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Specifications (3) Structural Calculations for Hermoso Mixed- Use 7420 SW Hermoso Way 02 Tigard OR 97223 0 �fl March 25, 2021 '‘ I)/`L/ DESIGN CODE 2019 Oregon Structural Specialty Code ` ,Q� U` ,t.\ t� PRO/ -- G I NE ',, • EXPIRES: 06/30/21 CONTENTS Gravity & Lateral Calculations SCOPE OF WORK The attached calculations pertain to gravity and lateral analysis at the above address.The building consists of (5) stories of wood framing with residential units on the upper floors and offices/common areas on the 1st floor. BY CM DATE 3/25/21 il D ENGINEERS REV DATE •' STRUCTURAL I CIVIL JOB NO 21013 503) 968-9994 p (503) 968-8444 f SHEET 1 OF I beS;4 13 i L.pNgo /co;igr-e72.7,‘ ...) , gODF: g , ..,., 5 L pt.(4,,it e_ , DL C,(Ovvfht ..zoisitiikvo.L .,.. 3,0i) c t 9 ilo5,, 2,9(sN' Vz" LY‘01) t bSpsir , ' ! 1 i ib.0 els, 1 rtho RS: tt A 0 C I i _,_ .4. leo ( vas t Cut ) ' 1 , Vt..= 1,-r ‘t 1:3015T. -- ' i I 3/4' ri y,, fb .. -5 el,, . i Ng 1,i24:rfei k: IS,opC I - .. INI‘Icy 1 P4.C- ... - - 1 44 ...,,,,— -___.„.,„._ 1 l----V-::: 7 Of C):Cvz-- 10-1B i 1 -II 6-4 414 D I , t Pi 697- - , E.:i4 Cok-tocey i I -- _, .. i i 'i 1 i BY CT DATE EN GI N-E EilS 33( sTriutruftAt I CIVIL _) b REV DATE JOB NO 2/06 30:11 9AR-9494 n IcrY.1 QAA-PAAA f CLIC= "c n in„ C 0'wzt}}3 JocrA z�. F--— nI —I a _ t/ z, �,1 f� lc.° lin ...„ V— .y_ ZIT 1 a.4, in 41 1 JINf1 W JJNfl W JJNfl l iINft ei/:,,,,,/,,,, I II' 1 ' ra#44, I."' ''''''`,,,,, of/..////:,,/ N J.INry f! ' j , ..,167 _ E // � Lam? IIIIFF ., . ! ;° a j ,. '' 1.}} 6 •" cam. -,.IaIC Ilk � fi f _ _.,, to (9�Jt i- 1l2. 111.;-- - N alai r""""4 1--) i _ir , .._ ..a. 1tZg� '' tir 1 I NM (� ii ,,,, ..,; opunialawa uri . '% H1Nf II lemom aiw t H iiNn r . min 1.1 f lIN(1 i .'7 „,., / , , , , , „,„,„.,,, , _ __ . , , ___ „,,,,,„ /, z _ r z ,,,,,, 1 ' , I —i- .t2.1.1 La 113 0 ' I I 1 l 1 C) 0 0 0 c) 6 6 c) c) 4 1 22.-)5 Fli .4 152-4; IL 150 4.1 g„ = zec.1* 4 , t (,‘((.....p --,,c ,',t 1 1 1 , i 1 i il 1 I I '' 1 , 1 1 1 i 24 1004 1 , 1 , ..i . 7. 7...$7. + 3sop,' i I fitv: L 1U St t' . i 1 ! i — . i 4 V..6 Irfi 7 fee— IRTO ...... ,I" Fl.\-. i • i — s, t 1 i 11- _ ' ' W_;.• (I 94,A 7 ii, ' --n t- 2 . '''/Itt: •4- , ' I glz-- 1 C73,12,A i..7) 1 i . 1 1 i 1— I i , - ! .. . BY (1/•• DATE YEN14ef REV DATE 131 ENGINEERS STRUCTURAL I CIVIL JOB NO 71011) 503) 968-9994 p (503) 968-8444 f SHEET OF. E-7 L.= 7 Fr (mur) 4All.(5ovne a. (0-3') ..7.• -?...9-it,t 1 1.,S4)4f' t ,.. ..... 1:R:= 1046 -s- )41-6' , .1. 1 , , 1 - - -- - - 1.1 12-Z7.1 - 1 ,- __I-1 , I }AAA- (18t6- 'I ' .'F.,,ps ,)(5',4) :z.,. .4:s4114, Ise'', I : , 1R.: ) 6 552'C3 .4.4-. Z. 11 __. , 1 ' I ' - - _..._ ..,_ I I 6 L1-114il Ve '4'1 - I . , syr --14, sprte=a-s fet,, 7._ 4:51 / 476tS1 a__ 95) . , .___. 1 1 1 1 , , * , . c 0,y4 e s. . '),-:- ilS - t 63.6 '' 1 ,. -• • -, , ; , ,:. i ; . - - - A— ilio , ,... , , .,NS Itt-vmdz . _ 13R STRUCTURAL IVIL BRYE V e--/\''N DDAATTEE JOB NO '2,1013 5031 968-9994 o (5031 968-8444 f SHEET OF . . . ,.. r # t 1 LMQ.- 4Fi Akr --- IS So ' c c t-7.14.__ V I 1 I w I *~ 33 iII . - , 7q -: 666414 2 ,� -�, . 1 1 ( : ... , , i , ,_ . _, _,..____--- BY, CM DATE EaHAYDEN ilr 21140 SA REV DATE ENGINEERS STRUCTURAL I CIVIL JOB NO. 21613 5031 968-9994 o (5031 968-8444 f SHEET OF { 1 L.r.r.. l" fry. IA)''(''iri(1.4.-Ck 2 5V-.s\-)(7''',/ie it 7-?) ,--" ?,,C,144, -1- ....-:‘?..) 1 , '',. , i . . e.,L_LI ;r .i---- k 1 11 As �` /, 1,.r 3„, I, (lit ;)_ , at , i ,. , 014. C v(plA f>e eici&) .1-6)4 s ZS (... 9 ' ,MI ?Vttss - 1s112. t` .17 t _ y IV --!` 0,tt as,o2,t1 ?, r q ;' ¶:.a 01I# yi;1.8 4 , f BY CM DATE HAYDEN 14QWd REV DATE Ea ENGINEERS STRUCTURAL I CIVIL -.. _. JOB NO Z1.O13 _. (5031 968-9994 e (5031 968-8444 f SHEET OF 1 1 ,,,o ?1to)1 i i 1 .__. _ . �m .. _ ., , , , , , _ .. ., 1 . . ,. i , .. , „ „! , _„_ , , . „ , . , , ,, ,..... ... . __, ____ BY ems• DATE 1 HAYDEN +erMgSa REV DATE 3 ENGINEERS _ STRUCTURAL I CIVIL - JOB NO 210 15 -. L5f131 9AR-9994 n 1.5D31 9GR-R444 f SHEET OF _ r Title Block Line 1 HAYDENYou can change this area I 3E N G I N E E R S using the"Settings"menu item and then using the "Printing & STRUCTURAL i civiLTitleBlock"selection. Title Block Line 6 File:21013 enercalc-roof headers-beams.ec6 Wood Beam _ Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17 Mo #:KW080.0 HAYDE t O14SUJTINGENGl PEERS DESCRIPTIO R2 CODE Calculations per 4NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 C ar •r^ 1. o( 41(S)TUC-1 P° )- Load Combination Set : IBC 2018 L 1 u, . u rt cc.\S, rP. Material Properties Analysis MethoAllowable Stress Design Fb+ 900.0 psi E:Modulus of Elasti Load CombinatiIBC 2018 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc- Pill 1,350.0 psi Eminbend-x 580.0ksi Wood Species Douglas Fir-Larch Fc- Perp 625.0 psi Wood Grade No.2 Fv 180.0 psi Ft 575.0psi Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling D(0.072)..S(0,1) ,a a(L 4x6 ( it Span =7.0 ft 1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D=0.0720, S=0.10 , Tributary Width= 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.532 1 Maximum Shear Stress Ratio = 0.198 : 1 Section used for this span 4x6 Section used for this span 4x6 fb:Actual = 716.43psi fv:Actual = 41.09 psi Fb: Allowable - 1,345.50psi Fv: Allowable = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 3.500ft Location of maximum on span = 6.566ft Span#where maximum occurs = Span# 1 Span#where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.070 in Ratio= 1200>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.120 in Ratio= 697>=180 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 CFN C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.285 0.106 0,90 1.300 1.00 1.00 1.00 1.00 1.00 0.44 299.90 1053.00 0.22 17.20 162.00 +D+S 1.300 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.532 0.198 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.05 716.43 1345.50 0.53 41.09 207.00 +D+0.750S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.455 0.170 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.90 612.30 1345.50 0.45 35.12 207.00 +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.096 0.036 1,60 1.300 1.00 1.00 1.00 1.00 1.00 0.26 179.94 1872.00 0.13 10.32 288.00 Overall Maximum Deflections Load Combination Span Max,'"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S 1 0.1204 3.526 - d_ 0.0000 0.000 HAYDEN Title Block Line 1 DIYou can change this area ENGINEERS using the"Settings" menu item and then using the"Printing & STRUCTURAL I c i v i L Title Block"selection. Title Block Line 6 Wood Beam Software 21013 enercalc-roof headers-beams.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17 . KM60 . � .:::.�.: ... � _-. ,.- °a+ ea . .� ^;• -AT\17-t 0l§1lhl04itciiil� :r DESCRIPTIO R2 Vertical Reactions Support notation:Far left is#' Values in KIPS Load Combination Support 1 Supped 2 Overall MAXimum 0.602 0.602 Overall MINimum 0.350 0.350 D Only 0.252 0,2252 +D+S 0.602 0.602 +D+0.750S 0.515 0,515' +0.60D 0.151 0.151 S Only 0.350 0,350 HAYDEN Title Block Line 1 133( You can change this area ENGINEERS using the "Settings"menu item and then using the"Printing & STRUCTURAL I CIVIL Title Block" selection. Title Block Line 6 File:21013 enercalc-roof headers-beams.ec6 ", 1 Wood Beam Software copyright ENERCALC,INC 1983-2020,Build:12 20.8.17 }.tc.-;rKW:0600554.4 .i' .l_1r ''77 z_.,:,':; °. _ , , '"* - - 1%�m; 1- '_ -!.NApspa. CONSULTING 911_ 7: DESCRIPTIO R3 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis MethocAllowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasti Load CombinatlASCE 7-16 Fb- 1,850.0 psi Ebend-xx 1,800.0ksi Fc- Prll 1,650.0 psi Eminbend -x 950.0ksi Wood Species DF/DF Fc- Perp 650.0 psi Ebend-yy 1,600.0ksi Wood Grade 24F-V4 Fv 265.0 psi Eminbend-y 850.0ksi Ft 1,100.0 psi Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling ID(0,297)S(0.413) 4 . ,4 4. _,.,...t...._. _._ ...._..m..., 5.5x10.5 FSpan=140ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load : D =0.2970, S=0.4130 , Tributary Width= 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.748 1 Maximum Shear Stress Ratio = 0.371 : 1 € Section used for this span 5.5x10.5 Section used for this span 5.5x10.5 fb: Actual = 2,065.45psi fv:Actual = 113.07 psi Fb: Allowable = 2,760.00psi Fv: Allowable = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 7.000ft Location of maximum on span = 13.131 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.376 in Ratio= 446>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.646 in Ratio= 259>=180 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 C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length= 14.0 ft 1 0.400 0.198 0,90 1.000 1.00 1.00 1.00 1.00 1.00 7.28 864.00 2160.00 1.82 47.30 238.50 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 14.0 ft 1 0.748 0.371 1.15 1.000 1.00 1.00 1.00 1.00 1.00 17.40 2,065.45 2760.00 4.35 113.07 304.75 +D+0.7505 1.000 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length=14,0 ft 1 0.640 0.317 1,15 1.000 1.00 1.00 1.00 1.00 1.00 14.87 1,765.09 2760.00 3.72 96.63 304.75 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length=14.0 ft 1 0.135 0.067 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.37 518.40 3840.00 1.09 28.38 424.00 Overall Maximum Deflections Load Combination Span Max, "-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S 1 0.6463 7.051 0.0000 0.000 HAYDEN Title Block Line You can change this area ENGINEERS using the"Settings" menu item and then using the"Printing& STRUCTURAL I CIVIL Title Block"selection. Title Block Line 6 Wood Beam File:21013enercalc-roof headers-beams.ec6 Software copyright ENERCALC,INC,1983-2020,Build:12.20.8.17 Lit.#r;KiN•06005543 -.