BY �!' � '! DATE 2'�1/�CLIENT / i���4"C ) V�/f I ENGINEERS INC. t PROJECT Sid Ae Po ‘p Ca✓e''