^ .f$ x 1: v _, ---yam DESCRIPTIO R3 Vertical Reactions Support notation: Far left is#' Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.970 4.970 Overall MINimum 2.891 2.891 D Only 2.079 2,.079 +D+S 4.970 4.970 +D+0.750S 4.247 4.247 +0.60D 1.247 1.247 S Only 2.891 2.891 HAYD E N Title Block Line 1 1E3 E NGINEE R S using the"Settings" menu item and then using the"Printing & STRUCTURAL ( C I V I L TitleYou can change this area Block"selection. Title Block Line 6 Wood Beam File:21013 enercalc-roof headers-beams,ec6 Software-copyrightENERCALC,INC 19892020 Build 12.20.8 17 Lte.:#fKW 60055-08 - HAYDDEcolt8ULptdetENGIN S DESCRIPTIO R4 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2018 Material Properties Analysis MethoAllowable Stress Design Fb+ 900.0 psi E:Modulus of Elasti Load CombinatilBC 2018 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc- Pill 1,350.0 psi Eminbend-x 580.0 ksi Wood Species Douglas Fir-Larch Fc- Perp 625.0 psi Wood Grade No.2 Fv 180.0 psi Ft 575.0psi Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling 0 v D(0.297, S(0.413) vf v Alki 4x10 OW Span=7A ft 14 roe > , Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load : D =0.2970, S =0.4130 , Tributary Width = 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.842 1 Maximum Shear Stress Ratio = 0.434 : 1 Section used for this span 4x10 Section used for this span 4x10 fb: Actual = 1,045.55psi fv:Actual = 89.92 psi Fb:Allowable = 1,242.00psi Fv:Allowable = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 3.500ft Location of maximum on span = 6.234ft Span#where maximum occurs = Span# 1 Span#where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.061 in Ratio= 1382>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.104 in Ratio= 804>=180 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 CFN C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.450 0.232 0.90 1.200 1.00 1.00 1.00 1.00 1.00 1.82 437.36 972.00 0.81 37.62 162.00 +D+S 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.842 0.434 1.15 1.200 1.00 1.00 1.00 1.00 1.00 4.35 1,045.55 1242.00 1.94 89.92 207.00 +D+0.7505 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.719 0.371 1.15 1.200 1.00 1.00 1.00 1.00 1.00 3.72 893.50 1242.00 1.66 76.85 207.00 +0.60D 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.152 0.078 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.09 262.42 1728.00 0.49 22.57 288.00 Overall Maximum Deflections Load Combination Span Max. "-"Defl Location in Span Load Combination Max. '+"Defl Location in Span +D+S 1_ _ 0.1045 3.526 0,0000 0.000 HAYDE�Yole Block Line 1 You can change this area 1 E NGINE E R S using andthen the"Settingsusingth "menu item e"Printing& STRUCTURAL I CIVIL Title Block" selection. Title Block Line 6 File:21013 enercal,,c-roof headers-beams.ec6 ri Wood Beam Software copyright ENERCALC,INC.1983-2020,Build:1220.8.17 LIC:#3=KW.08005543 .s';ti HAYDEN CONSULTING ENOINB DESCRIPTIO R4 Vertical Reactions Support notation : Far left is#' Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.485 2.485 Overall MINimum 1.446 1.446 D Only 1.040 1.040 +D+S 2.485 2.485 +D+0.750S 2.124 2.124 +0.60D 0.624 0.624 S Only 1.446 1.446 HAYDEN Title Block Line 1 2You can change this area ENGINEERS using the "Settirtgs" menu item and then using the "Printing & STRUCTURAL I CIVIL Title Block"selection. Title Block Line 6 File:21013 enercalc-roof headers-beams.ec6 Wood Beam Software copyright ENERCALC,INC.1983-2020,Build:12,20.8.17 Lk.Iv:KW-08005543. 7 ''" "';. r' 1,-, 7> ;. ! =i„?,, ci" _ HAvosN ONSUl tit cWEEl3.5i DESCRIPTIO R5 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set :ASCE 7-10 Material Properties Analysis Methoardlowable Stress Design Fb+ 875 psi E:Modulus of Elasti Load CombinaUASCE 7-10 Fb- 875 psi Ebend-xx 1300ksi Fc- Prll 600 psi Eminbend-x 470ksi Wood Species Douglas Fir-Larch Fc- Perp 625 psi Wood Grade No.2 Fv 170 psi Ft 425 psi Density 31.21 pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling D _ 0.459)S(0:838) # v • r 0 () ofk 6x12 -I- Span=8.0 ft 4 1 Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load : D =0.4590, S=0.6380 , Tributary Width = 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.863 1 Maximum Shear Stress Ratio = 0.408 : 1 Section used for this span 6x12 Section used for this span 6x12 fb:Actual = 868.70psi fv:Actual = 79.76 psi Fb: Allowable = 1,006.25psi Fv:Allowable = 195.50 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 4,000ft Location of maximum on span = 7.066ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.065 in Ratio= 1470>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.112 in Ratio= 855>=180 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 CFN C i Cr Cm C t C L M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.462 0.218 0.90 1,000 1.00 1.00 1,00 1.00 1.00 3.67 363.48 787.50 1.41 33.37 153.00 +D+5 1.000 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.863 0.408 1.15 1.000 1.00 1.00 1,00 1.00 1.00 8.78 868.70 1006,25 3.36 79.76 195.50 +D+0.750S 1.000 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0,738 0.349 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.50 742.40 1006.25 2.87 68,16 195.50 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.156 0.074 1.60 1.000 1.00 1.00 1,00 1,00 1.00 2.20 218.09 1400.00 0.84 20.02 272.00 Overall Maximum Deflections Load Combination Span Max. "-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S 1 0.1122 4.029 0.0000 0.000 ., Title Block Line 1 HAYDEN You can change this area ENGINEERS using the"Settings" menu item and then using the"Printing & STRUCTURAL I c i v i L Title Block"selection. Title Block Line 6 I±ite:21013 enercalo-roof headers-lleams;ac6 Wood Beam ( Software.copyright ENERCAIC,INC.1983-2020,Build:12.20.8.17 W.4:101 16g05S48` _ w`' HAYDEN CONSULTING ENG)NEERSi DESCRIPTIO R5 Vertical Reactions Support notation : Far left is#' Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.388 4.388 Overall MINimum 2.552 2.552 D Only 1.836 1.836 +D+S 4.388 4.388 +D+0.7505 3.750 3.750 • +0.60D 1.102 1.102 S Only 2.552 2.552 HAYDEN Title Block aine 1 change this area 3 ENGINEERS using the"Settings" menu item and then using the"Printing & STRUCTURAL I CIVIL Title You can cha Block"selection. Title Block Line 6 Wood Beam Software 21013 enercalc-roof headers-beams,ec6 Software copyright ENERCALC,INC 1983-2020,Build:12.20.8.17 ;30,11.'.K 0604654&; "-' : :'- *,. ". ' .'- €v „. .r. •. _? 4 trAYDEN:CONSULTING ENGINEERS DESCRIPTIO R6 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis MethocAllowable Stress Design Fb+ 900 psi E:Modulus of Elasti Load CombinatiASCE 7-10 Fb- 900 psi Ebend-xx 1600ksi Fc- PrIl 1350 psi Eminbend-x 580 ksi Wood Species Douglas Fir-Larch Fc- Perp 625 psi Wood Grade No.2 Fv 180 psi Ft 575 psi Density 31.21 pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling .. ___ i D(0A59)Sf0. £13 D 9 4 filk 4x6 4i4s Span=3.0 ft 1. _ _ I Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D=0.4590, S =0.6380, Tributary Width= 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.624 1 Maximum Shear Stress Ratio = 0.434 : 1 Section used for this span 4x6 Section used for this span 4x6 fb:Actual = 839.26 psi fv: Actual = 89.85 psi Fb:Allowable = 1,345.50psi Fv: Allowable = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 1.500ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.015 in Ratio= 2389>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.026 in Ratio= 1389>=180 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 CFN C i Cr Cm C t CI_ M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.333 0.232 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.52 351.16 1053.00 0.48 37.59 162.00 +D+S 1.300 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.624 0.434 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.23 839.26 1345.50 1.15 89.85 207.00 +D+0.750S 1,300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length=3.0 ft 1 0.533 0.371 1.15 1.300 1.00 1.00 1.00 1,00 1,00 1,05 717.24 1345.50 0.99 76.78 207,00 +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.113 0.078 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.31 210.70 1872.00 0.29 22.56 288.00 Overall Maximum Deflections Load Combination Span Max. "2 Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S 1 0.0259 1.511 - ry' 0.0000 0.000 HAYDEN You Block Line 1 1 You can change this area ENGINEERS using the "Settings" menu item and then using the "Printing & STRUCTURAL I c i v i L Title Block"selection. Title Block Line 6 File: 21013 enercalc-roof headers-beams.ec6 Wood Beam Software copyright ENERCALC,INC.1983-2020,Build:12.20.8,17 Mfg 06005S43 . , r.°1,1 1 , may.. _ . i ;r; .. --: ,,-.>'_ ,i.,- !..ate Iit$G:_ GIN►gERS DESCRIPTIO R6 Vertical Reactions Support notation : Far left is#' Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.646 1.646 Overall MINimum 0.957 0.957 D Only 0.689 0.689 +D+S 1.646 1.646 +D+0.7505 1.406 1.406 +0.60D 0.413 0.413 S Only 0.957 0.957 HAYDEN Title Block Line 1 You can change this area ENGINEERS using the"Settings" menu item and then using the "Printing & STRUCTURAL I civiLTitle 1 Block"selections Title Block Line 6 Wood Beam File: 21013 enercalc-roof headers-beams.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17 i.1o.4:41;;KW,46005543 :t} : f•- x,• ; .: :':t ` L.; s:._. f ._,�YC tYS�1NAATIN+lG'EN.(_N T �liA -, DESCRIPTIO R7 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis MethocAllowable Stress Design Fb+ 900.0 psi E:Modulus of Elasti Load CombinatiASCE 7-10 Fb- 900.0 psi Ebend-xx 1,600.0ksi Fc- PrIl 1,350.0 psi Eminbend-x 580.0 ksi Wood Species Douglas Fir-Larch Fc- Perp 625.0 psi Wood Grade No.2 Fv 180.0 psi Ft 575.Opsi Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling D 459}s(0.sse) __ : 4x10 eilW1/5' Span=5.50 ft I I 1.:_.._...... - .._ Applied Loads Service loads entered.Load Factors will be applied for calculations, Uniform Load : D= 0.4590, S =0.6380 , Tributary Width = 1.0 ft DESIGN SUMMARY Design OK !Maximum Bending Stress Ratio = 0.803 1 Maximum Shear Stress Ratio = 0.488 : 1 { Section used for this span 4x10 Section used for this span 4x10 fb:Actual 997.29psi fv: Actual = 101.00 psi Fb: Allowable = = 1,242.00 psi Fv: Allowable 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 2.750ft Location of maximum on span = 4.737 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.036 in Ratio= 1844>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.062 in Ratio= 1073>=180 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 CFN Ci Cr Cm C t CI_ M fb F'b V fv F'v D Only 0.00 0.00 0.00 0,00 Length=5.50 ft 1 0.429 0.261 0.90 1.200 1.00 1.00 1.00 1.00 1.00 1.74 417.28 972.00 0.91 42.26 162.00 +D+S 1.200 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.803 0.488 1.15 1.200 1.00 1,00 1.00 1.00 1.00 4.15 997.29 1242.00 2.18 101.00 207.00 +D+0.7505 1,200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.686 0.417 1.15 1.200 1.00 1.00 1.00 1.00 1.00 3.54 852.29 1242.00 1.86 86.32 207.00 +0.60D 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.145 0.088 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.04 250.37 1728.00 0.55 25.36 288.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S 1 0.0615 2,770 0.0000 0.000 HAYDEN Title Block Line 131 You can change this area ENGINEERS using the"Settings"menu item and then using the"Printing& STRUCTURAL I c i v i L Title Block"selection. Title Block Line 6 File:21013 enercalc-roof headers-beams.ec6 Wood Beam Software co ry__ pyrlght ENERCALC,INC.1983-2020,Build:12.20.8.17 Pk V-,"ifW�R;pQ59tl3 ....::�it HAYDEN C o N= 'TING ENGINEEQ= DESCRIPTIO R7 Vertical Reactions Support notation: Far left is#' Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.017 3.017 Overall MINlmum 1.755 1.755 D Only 1.262 1,262 +D+S; 3.017 3.017 +D+0.7505 2.578 2.578 +0,60D 0.757 0.757 S Only 1.755 1.755 HAYDEN Title Block Line 1 You can change this area E N G I N E E R S using "Settings"menu item and thenthe using the "Printing & 1 STRUCTURAL I CIVIL Title Block"selection. Title Block Line 6 Wood B@alll File:21013 enercalc-roof headers-beams.ec6 Software copyright ENERCALC.INC.1983-2020,Build:12.20.8.17 tic. ;KUY p8OO6543 " ..:.-' ` 40 r_ ENP.ON,ii• N N IN , DESCRIPTIO R8 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Metho llowable Stress Design Fb+ 900.0 psi E:Modulus of Elasti Load CombinatiASCE 7-10 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc- PrIl 1,350.0 psi Eminbend -x 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 31.210pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling 0(0,3871 S(0.5538) 4x8 Span=4.0ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D=0.3870, S =0.5380 , Tributary Width= 1.0 ft DES SUMMARY Design OK Maximum Bending Stress Ratio = 0.53a 1 Maximum Shear Stress Ratio = 0.370:1 Section used for this span 4x8 Section used for this span 4x8 fb: Actual = 724.04psi fv: Actual = 76.63 psi Fb:Allowable = 1,345.50 psi Fv: Allowable = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 2.000ft Location of maximum on span = 3.401 ft Span#where maximum occurs = Span# 1 Span#where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.018 in Ratio= 2738>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.030 in Ratio= 1592>=180 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 CFN C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0,288 0.198 0.90 1.300 1.00 1.00 1.00 too 1.00 0.77 302.92 1053.00 0.54 32.06 162.00 +D+S 1.300 1.00 1.00 1.00 1..00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.538 0.370 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.85 724.04 1345.50 1.30 76.63 207.00 +D+0.750S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.460 0.316 1.15 1.300 1.00 1,00 1.00 1.00 1.00 1.58 618.76 1345.50 1.11 65.49 207.00 +0.60D 1.300 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4,0 ft 1 0.097 0.067 1.60 1.300 1.00 1.00 1.00 1,00 1.00 0.46 181.75 1872.00 0.33 19.24 288.00 Overall Maximum Deflections Load Combination Span Max. "-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+5 1 0,0301 2,015 0.0000 0.000 __ HAYDEN Title Block Line 1 You can change this area 13ENGINEERS using the"Settings" menu item and then using the "Printing & STRUCTURAL I c i v i L Title Block"selection. Title Block Line 6 Wood Beam Software 21013 enercalc-roof headers-beams.ec6 • Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17 A08055zi3,''•� :s._ .t •J' a.fit H11 WWI DESCRIPTIO R8 Vertical Reactions Support notation: Far left is#' Values in KIPS Load Combination Support 1 Support 2 'Oirerefl MAXirnurn 1.850 1.850 Overall MiNimum 1.076 1.076 D Only 0.774 0.774 +D rS 1.850 1,850 +D+0 T50S 1.581 1.581 +0.60D 0.464 0.464 S'Only 1.076 1.076 HAYDEN Block Line 1 You can change this area ENGINEERS using the "Settings" menu item and then using the "Printing & STRUCTURAL I c i v I L Title Block"selection. Title Block Line 6 File:21013 enercalc-roof headers-beams.ec6 , Wood Beam Software copyright ENERCALC,INC 1983-2020,Build:12.20.8.17 j Lig 1g�.KIN.06005543 'HAYDEN' ONSULTI t3 ENGINEERS DESCRIPTIO R10 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis MethoAllowable Stress Design Fb + 2400 psi E:Modulus of Elasti Load CombinatiASCE 7-10 Fb- 1850 psi Ebend-xx 1800ksi Fc- Pill 1650 psi Eminbend-x 950 ksi Wood Species DF/DF Fc- Perp 650 psi Ebend-yy 1600ksi Wood Grade 24F-V4 Fv 265 psi Eminbend-y 850ksi Ft 1100 psi Density 31.21 pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling M261)480,363) b e5.5x10,5 Span= 14.0 ft i Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D =0.2610, S=0.3630 , Tributary Width= 1.0 DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.658 1 Maximum Shear Stress Ratio = 0.326 : 1 F Section used for this span 5.5x10.5 Section used for this span 5.5x10.5 fb:Actual = 1,815.27psi fv:Actual = 99.38 psi Fb:Allowable = 2,760.00psi Fv: Allowable = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 7.000ft Location of maximum on span = 13.131 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.330 in Ratio= 508>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.568 in Ratio= 295>=180 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 CFN C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.352 0.174 0.90 1.000 1.00 1.00 1.00 1.00 1.00 6.39 759.27 2160.00 1.60 41.57 238.50 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 14.0 ft 1 0.658 0.326 1.15 1.000 1.00 1.00 1.00 1.00 1.00 15.29 1,815.27 2760.00 3.83 99.38 304.75 +D+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 14.0 ft 1 0.562 0.279 1.15 1.000 1.00 1.00 1.00 1,00 1.00 13.06 1,551.27 2760.00 3.27 84.92 304.75 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Length= 14.0 ft 1 0.119 0.059 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.84 455.56 3840.00 0.96 24.94 424.00 Overall Maximum Deflections Load Combination Span Max. ""Defl Location in Span Load Combination Max. "+"Defl Location in Span +D+S 1 0.5680 7.051 0.0000 0.000 HARDEN Title Block Line 1 1 You can change this area ENGINEERS using the"Settings" menu item and then using the"Printing & STRUCTURAL I c i v i L Title Block"selection. Title Block Line 6 Wood Bearn File:21013 eriercalc roof headers-beams.ec6 w Software copyright ENERCALC,INC 1983-2020,Build 12.20.8.17 MG* i{W4)60065,0 . 7 4 , ...2. 'a .;'':, ?g CONSULTINI3 - ¢RN I DESCRIPTIO R10 Vertical Reactions Support notation : Far left is#' Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.368 4.368 Overall MINimum 2.541 2.541 D Only 1.827 1.827 +D+S 4.368 4.368 +D+0.750S 3.733 3.733 +0.60D 1.096 1.096 S Only 2.541 2.541 Title Block Line 1 You can change this area HAYDEN DIE N G f N E E R S using the "Settings" menu item and then using the"Printing & STRUCTURAL I c I v I L Title Block"selection. Title Block Line 6 Wood Beam 21013 enercalc-roof headers-beams.ec6 ` Software copyright ENERCALC,INC 1983-2020,Build:12,20.8 17 Uc.#4 cW O6Q05549 ' _ . .'..: - .AV., 4 s ,TiN. ' PIS DESCRIPTIO R11 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis MethoAllowable Stress Design Fb+ 2400 psi E:Modulus of Elasti Load CombinatlASCE 7-10 Fb- 1850 psi Ebend-xx 1800 ksi Fc- Prll 1650 psi Eminbend-x 950 ksi Wood Species DF/DF Fc- Perp 650 psi Ebend-yy 1600 ksi Wood Grade 24F-V4 Fv 265 psi Eminbend-y 850ksi Ft 1100 psi Density 31.21 pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling D(2 795)S(3,887) r 0(0,234)St0.325) a. 5 5x10.5 i Span=7.0 ft ti Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load D =0.2340, S=0.3250, Tributary Width = 1.0 ft Point Load : D =2.795, S =3.887 k @ 3.50 ft DESIGN SUMMARY Design OK (Maximum Bending Stress Ratio = 0.65Q 1 Maximum Shear Stress Ratio = 0.410 : 1 Section used for this span 5.5x10.5 Section used for this span 5.5x10.5 fb: Actual = 1,795.01 psi fv: Actual = 124.99 psi Fb: Allowable = 2,760.00psi Fv:Allowable = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 3.500ft Location of maximum on span = 6.131 ft Span#where maximum occurs = Span# 1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.069 in Ratio= 1217>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.119 in Ratio= 707>=180 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 CEA, C i Cr cm C t CI_ M fb Ft V fv F'v D Only 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.348 0.219 0.90 1.000 1.00 1.00 1.00 1.00 1.00 6.32 750.96 2160.00 2.01 52.29 238.50 +D+S 1,000 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.650 0.410 1.15 1.000 1.00 1.00 1.00 1.00 1.00 15.12 1,795.01 2760.00 4.81 124.99 304.75 +D+0.7505 1,000 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length=7,0 ft 1 0.556 0.350 1,15 1.000 1.00 1.00 1,00 1.00 1.00 12.92 1,534.00 2760.00 4,11 106.81 304.75 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.117 0.074 1,60 1.000 1.00 1.00 1.00 1.00 1.00 3.79 450.58 3840.00 1.21 31.38 424.00 Overall Maximum Deflections Load Combination Span Max. "-"Defl Location in Span Load Combination Max. "+"Dell Location in Span +D+S 1 0.1187 3,526 0.0000 0.000 Title Block Line 1 HAYDENYou can change this area ENGINEERS using the"Settings" menu item and then using the"Printing & STRUCTURAL I c I v I L Title Block"selection. Title Block Line 6 Wood Beam Software 21013 enercalc-roof headers-beams.ec6 Software•copyright ENEKALC,INC 1983-2020,Build 12.20.6.17 L70 -:.KW06Dd•Mar wh,�1` _ _,:ex 5. .. -'. . - ,c 'L,-. _ HAYDI N, _OULMNP.WINgPicti DESCRIPTIO R11 Vertical Reactions Support notation: Far left is#' Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.298 5.298 Overall MINimum 3.081 3.081 D Only 2.217 2.217 +D+S 5.298 5.298 +D+0.750S 4.527 4.527 +0.60D 1.330 1.330 S Only 3.081 3.081 Title Block Line 1 HAYDENYou can change this area 13E N G ( N E E F� S using the "Settings" menu item and then using the"Printing & STRUCTURAL I CIVIL Title Title Block Line 6 Wood Beam File:21013 enercalc-roof headers-beams.ec6 , Software copyright ENERCALC,INC.1983.2020,Build:12.20.8 17 s L :ft:W.000056e3 _ `1,- MEt!.p9H&111a/h1G GIIttE !! DESCRIPTIO R12 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method,llowable Stress Design Fb+ 900 psi E:Modulus of Elasti Load CombinatiASCE 7-10 Fb- 900 psi Ebend-xx 1600ksi Fc- Prll 1350 psi Eminbend-x 580 ksi Wood Species Douglas Fir-Larch Fc- Perp 625 psi Wood Grade No.2 Fv 180 psi Ft 575 psi Density 31.21 pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling D(0_234)S(O_325) w a, R 4x10 Span =7.0ft 1. i Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load : D =0.2340, S = 0.3250 , Tributary Width = 1.0 ft DESIGN SUMMARY Design OK 'Maximum Bending Stress Ratio = 0.663 1 Maximum Shear Stress Ratio = 0.342:1 Section used for this span 4x10 Section used for this span 4x10 fb:Actual = 823.19psi fv:Actual = 70.80 psi Fb:Allowable = 1,242.00psi Fv: Allowable = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 3.500ft Location of maximum on span = 6.234ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.048 in Ratio= 1756>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.082 in Ratio= 1021>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 j 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C i Cr Cm C t CL M fb Pb V fv F'v D Only 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.355 0.183 0.90 1.200 1.00 1.00 1.00 1.00 1.00 1.43 344.59 972.00 0.64 29.64 162.00 +D+S 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.663 0.342 1.15 1.200 1.00 1.00 1.00 1.00 1.00 3.42 823.19 1242.00 1.53 70.80 207.00 +D+0.750S 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.566 0.292 1.15 1.200 1.00 1.00 1.00 1.00 1.00 2.93 703.54 1242.00 1.31 60.51 207.00 +0.60D 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.120 0.002 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.86 206.75 1728.00 0.38 17.78 288.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span u Load Combination Max."+"Defl Location in Span +D+S 1 0.082.2.._. 3.526 0.0000 0.000 Title Block Line 1 HAYDENYou can change this area Eg ENGINE E R S using the"Settings" menu item and then using the"Printing & STRUCTURAL I c I v I L Title Block"selection. Title Block Line 6 f Wood Beam File:21013 enercalc-roof headers-beams.ec6 Software copyiigtat ENERCALC,INC.1983-2020,Build:12.20.8.17 L1c.#:KW-06005543 ' ' __ za W' » .hSP 4..P...i!Y c tNF •', DESCRIPTIO R12 Vertical Reactions Support notation : Far left is it. Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.957 1.967 Overall MiNimum 1.138 1.138 0 Only 0.819 0.819, +D+S 1.957 1.957 +D+0.750S 1.672 1.872 +O,60D 0.491 0.491 :S O#PlY -1.138 1.138 EaHAYDEN Title Block Line1 You can change this area ENGINEERS using the "Settings" menu item and then using the"Printing & STRUCTURAL I c i v i L Title Block"selection. Title Block Line 6 Wood Beam Software 21013 enercalc-roof headers-beams.ec6 Software copyright ENERCALC,INC 1983-2020,Build:12,20,8.17 file #'1KUN.06005543 e; , t-..,?.__t - :r -_,,, fAYDgNCONSUJ.JINO NGt EE!8 DESCRIPTIO R13 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis MethovAllowable Stress Design Fb+ 900 psi E:Modulus of Elasti Load CombinatiWSCE 7-10 Fb- 900 psi Ebend-xx 1600ksi Fc- Prll 1350 psi Eminbend-x 580 ksi Wood Species Douglas Fir-Larch Fc- Perp 625 psi Wood Grade No.2 Fv 180 psi Ft 575 psi Density 31.21 pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling ¢ 000..054)S(0 075) sliht 4x10 ellik Span= 14.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D= 0.0540, S =0.0750 , Tributary Width = 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.612 1 Maximum Shear Stress Ratio = 0.180 : 1 Section used for this span 4x10 Section used for this span 4x10 fb:Actual = 759.87psi fv: Actual = 37.26 psi Fb:Allowable = 1,242.00psi Fv:Allowable = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 7.000ft Location of maximum on span = 13.234ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.177 in Ratio= 951 >=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.304 in Ratio= 553>=180 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 CFN Ci Cr Cm C t CI_ M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.327 0.096 0.90 1.200 1.00 1.00 1.00 1.00 1,00 1.32 318.08 972.00 0.34 15.60 162.00 +D+S 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 14.0 ft 1 0.612 0.180 1.15 1.200 1.00 1.00 1.00 1.00 1.00 3.16 759.87 1242.00 0.80 37.26 207.00 +D+0.7505 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.523 0.154 1.15 1.200 1.00 1.00 1.00 1.00 1.00 2.70 649.42 1242.00 0.69 31.84 207.00 +0.60D 1.200 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.110 0.032 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.79 190.85 1728.00 0.20 9.36 288.00 Overall Maximum Deflections Load Combination Span Max. "-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S ....-, 1 0.3037 7.051 0.0000 0.000 Title Block Line 1 HAYDENYou can change this area 1 ENGINEERS using the"Settings" menu item and then using the"Printing & STRUCTURAL I C I V I L Title Block" selection. Title Block Line 6 Wood Beam File:21013ener llc-roofheaders-beams.ecca Software copyright ENERCALC,INC.1983-2020,Build.12.20.8 17 Lt '41 1 i !$10 8;s= HAYDEN G_ONSUL7nNG ENGINEERS.: DESCRIPTIO R13 Vertical Reactions Support notation:Far left is#. Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.903 0.903 Overall MINimum 0.525 0.525 D Only 0.378 0.378 +D+S 0.903 0,903 +D+0.7505 0.772 0.772 +0.60D 0.227 0.227 S Only 0.525 0.525 c .c. ;C))1 t4A0-)j, "D('.°8, vIr 1/171S (-51,11 7N, ..,. 1 ....-/ . , 1. t ' cr k•- , V9S) . t ti ,.......,IrN.,• -41------H 1,--ir .....__, _ 7 0/ CD la K _ , 1111\111 - ,m Akcii 7 \ ,I •••,INSII;•,•.' • 1.'63 ) gi 0 ... ,k ' N. __.-- ......../ _ ,,. . r---6- i'•,,-) .. ' 1 ... _ ,., ,--7-1---ti • . 4-- ,..„......i _ ii ___ cp . 4 . 'I. I I,........... • - I ;, , i .A1‘..- \ ' ' '''''---- ---- ' .1,,ar,' •-., ',--.,' !i. --'ir-------------.---1---- -.44014010L IL 1 !, 11 - ---, ,............ r r . :.. or .,.".Aorilecar.A .-,.....,....„,..,,,,.......... . .....*IMO _. .,...,i,...,* , ---N, ../ NI i , ,' i i ""."." .."..t."' ' I . .. „. . ... 1 < i r .i • ii•'''— 1,2'- --,..-1- -- "-• ' • , j -T t 1,Egli i ., , •1 ---...... . ,tttt) ,..“.••• 1, .1 '.. .'"...C. 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LU MEMBER REPORT PASSED Level, Floor: F3 1 piece(s) 16"TM®210 @ 16"OC Overall Length:15' 11' tJ 0 nr 15' El All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 1361 @ 4 1/2" 1460(3.50") Passed(93%) 1.00 1.0 D+ 1.0 L(All Spans) Member Type:Joist Building Use:Residential Shear,(Ibs) 1300 @ 51/2" 2190 Passed(59%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2018 Moment(Ft-lbs) 4984 @ 7'11 1/2" 5140 Passed(97%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology:ASD Live Load Defl.(in) 0.253 @ 7'11 1/2" 0.379 •Passed(L/720) — 1.0 D+1.0 L(All Spans) Total Load Defl.On) 0.329 @ 7'11 1/2" 0.758 Passed(L/554) — 1.0 D+ 1.0 L(All Spans) TJ-Pro'"'Rating 67 40 Passed • Deflection criteria:LL(L/480)and TL(L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 7/8"Weyerhaeuser Edge Gold"Panel(32"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-Pro"Rating Include:5/8"Gypsum ceiling,bridging or blocking at max.8'o.c.,Perpendicular Partitions,Pour Flooring Overlay. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Live Total Accessories 1-Stud wall-DF 5.50" 4.25" 3.12" 318 1061 1379 1 1/9"Rim Board 2-Stud wall-DF 5.50" 4.25' 3.12" 318 1061 1379 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing this me jberb0ltig designed. Lateral Bracing Bracing Intervals Comments Top Edge(Lu) 3'8"o/c Bottom Edge(Lu) 15'9"o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. "Maximum allowable bracing intervals based on applied load. Dead Floor Live Vertical Load Location(Side) Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 15'11" 16" 30.0 100.0 Default Load i i,1eyertiaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,8locking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library, The product aipplkhtion,input design loads,dimensions and support information have been provided by CM ForteWEB Software Operator Job Notes 3/15/2021 8:28:04 PM UTC Curtis McFeron Project#:21013 Hayden Consulting Engineers ForteWEB v3.1, Engine:V8.1.6.2,Data: V8.0.1.0 (503)968-9999 cmcferon@hayden-engineers.com Weyerhaeuser File Name: 21013 Hermoso Mixed-Use r ? MEMBER REPORT PASSED Level, Floor: F4 1 piece(s) 16"TJI®210 @ 16"OC Overall Length::8 11' CI 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual t Location Allowed Result LOF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 755 @ 4 1/2" 1460(3.50") Passed(52%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Building Use:Residential Shear(Ibs) 693 @ 5 1/2" 2190 Passed(32%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2018 Moment(Ft-Ibs) 1445 @ 4°5 1/2" 5140 Passed(28%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology:ASD Live Load Defl.(in) 0.032'@ 4'5 1/2" 0.204 Passed(L/999+) — 1.0 D+1.0 L(All Spans) Total Load Defl.(in) 0.042 @ 4'5 1/2" 0.408 Passed(L/999+) w 1.0 D+1.0 L(All Spans) TJ-Pro''"Rating 71 40 Passed •- •Deflection criteria:LL(L/480)and TL(L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •A structural analysis of the deck has not been performed. •Deflection analysis Is based on composite action with a single layer of 23/32"Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-ProT"Rating include:5/8"Gypsum ceiling,Pour Flooring Overlay. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Live Total Accessories 1-Stud wall-DF 5.50" 4.25" 1.75" 178 594 772 1 1/4"Rim Board 2-Stud wall-DF 5.50" 4.25" 1.75" 178 594 772 1 1/4 Rim 8oard •Rim 8oard is assumed to carryall loads applied(Molly above It,bypassing the member being designed: Lateral Bracing Bracing Intervals Comments Top Edge(Lu) 7'4"o/c Bottom Edge(Lu) 8'9"o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. •Maximum allowable bracing intervals based on applied load. Dead Floor Live Vertical Load Location(Side) Sparing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 8'11" 16" 30.0 100.0 Default Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to arcumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer Is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by CM ForteWEB Software Operator lob Notes 3/15/2021 8:28:38 PM UTC Curtis McFeron Project#:21013 Hayden Consulting Engineers ForteWEB v3.1,Engine:V8.1.6.2, Data:V8.0.1.0 968-9994 cmcfm \Y, File Name: 21013 Hermoso Mixed-Use cmderon�hayden-engineers.co •Lycrhacuscr MEMBER REPORT PASSED Level, Floor: F6-outrigger 1 piece(s) 2 x 12 Hem-Fir No. 1 @ 16"OC Overall Lericr h: 13' C' —0 r r te 7`6" ' 5 I All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal, Design Results Actual @ Location Allowed Result LOF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 1384 @ 8'2 1/4" 3341(5.50") Passed(41%) 1.0 D+1.0 L(All Spans) Member Type:Joist Building Use:Residential Shear(lbs) 568 @ 9'4 1/4" 1688 Passed(34%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2018 Moment(Ft-Ibs) -1834 @ 8'2 1/4" 2956 Passed(62%) 1.00 1,0 D+1.0 L(All Spans) Design Methodology:ASD Live Load Dell,(in) 0.166 @ 13'5" 0.261 Passed(2L/756) -- 1.0 D+ 1.0 L(Alt Spans) Total Load Deft(in) 0.212 @ 13'5" 0,523 Passed(2L/592) — 1.0 D+ 1.0 L(Alt Spans) T]-Pro'"Rating N/A N/A N/A -- N/A •Deflection criteria:LL(L/480)and TL(L/210), •Overhang deflection criteria:LL(2L/480)and TL(2L/240). • Right cantilever length exceeds 1/3 member length or 1/2 back span length.Additional bracing should be considered. •Allowed moment does not reflect the adjustment for the beam stability factor. •A 15%increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NDS. • No composite action between deck and joist was considered in analysis. ' Bearing Length, ' ;i oadssto Supports,(Ibs) ` Suppor. Total Available Required Dead `Floor live ,Total #? st' ,ra . 1-Hanger on 11 1/4"DF beam 5.50" Hanger, 1.50" 102 232/-142 3142 See note I 2-Stud wall-DF 5.50" 5.50" 2.28" 435 950 1385 Blocking •Block(ng,Panels are assumed to carry no loads applied directly above there and the fa load is applied to the member being designed. •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •I See Connector grid below for additional information and/or requirements. Lateral Bracing Bradng Zn eivals- comments Top Edge(Lu) 13'o/c Bottom Edge(Lu) 7'3"o/c •Maximum allowable bracing intervals based on applied load. Connector:Sirepson Strong-.Tie Support Model Seat Lengtti lop Fasteners. `''Face Fasteners- Member Fasteners Accessories 1-Top Mount Hanger THA213 1.75" 4-10d 6-10d 4-lad • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead, ' Floor Ltve Vertical Loads Lacation':(Side) Spacing (o;9O) (L.00), Comments 1-Uniform(PSF) 0 to 13'5" 16" 30.0 40.0 Default Load _ 2-Uniform(PLF) 7'6"to 12'6" N/A 60.0 ForteWEB Software Operator Job Notes 3/15/2021 8:29:24 PM UTC Curtis McFeron Project#:21013 Hayden Consulting Engineers ForteWEB v3.1, Engine:V8.1.6.2, Data:V8.0.1.0 (503)968-9994 cmcferon@hayden-engineers.com Weyerhaeuser File Name: 21013 Hermoso Mixed-Use MEMBER REPORT i-"ASSEC. Level, Floor: F6 1 piece(s) 16"TM®210 @ 16"OC Overall Length: 13'5' 0 0 • 7'6' 11i 3. El 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal, Design Results Actual @ Location Allowed Result LOF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 1384 @ 8'2 1/4" 2565(5.25") Passed(54%) 1.00 1.0 D+1.0 L,(All Spans) Member type:Joist Building Use:Residential Shear(Ibs) 712 @ 8'5 2190 Passed(32%) ,; 1.00 ,1.0 D+1.0 L(All Spans) Building Code:IBC 2018 Moment(Ft-Ibs) -1834 @ 8'2 1/4" 5140. Passed(36%0) 1.00 1.0 D+1,0 L(All Spans) Design Methodology:ASD Live Load Del,(in) 0.076 @ 13'5" 0.261 Passed,(214999+) — 1.0 D+1.0 L(Alt Spans) Total Load Dell.(in) 0.099 @ 13'5" 0,523 Passed(2L/999+) •- 1.0 D+1.0 L(Alt Spans) TJ-Pro"`"Rating 71 40 Passed • Deflection criteria:LL(L/480)and TL(L/240). •Overhang deflection criteria:LL(2L/480)and TL(2L/240). •Right cantilever length exceeds 1/3 member length or 1/2 back span length.Additional bracing should be considered. •Allowed moment does not reflect the adjustment for the beam stability factor. •A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32"Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-Pro'"Rating include:5/8"Gypsum ceiling,Pour Flooring Overlay. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Live Total Accessories 1-Hanger on 16"LVL.beam 5.50" Hanged 1.75" 102 232/-142 334/- See note 1.75" 142 2-Stud wall-DF 5.50" 5.50'. 3.50" 435 950 . 1385 Blocking •'Blodting Pah'els are assumed to carry no loads applied dlrecttyabovethe'm and the full load is applied to the member being designed. •At hanger supports,the Total Bearing dimension Is equal to the width of the material that is supporting the hanger •1 See Connector grid below for additional Information and/or requirements. •2 Required Bearing Length/Required Bearing Length with Web Stiffeners Lateral Bracing Bracing intervals Comments Top Edge(Lu) 8'8"o/c Bottom Edge(Lu) 6'6"a/c 'Ti!joists are only analyzed using Maximum Allowable bracing solutions. •Maximum allowable bracing intervals based on applied load. Connector:Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1-Top Mount Hanger ITS2.06/16 2.00" 9-10dx1.5 2-10dx1.5 2-Strong-Grip •Refer to manufacturer notes and Instructions for proper installation and use of all connectors. Dead o, Vertical Loads Location(Side) Spacing (0.90) (1.00) Comments 1 Uniform(PSF) 0 to 13'5" 16" 30.0 40.0 Default Load 2-Uniform(PLF) 7'6"to 12'6" NJA 60.0 • ForteWEB Software Operator Job Notes 3/15/2021 8:30:04 PM UTC Curtis McFeron Project#:21013 Hayden Consulting Engineers ForteWEB v3.1, Engine:V8.1.6.2, Data:V8.0.1.0 (503)968-9994 File Name: 21013 Hermoso Mixed-Use cmcferon@hoyden-engineers.com 'Weyerhaeuser r vrt i c 0-- MEMBER REPORT PASSED Level, Floor: F2 1 piece(s) 16"TM®210 @ 16"OC Overall Length:19' 11" 0 p iLL 19' 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 1229 @ 19'5 1/2" 1229(2.62") Passed(100%) 1.00 1.0 D+1,0 L(All Spans) Member Type:foist BuildingUse:Residential Shear(lbs) 1229 @ 19'5 1/2" 2190 Passed(56%) 1.00 1.0 D+1.0 L(All Spans) �, . Building Code:IBC 2018 Moment(Ft-lbs) 4861 @ 10'7 5140 Passed(95%) 1.00 1.0 0+1.0 L(All Spans) Design Methodology:ASD Live Load Def.(in) 0.308 @ 10'2 1/16" 0.477 Passed(L/743) — 1.0 D+1.0 L(All Spans) Total Load Deft.(in) 0.489 @ 10'7/8" 0.954 Passed(L/468) 1.0 D+1.0 L(All Spans) T.3-Pro"Rating 49 40 Passed .- — •'Deflection criteria:LL(L/480)and TL(L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •A structural analysis of the deck has not been performed. • Deflection analysis 1s based on composite action with a single layer of 23/32"Panel(24"Span Rating)that Is glued and nailed down. • Additional considerations for the T3-Pro"Rating include:1/2"Gypsum ceiling,Pour Flooring Overlay. Bearing Length Loads to Suppartsi(itis) Supports Total Available. Required Dead Floor Live Total Accessories 1-Stud wall-DF 5.50" 4.25" 1.75" 397 591 988 1 1/4"Rim Board 2-Hanger on Single 2X DF plate 5.50" Hanger, 2.62"/-2 400 871 1271 See note c Rim Board Is assumad to carry ailloads applied directly above It,bypassing the i 9efber Wing tlesEgned. •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •'See Connector grid below for additional information and/or requirements. •a Required Bearing Length/Required Bearing Length with Web Stiffeners Lateral Bracing BracingIntetvals Comments Top Edge(Lu) 3 9"o/c I Bottom Edge(Lu) 19 4"o/c — — •T31 joists areonly analyzed using Maximum Allowable bracing solutions. •Maximum allowable bracing intervals based on applied load. Connector:Simpson Strottlg=Tie Support Model Seat Length Top Fasteners. Face Fasteners Member Fasteners Accessories 2-Top Mount Hanger BA2.1/16 3.00" 6-lOdx1.5 4-10dx1.5 2-10dx1.5 • Refer to manufacturer notes and instructions for proper instaliatton and use of all connectors. Dead Floor Live. Vertical Loads Location(Side) Spaang (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 19'11" 10" 30.0 10.0 Default Load 2-Uniform(PSF) 14'to 19' 16" - 60.0 ForteWEB Software Operator Job Notes 3/15/2021 8:26:52 PM UTC Curtis McFeron Project#:21013 Hayden Consulting Engineers Ak ForteWEB v3.1,Engine:V8.1.6.2,Data:V8.0.1.0 (503)96B-9994 cmcferon@hayden-engineers.com WcYe duet].ccr File Name: 21013 Hermoso Mixed-Use r" tP E r. a x MEMBER REPORT PASSED Level, Floor: F1 1 piece(s) 16"TM®360 @ 16"OC Overall Length:23;'2' 0 -0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 1066 @ 23'2 1/2" 1080(1.75") Passed(99%) 1.00 1.0 D+ 1.0 L(All Spans) Member Type:Joist Building Use:Residential Shear(Ibs) 1066 @ 23'2 1/2" 2190 Passed(49%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2018 Moment(Ft-Ibs) 6083 @ 11'9 1/2" 8405 Passed(72%) 1.00 1.0 D+1.0L(All Spans) Design Methodology:ASD Live Load Defl.(in) 0.383 @ 11'9 1/2" 0.571 Passed(L/716) 1.0 D+ 1.0 L(All Spans) Total Load Defl.(in) 0.670 @ 11'9 1/2" 1.142 Passed(L/409) — 1.0 D+1.0 L(All Spans) TJ-Pro,M Rating 40 40 Passed - — •Deflection criteria:LL(L/480)and TL(L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •A structural analysis of the deck has not been performed. • Deflection analysis Is based on composite action with a single layer of 23/32"Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-Pro""Rating include:1/2"Gypsum ceiling,Pour Flooring Overlay. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Live Total Accessories 1-Stud wall-DF 5.50" 4.25" 1.79" 472 629 1101 1 1/4"Rim Board 2-Hanger on Single 2X DF plate 5.50" Hanger, 1.75"/- 475 633 1108 See note 1 •Rim Board is assumed to carry all loads applied directly above R,bypassing the member being designed. •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •1 See Connector grid below for additional information and/or requirements. •2 Required Bearing Length/Required Bearing Length with Web Stiffeners Lateral Bracing Bracing Intervals Comments Top Edge(Lu) 4'4"o/c Bottom Edge(Lu) 23 1 o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. 'Maximum allowable bracing intervals based on applied load. Connector:Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2-Top Mount Hanger ITS2.37/16 2.00" 4-1odx1.5 2-10dx1.5 2-Strong-Grip •Refer to manufacturer notes and Instructions for proper installation and use of all connectors. Dead Floor Uve Vertical Load Location(Side) Spacing (0490) (1.00) Comments 1-Uniform(PSF) 0 to 23'8" 16" 30.0 40.0 Default Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by CM ForteWEB Software operator lob Notes 3/15/2021 8:23:31 PM UTC Curtis McFeron Project#:21013 Hayden Consulting Engineers FDrteWEB v3.1, Engine:V8.1,6.2, Data:V8.0.1.0 968-9994 cmcferon@hayden-engineers.com W File Name: 21013 HermosD Mixed-Use 'cycrhaclitcr 1 , 133 ,—I- 1-7-7 1 t 1 giZ.z )04 1/4. 88,1•6 F. i 1 I I 1 I OSINkto=: II, SW I 1, Ls Igo- 1 1 _....._,....1 1 1 1 1 1E31,..,-, 8 FT 1 . ' fiza, 1180.41'r i BO* i L ......_ (t-) i5/4 )() LuL _ _ w 1.,,,.., It'5 1 'mil I (POD$( Z.sae$4 -. 45(--14 ,.. ItNtlyr 11, ° Cf l%/4 ""ic IC, Let.$ -de--- f . ,. I --,....* - . , , 1 _ _ *- BY C" DATE 13 HAYDEN14 REV DATE ENGINEERS STRUCTuRAI. I CIVIL JOB NO 503) 968-9994 p (503) 968-8444 f SHEET OF 1 "-1 i--;..,,. ! i f i ,�k 1 E C ') 11 /'x16' c u c.5 -- N1/.."' J 4 E 1 1 E ! _ � 624 416(&'t4 ii fAi 3i 4 10w t''! 16- k * ' ' ,� s W ( --itXW 54d4rr1 r -3?0 , _. f .t_ 4 BY tiok DATE EaENGINHAYDEEERS lCP103A REV DATE STRUCTURAL I CIVIL - JOB NO 21015 5031 968-9994 D (503) 968-8444 f _ SHEET OF la I--:,,_I I 2 /2 _ 'Z.:0 rt 3 I ' . ., , . , r� ct € 4 Al u' i r 1 . _.._.,....__._...._ t 6 .+ 1 I '6 ' 1 lc: - /...: %Is - , _ , , to, ( .041u� '9 7`4 (3ult40 c '%;:;)r 9 4 Z 7 11. 1 , , r , . , ____ . _ , , , . lrtlf , . + 1)J ,W' ? c:� 6`0 _ 9+ '. z *� ' xc- 4,i 13 NAYDEIii � BY [svl DATE ENGINEERS ._ 11.ta REV 2DATE STRUCTURAL 1 CIVIL JOB NO 2101 ) 5031 968-9994 n (5031 968-8444 f SHEET OF 1 ► I I ,, i I Hwy s Q3'` 4 G M r - a = 13 = ( F6 Rx f13' 4- 'Mib -,2G f-- '713`4-1 cy- 2.1g4 , --e 846 4'k ,`V t . s I r BY e" DATE HAYDEN ENGINEERS }►err►osa REV DATE STRUCTURAL I CIVIL -- - - -- - - - JOB NO ZAO 5031 968-9994 n 15031 968-R444 f SHEET OF ,, 1 SIC ' 3 1 1 t "�- _ r^r1 0-140 {.1 /Z ?-1 ` �.?v I ' z f--) 2. (304 4°)( 'I7 - . t,t 1 Z 77, I I 11)60 4- Jsro I � ij l oo i-- R' 1 1------' Mitys— _ 1,1 2a IS tom;(' t 4 3) z 666-,,-t s8 o t,.. 17 ' ' !I ' ,: _ i, _ 1 rlb `w5 FT 50\l e CL. :41 ` 66o '. l‘ Si& - - *girt i _ _ _._._` 1 . , ,. ,. T-- 1 . , , . 1 s' 6 .IA EaHAYDEN BY GM DATE ENGINEERS 14v'm`1> REV DATE STRUCTURAL I CIVIL - - JOB NO 210Y3 5f131 9AR-9994 n 15031 9AR-R444 f __ SHEET OF , . . .. . . , Ei ..-e,--f'. (fi, - w.',a 1 a G.:J 1,16 66o* + 5So r g I i2) 4 t 264cfr ► I i a I 1 i f I _ I i 3 pii.. e; 3, F 1 I i ' t, 6)* it( i I Jw . Its), II I f .I I i BY C.M DATE EaHAYDEN 13-Qr.AVo3u REV DATE ENGINEERS STRUCTURAL I CIVIL --- _. JOB NO 21°Z _. cnrn 9AR-9994 n LSCYRI 9/R-R4.4.4.f SHEET OF Al EgHAYDEN Title Block Line 1 You can change this area ENGINEERS using the "Settings" menu item and then using the "Printing& STRUCTURAL I CIVIL Title Block"selection. Title Block Line 6 Wood BeamFile:21013 enercalc-5th-4th beams-headers.ec6 ', Software copyright ENERCALC,INC 1983-2020,Build:12,20.8.17 Limit KW-06005543. . HAYDEN CONSULTING ENGINEERS DESCRIPTIO B1 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis MethoAllowable Stress Design Fb+ 2600 psi E:Modulus of Elasti Load CombinatigSCE 7-10 Fb- 2600 psi Ebend-xx 2000ksi Fc- Pill 2510 psi Eminbend-x 1016.535ksi Wood Species iLevel Truss Joist Fc- Perp 750 psi Wood Grade MicroLam LVL 2.0 E Fv 285 psi Ft 1555 psi Density 42.01 pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling D(0.133)0L(0.177 + _m. id(iiitl 2-1.75x16 �11 Span=21,250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D= 0.1330, L=0.1770 , Tributary Width= 1.0 ft DESIGN SUMMARY _._ Design OK Maximum Bending Stress Ratio = 0.562 1 Maximum Shear Stress Ratio = 0.271 : 1 Section used for this span 2-1.75x16 Section used for this span 2-1.75x16 fb: Actual = 1,406.09psi fv:Actual = 77.28 psi Fb:Allowable = 2,500.24 psi Fv:Allowable = 285.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 10.625ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span# 1 Span#where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.342 in Ratio= 745>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.599 in Ratio= 425>=180 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 CFN C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=21.250 ft 1 0.268 0.129 0.90 0.962 1.00 1.00 1.00 1.00 1.00 7.51 603.26 2250,22 1.24 33.15 256.50 +D+L 0.962 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.250 ft 1 0.562 0.271 1.00 0.962 1.00 1.00 1.00 1.00 1.00 17.50 1,406.09 2500.24 2.89 77.28 285.00 +D+0.750L 0.962 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.250 ft 1 0.386 0.186 1.25 0.962 1.00 1.00 1.00 1.00 1.00 15.00 1,205.38 3125.30 2.47 66.25 356.25 +0.60D 0.962 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.250 ft 1 0.090 0.044 1.60 0.962 1.00 1.00 1.00 1.00 '1.00 4.50 361.9E 4000.38 0.74 19.89 456.00 Overall Maximum Deflections Load Combination Span Max, "-"Defl Location in Span Load Combination Max. "+"Defl Location in Span +D+L 1 0.5987 10.703 �._ .__ 0.0000 0.000 Title Block Line 1 HAYDENYou can change this area ENGINEERS using the"Settings"menu item and then using the"Printing & STRUCTURAL I CIVIL Title Block"selection. 1 Title Block Line 6 Wood Beam File:21013 enercalc-5th-4th beams=headers,ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17 `HAYDEN CO SUI-11NG-ENGINEERS DESCRIPTIO B1 Vertical Reactions Support notation: Far left is#' Values in KIPS Load Combination Support 1 Support 2 OveralliV1AXimurn 3.294 3.294 Overall MINimum 1,881 1.881 D Only 1.413 1.413 +D+L 3.294 3.294 +D+0.750L 2.824 2.824 +0.60D 0.848 0.848 L Only 1.881 1.881 Title Block Line 1 HAYDEN You can change this area 1 ENGINEERS using the"Settings" menu item and then using the"Printing & STRUCTURAL I CI v IL Title Block"selection. Title Block Line 6 I Wood Beam Software 21013 enercalc-5th-4th beams-headers.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8,17 Lic.# KWr0000554$: ,Sr ,,. HAYDgNCON5ULT1NG.ENGINEERS DESCRIPTIO B2 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis MethoAllowable Stress Design Fb+ 2,600.0 psi E:Modulus of Elasti Load CombinaUASCE 7-10 Fb- 2,600.0 psi Ebend-xx 2,000.0ksi Fc- Prll 2,510.0 psi Eminbend-x 1,016.54ksi Wood Species iLevel Truss Joist Fc-Perp 750.0 psi Wood Grade MicroLam LVL 2.0 E Fv 285.0 psi Ft 1,555.0 psi Density 42.010pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling pte. 454 tx146) t 2-1.75x16 Span=8.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations, Uniform Load : D= 0.3450, L=0.460 , Tributary Width = 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.207 1 Maximum Shear Stress Ratio = 0.203 : 1 Section used for this span 2-1.75x16 Section used for this span 2-1.75x16 fb:Actual = 517.50psi fv:Actual = 57.92 psi I Fb:Allowable = 2,500.24psi Fv: Allowable = 285.00 psi Load Combination +D+L Load Combination +D+L = = Location of maximum on span4.000ft Location of maximum on span6.686ft Span#where maximum occurs = Span# 1 Span#where maximum occurs = Span#1 Maximum Deflection i Max Downward Transient Deflection 0.018 in Ratio= 5379>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.031 in Ratio 3073>=180 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 CF/V C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.099 0.097 0.90 0.962 1.00 1.00 1.00 1.00 1.00 2.76 221.79 2250.22 0.93 24.82 256.50 +D+L 0.962 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.207 0.203 1.00 0.962 1.00 1.00 1.00 1,00 1.00 6.44 517.50 2500.24 2.16 57.92 285,00 +D+0.750L 0.962 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length=8,0 ft 1 0.142 0.139 1.25 0.962 1.00 1.00 1,00 1.00 1.00 5.52 443.57 3125.30 1.85 49.65 356.25 +0.60D 0.962 1.00 1,00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length=8,0 ft 1 0.033 0.033 1.60 0.962 1.00 1.00 1.00 1.00 1.00 1.66 133.07 4000.38 0.56 14.89 456.00 Overall Maximum Deflections Load Combination Span Max. ""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L - 1 0.0312 4,029 0.0000 0.000 HAYDEN Title Block Line 1 You can change this area ENGINEERS using the"Settings"menu item and then using the"Printing & STRUCTURAL I c i v t L Title Block"selection. 1 3 Title Block Line 6 Wood Beam File:21013 enercatc-5th-4th beams-headers.ec6 Software copyright ENERGALC,INC.1983.2020,Build:12.20.8.1 T Lic.#;:KW-06005543 ` ,w ',; L;m; ,��?', ,:: ' y"' Est,; ,,. `„• # HAYDF.N CONSULTING ENGINEERS f' DESCRIPTIO B2 Vertical Reactions Support notation:Far left is#' Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.220 3.220 Overall MINimum 1.840 1.840 D Only 1.380 1.380 +D+L 3.220 3.220 +D+0.750L 2.760 2.760 +0.60D 0.828 0.828 L Only 1.840 1.840 Title Block Line 1 HAYDENYou can change this area ENGINEERS using the"Settings" menu item and then using the"Printing& Ai STRUCTURAL I civil_Title Block" selection. Title Block Line 6 File:21013 enercalc-5th-4th beams-headers.ec6 Wood Beam Software copyright ENERCALC,INC 1983-2020,Build:12 20.8.17 Llc=11 t:KWr06005543 HAYDEN CONSULTING ENGINEERS DESCRIPTIO B3 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set :ASCE 7-10 Material Properties Analysis MethoAllowable Stress Design Fb+ 2,600.0 psi E:Modulus of Elasti Load CombinatiASCE 7-10 Fb- 2,600.0 psi Ebend-xx 2,000.0ksi Fc-Prll 2,510.0 psi Eminbend -x 1,016.54 ksi Wood Species iLevel Truss Joist Fc-Perp 750.0 psi Wood Grade MicroLam LVL 2.0 E Fv 285.0 psi Ft 1,555.0 psi Density 42.01opcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling D 0.45)L 0_6 fils 2-1.75x16 iii ll11 Span= 11.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load : D=0.450, L=0.60 , Tributary Width = 1.0 ft DESIGN SUMMARY Design OK 'Maximum Bending Stress Ratio = 0.558 1 Maximum Shear Stress Ratio = 0.439 : 1 ii Section used for this span 2-1.75x16 Section used for this span 2-1.75x16 fb:Actual = 1,394.82psi fv: Actual = 125.13 psi Fb: Allowable = 2,500.24 psi Fv:Allowable = 285.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 5.750ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.099 in Ratio= 1388>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.174 in Ratio= 793>=180 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 CFN C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=11,50 ft 1 0.266 0,209 0.90 0.962 1.00 1.00 1,00 1.00 1.00 7.44 597.78 2250.22 2.00 53.63 256.50 +D+L 0.962 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 11.50 ft 1 0.558 0.439 1.00 0.962 1.00 1.00 1,00 1,00 1.00 17,36 1,394,82 2500.24 4.67 125.13 285.00 +D+0.750L 0.962 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 11.50 ft 1 0.383 0.301 1.25 0.962 1.00 1.00 1.00 1.00 1.00 14.88 1,195.56 3125.30 4.00 107.25 356.25 +0.60D 0.962 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11,50 ft 1 0,090 0.071 1.60 0.962 1.00 1.00 1.00 1.00 1.00 4.46 358.67 4000.38 1.20 32.18 456.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max. +"Defl Location in Span +p+1. 1 0.1739 5,792 0.0000 0,000 Title Block Line 1 3 HAYDEN You can change this area ENGINEERS using the"Settings"menu item and then using the"Printing& STRUCTURAL I c i v i L Title Block" selection. Title Block Line 6 ©Ott Beam File:21013 eiiercalc-5th-4th beams-headers.ea6 , Software copyright ENERCA LC,INC.1983-2020,BulId:12.20.8.17 LIG #:KW-06005543 , r .v t{;, -�; °u"< ` �,:HAYDEN1COh1SU1:TING ENGINEERS' DESCRIPTIO B3 Vertical Reactions Support notation: Far left is#' Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 6.038 6.038 Overall MINimum 3.450 3.450 D Only 2.588 2.588 +D+L 6.038 6.038 +D+0.750L 5.175 5.175 +0.60D 1.553 1.553 L Only 3.450 3.450 Title Block Line 1 13 HAYDEN You can change this area ENGINEERS using the "Settings"menu item and then using the"Printing& STRUCTURAL I CIVIL Title Block" selection. Title Block Line 6 _ File:21013 enercalc-5th-4th beams-headers.ec6 Wood Beam .Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17 Lie.;#:KW.08005549 <. -;- < " a. ; '�,. �.,� , - �;.. -_- ` - HAYDEN CONSULTING ENGINEERS DESCRIPTIO B5 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis MethocAllowable Stress Design Fb+ 900.0 psi E:Modulus of Elasti Load Combinati1SCE7-10 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-Pill 1,350.0 psi Eminbend-x 580.0ksi Wood Species Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade No.2 Fv 180.0 psi Ft 575.Opsi Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling o D(0.238 L(0.317) k e(4 ( ) 4x6 Span=3.oft I Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D=0.2380, L=0.3170 , Tributary Width= 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.363 1 Maximum Shear Stress Ratio = 0.263': 1 Section used for this span 4x6 Section used for this span 4x8 fb: Actual = 424.60 psi fv:Actual = 45.46 psi Fb: Allowable = 1,170.00psi Fv: Allowable = 180,00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span - 1.500ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span# 1 Span#where maximum occurs = Span#I Maximum Deflection Max Downward Transient Deflection 0.007 in Ratio= 4809>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.013 in Ratio= 2747>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces & Stresses for Load Combinations Max Stress Ratios Moment Load Combination Values Shear Values Segment Length Span# M V Cd CFN C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.173 0.120 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.27 182.08 1053.00 0.25 19.49 162.00 +D+L 1.300 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.363 0.253 1.00 1.300 1.00 1,00 1.00 1,00 1.00 0.62 424.60 1170.00 0.58 45.46 180.00 +D+0.750L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3,0 ft 1 0.249 0.173 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0,54 363.97 1462.50 0.50 38.97 225.00 +0.60D 1,300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.058 0.041 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.16 109.25 1872.00 0.15 11.70 288.00 Overall Maximum Deflections Load Combination Span Max. ""Defl Location in Span Load Combination Max. "+"Defl Location in Span +p+L.__w.. ._._ 1 0.0131 1.511 0.0000 0.000.. HAYDEN Title Block Line 1 You can change this area ENGINEERS using the"Settings"menu item and then using the"Printing & STRUCTURAL I c i v i L Title Block" selection. Title Block Line 6 File:21013 enercalc-5th-4thbeams-headers,ec6 ' I Wood Beam Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17 pc,A: , '..M1 :, ##.,• ,;' ; HAYDEN CONSULTING ENG NEERSi. DESCRIPTIO B5 Vertical Reactions Support notation : Far left is#' Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.833 0.833 Overall MINimum 0.476 0.476 D Only 0.357 0.357 +D+L 0.833 0.833 +D+0.750L 0.714 0.714 +0.60D 0.214 0.214 L Only 0.476 0.476 Title Block Line I HAYDEN You can change this area Ig ENGINEERS using the "Settings" menu item and then using the "Printing & STRUCTURAL I CIVIL Title Block" selection. Title Block Line 6 Wood Beam File:21013 enercalc-5th-4th beams-headers.ec6 Software copyright ht ENERCALC,INC.1983.2020,Build:12,20.8.17 Ltc.#:.KW�O6005543 HAYDEN CONSULTING ENGINEERS DESCRIPTIO B6 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis MethoAlIowable Stress Design Fb+ 900.0 psi E:Modulus of Elasti Load CombinatiASCE 7-10 Fb- 900.0 psi Ebend-xx 1,600.0ksi Fc- PrIl 1,350.0 psi Eminbend-x 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 31.210pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling _ t:(0.456)L(1.086)- p r tdWisAN, 4x8 {� Span=3.0ft L Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D= 0.4560, L= 1.086 , Tributary Width = 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.580 1 Maximum Shear Stress Ratio = 0.455 : 1 Section used for this span 4x8 Section used for this span 4x8 fb: Actual = 678.93psi fv:Actual = 81.84 psi Fb: Allowable = 1,170.00psi Fv:Allowable = 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 1.500ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.011 in Ratio= 3215>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.016 in Ratio= 2264>=180 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 CFN C i Cr Cm C t CL M fb F'b V fv F'v D Only 0,00 0.00 0.00 0.00 Length=3.0 ft 1 0.191 0.149 0.90 1.300 1,00 1.00 1.00 1.00 1.00 0.51 200.77 1053.00 0.41 24.20 162.00 +D+L 1.300 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.580 0.455 1.00 1.300 1.00 1.00 1.00 1,00 1.00 1.73 678.93 1170.00 1.38 81.84 180.00 +D+0.750L 1,300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.382 0.300 1,25 1.300 1.00 1.00 1.00 1.00 1.00 1.43 559.39 1462.50 1.14 67.43 225.00 +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.064 0.050 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.31 120.46 1872.00 0.25 14.52 288.00 Overall Maximum Deflections Load Combination Span Max. ""Defl Location in Span Load Combination Max. "+"Defl Location in Span +D+L 1 0.0159 1.511 0..0000 0.000 HAYDEN You Block Line You can change this area ral[ ENGINEERS using the"Settings"menu item and then using the"Printing& STRUCTURAL I c i v IL Title Block"selection. Title Block Line 6 File:21013 erercatc-5th-4th'beams-headers,ec6 Wood Beam Software copyright ENERCALC,INC.1983-2020,Build:1220.8.17 u�. . 1 .K _ HAYDEN, ONSULTING ENGINE#:Fsw-oe�ooasaa � v. .r� . � , �� .._ ; r 8 DESCRIPTIO B6 Vertical Reactions Support notation: Far left is#• Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.313 2.313 Overall MINimum 1.629 1.629 D Only 0.684 0.684 +D+L 2.313 2.313 +D+0.750L 1.906 1.906 +0.60D 0.410 0.410 L Only 1.629 1.629 HAYDEH Title Block Line 1 You can change this area E N G I N E E R S "Se " andusing thenthe usingttings the"Printingmenuitem& 1 STRUCTURAL I civic Title Block" selection. Title Block Line 6 WOO.1 Beam Software 21013 enercalc-5th-4th beams-headers.ec6 Software copyright ENERCALC,INC 1963-2020,Build:12.20.6.17 'Lie.#:KW-06005543 `. 'r =tt. a° HAYDEN CONSULTING ENGINEERS DESCRIPTIO B7 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis MethoAllowable Stress Design Fb+ 900.0 psi E:Modulus of Elasti Load Combinati4SCE 7-10 Fb- 900.0 psi Ebend-xx 1,600.Oksi Fc- Prll 1,350.0 psi Eminbend-x 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 31.210pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling 0(054)Lta.7a4S41. 1_ �-- - 4x6 OW Span=3,0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D=0.540, L=0.720 , Tributary Width= 1.0 ft DESIGN SUMMARY Design OK 'Maximum Bending Stress Ratio = 0.824 1 Maximum Shear Stress Ratio = 0.573 : 1 Section used for this span 4x6 Section used for this span 4x6 fb:Actual = 963.97 psi fv: Actual = 103.20 psi Fb:Allowable = 1,170.00psi Fv:Allowable = 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 1.500ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span# 1 Span#where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.017 in Ratio= 2117>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.030 in Ratio= 1210>=180 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 CFN Ci Cr Cm C t CL M fb F'b V fv F'v D Only 0,00 0.00 0.00 0.00 Length=3.0 ft 1 0.392 0.273 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.61 413.13 1053.00 0.57 44.23 162.00 +D+L 1.300 1.00 1.00 1.00 1.00 1,00 0.00 0,00 0.00 0.00 Length=3.0 ft 1 0.824 0.573 1.00 1.300 1.00 1,00 1.00 1.00 1.00 1.42 963.97 1170.00 1.32 103.20 180.00 +D+0.750L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length=3.0 ft 1 0.565 0.393 1.25 1.300 1.00 1.00 1.00 1.00 1,00 1.22 826.26 1462.50 1.14 88.46 225.00 +0.60D 1.300 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.132 0.092 1.60 1.300 1.00 1.00 1,00 1.00 1.,00 0,36 247,88 1872.00 0.34 26.54 288.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L 1 0.0297 1.511 - .. 0.0000 0.000 HAYDEN Title Block Line 1 131 You can change this area ENGINEERS using the"Settings" menu item and then using the"Printing& STRUCTURAL I c l v i L Title Block"selection. Title Block Line 6 WOOED Beam Software 21013 enercaic-5th-4th beams-headers.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12 20.8.17 :`KW-06005543 HAYDEN CONSULTING;ENGlNEERs DESCRIPTIO B7 Vertical Reactions Support notation: Far left is#. Values in KIPS Load Combination Support 1 Support 2 Overall MAXimun7 1.890 1.890 Overall MINimum 1.080 1.080 D Only 0.810 0.810 +D+L 1.890 1.890 +D+0.750L 1.620 1.620 +0.60D 0.486 0.486 L Only 1,080 1.080 Title Block Line 1 HAYDEN You can change this area Ig ENGINEERS using the "Settings" menu item and then using the"Printing & STRUCTURAL I c i v i L Title Block"selection. Title Block Line 6 1 Wood Beam enercalc-5th-4th beams-headers,ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17 Lic,#S:;KW08005543 HAYDEN CONSULTING ENGINEERS; DESCRIPTIO B10 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis MethoAllowable Stress Design Fb+ 900.0 psi E: Modulus of Elasti Load CombinatiWSCE 7-10 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc- PrIl 1,350.0 psi Eminbend-x 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 31.210pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling O(0�095)L(0.277) o" AWIIS 4x6 fe(i41 Span=5.250 ftI. w� 1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D =0.0950, L=0.2770 , Tributary Width = 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.745 1 Maximum Shear Stress Ratio = 0.352 : 1 Section used for this span 4x6 Section used for this span 4x6 fb:Actual = 871.59 psi fv: Actual = 63.32 psi Fb:Allowable = 1,170.00psi Fv: Allowable = 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 2.625ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span# 1 Span#where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.061 in Ratio= 1027>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.082 in Ratio= 764>=180 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 CFN C 1 Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=5.250 ft 1 0.211 0,100 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.33 222,58 1053.00 0.21 16.17 162.00 +D+L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.250 ft 1 0.745 0.352 1.00 1,300 1.00 1.00 1.00 1.00 1.00 1.28 871.59 1170.00 0.81 63.32 180.00 +D+0.750L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.250 ft 1 0.485 0.229 1.25 '1.300 1.00 1.00 1.00 1.00 1.00 1.04 709.34 1452.50 0.66 51.53 225.00 +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.250 ft 1 0.071 0.034 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.20 133.55 1872.00 0.12 9.70 288.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L 1 0.0824 2.644 0.0000 0.000 HAYDEN Title Block Line 1 You can change this area ENGINEER $using the"Settings"menu item and then using the"Printing& STRUCTURAL I civiLTitle Block selection. Title Block Line 6 FIle;-21013 enercatc-5th-4th beams-headers.ee8 Wood Beam Software copyright ENERCALC,tNC.1953-2020,Build:12.20.8,17 LicAt KW-06005543 HAYDEN CcINSULTING ENGINEERS DESCRIPTIO B10 Vertical Reactions Support notation : Far left is#' Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.977 0.977 Overall MINimum 0.727 0.727 D Only 0.249 0.249 +D+L 0.977 0.977 +D+0.750L 0.795 0.795 +0.60D 0.150 0.150 L Only 0.727 0.727 Title Block Line 1 13 HAYDEN You can change this area ENGINEERS using the'Settings"menu item and then using the"Printing & STRUCTURAL I C i v l L Title Block"selection. Title Block Line 6 Wood Beam File:21013 enercalc-5th-4th beams-headers.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17 .1d.#:KW08005543 �K-r � � ; H/YDE CONSUL11NGENGINEERSf' � � ' fl DESCRIPTIO B14 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis MethoAllowable Stress Design Fb+ 2,600.0 psi E:Modulus of Elasti Load CombinatigSCE 7-10 Fb- 2,600.0 psi Ebend-xx 2,000.0 ksi Fc- Pill 2,510.0 psi Eminbend-x 1,016.54ksi Wood Species iLevel Truss Joist Fc- Perp 750.0 psi Wood Grade MicroLam LVL 2.0 E Fv 285.0 psi Ft 1,555.0psi Density 42.010pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling D(0 326)L(0.713) 4 2-1.75x16 efOkit Span= 14.0 ft i Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D=0,3260, L=0.7130 , Tributary Width= 1.0 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.818 1 Maximum Shear Stress Ratio = 0.554 : 1 Section used for this span 2-1.75x16 Section used for this span 2-1.75x16 fb: Actual = 2,045.53 psi fv: Actual = 157.84 psi Fb: Allowable = 2,500.24 psi Fv: Allowable = 285.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 7.000ft Location of maximum on span = 12.672 ft Span#where maximum occurs = Span# 1 Span#where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.259 in Ratio= 647>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.378 in Ratio= 444>=180 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 CF/V C i Cr Cm C t CL M fb F'b V fv F'v D Only 0,00 0.00 0.00 0.00 Length=14.0 ft 1 0.285 0.193 0.90 0.962 1.00 1.00 1.00 1.00 1.00 7.99 641.81 2250.22 1.85 49.52 256.50 +D+L 0.962 1.00 100 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length= 14.0 ft 1 0.818 0.554 1.00 0.962 1.00 1.00 1.00 1.00 1.00 25.46 2,045.53 2500.24 5.89 157.84 285.00 +D+0.750L 0.962 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Length= 14.0 ft 1 0.542 0.367 1.25 0,962 1.00 1,00 1.00 1.00 1.00 21,09 1,694.60 3125.30 4.88 130.76 356.25 +0.60D 0.962 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 14.0 ft 1 0.096 0.065 1.60 0.962 1.00 1.00 1.00 1.00 1.00 4.79 385.09 4000,38 1.11 29.71 456.00 Overall Maximum Deflections Load Combination Span Max.'-"Defl Location in Span Load Combination Max. "+"Defl Location in Span +D+L __ 1 0.3781 7.051 0.0000 0.000 HAYDEN Title Block Linerz 1 You can change this area ENGINEERS using the"Settings" menu item and then using the"Printing& STRUCTURAL I C I V I L Title Block"selection. Title Block Line 6 Wood Beam File:21013 enercalc-5th-4th beams-headers Software copyright ENERCALC,INC,1983-2020,Build:1220.8.17 • LAC.*i'KW-06005543 ` - v. ' •m. tt �i: _ i'HAYDENCONSUL"TINGENGNEERS DESCRIPTIO B14 Vertical Reactions Support notation Far left is#' Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 7.273 7.273 Overall MINimum 4.991 4.991 D Only 2.282 2.282 +D+L 7.273 7.273 +D+0.750L 6.025 6.025 +0.60D 1,369 1.369 L Only 4.991 4.991 Title Block Line I HAYDENYou can change this area ENGINEERS using the"Settings" menu item and then using the"Printing & STRUCTURAL I CI v I L Title Block"selection. Title Block Line 6 File:21013 enercalc-5th-4th beams-headers.ec6 Wood Beam Software copyright ENERCALC,INC.1983-2020,Build:12 20.8,17 Lte.#:.KW00005543. r{ . ar. .77"1 ' Wit; '1 .` s, WA„ IW +r.., : # iAY#g1%GONSUL ING'E IG(NEERSk DESCRIPTIO B16 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Methoc4llowable Stress Design Fb+ 875.0 psi E:Modulus of Elasti Load CombinatiASCE 7-10 Fb- 875.0 psi Ebend-xx 1,300.0ksi Fc- PrIl 600.0 psi Eminbend-x 470.0 ksi Wood Species Douglas Fir-Larch Fc- Perp 625.0 psi Wood Grade No.2 Fv 170.0 psi Ft 425.0 psi Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling D(1,413)'L-(1.881) D(Q.03)L(0.027) b(0.24)�L(0 32) 6x12 Ak Span=7.0ft_ Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D=0.240, L=0.320 k/ft, Extent=0.0-->> 3.50 ft, Tributary Width= 1.0 ft Uniform Load : D=0.030, L=0.0270 lc/ft, Extent=3.50-->> 7.0 ft, Tributary Width = 1.0 ft Point Load : D= 1.413, L= 1.881 k @ 3.50 ft DESIGN SUMMARY Design OK 'Maximum Bending Stress Ratio = 0.86f 1 Maximum Shear Stress Ratio = 0.368 : 1 I Section used for this span 6x12 Section used for this span 6x12 fb:Actual = 757.65 psi fv:Actual = 62.55 psi Fb:Allowable = 875.00psi Fv:Allowable = 170.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 3,500ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.036 in Ratio= 2320>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.064 in Ratio= 1319>=180 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 CFN C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0,415 0.176 0.90 1.000 1.00 1.00 1,00 1.00 1.00 3.30 326.62 787.50 1.14 26.94 153.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.866 0.368 1.00 1.000 1.00 1.00 1.00 1.00 1.00 7.65 757.65 875.00 2.64 62.55 170.00 +D+0.750L 1.000 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.594 0.252 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.57 649.89 1093.75 2.26 53.65 212.50 +0.60D 1.000 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0,00 Length=7,0 ft 1 0.140 0.059 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.98 195.97 1400.00 0.68 16,16 272.00 1 3HAYDEN Title Block Line 1 You can change this area E N G I N E E R S using the"Settings"menu item and then using the"Printing& STRUCTURAL I CIVIL Title Block"selection. Title Block Line 6 Wood Beam File:21013 enercalc-5th-4th beams-headers.ec5 Software Copyright ENFRCALC,INC 1983-2020,Build:12.20.8.17 Llc.#;KW%00005543 4, HAYD •CONSUf TING E lNEER6 DESCRIPTIO B16 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max. "+"Defl Location in Span +D+L 1 0.0637 3.449 0.0000 0.000 Vertical Reactions Support notation: Far left is#' Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.167 2.287 Overall MINimum 1.804 1.291 D Only 1.363 0.995 +D+L 3.167 2.287 +D+0.750L 2.716 1.964 +0.60D 0.818 0.597 L Only 1.804 1.291 Title Block Line 1 HAYDEN You can change this area ENGINEERS using the"Settings" menu item and then using the"Printing & STRUCTURAL I CIVIL Title Block"selection. 1 Title Block Line 6 File:21013 enercalc-5th-4th beams-headers.ec6 f Wood Beam Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17 i' L•ic,i1 KW06005543 _ :- HA'YDEN''CONSULTING ENGINEERS DESCRIPTIO B18 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis MethoAllowable Stress Design Fb+ 2,600.0 psi E:Modulus of Elasti Load Combinafi,SCE 7-10 Fb- 2,600.0 psi Ebend-xx 2,000.0ksi Fc- Pill 2,510.0 psi Eminbend-x 1,016.54ksi Wood Species iLevel Truss Joist Fc-Perp 750.0 psi Wood Grade MicroLam LVL 2.0 E Fv 285.0 psi Ft 1,555.0 psi Density 42.010 pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling Dttl.68)L(0 681 2-1,75x16 Span=9.50 ft { Ii,.„, _ Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D =0.660, L=0.880 , Tributary Width= 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.558 1 Maximum Shear Stress Ratio = 0.497 : 1 Section used for this span 2-1.75x16 Section used for this span 2-1.75x16 fb: Actual = 1,396.05psi fv:Actual = 141.59 psi Fb:Allowable = 2,500.24psi Fv: Allowable = 285.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 4.750ft Location of maximum on span = 8.182ft Span#where maximum occurs = Span# 1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.068 in Ratio= 1679>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.119 in Ratio= 959>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios _ Vlue Moment Values Shear Values Segment Length Span# M V Cd GIN C I Cr Cm C t CL M fb F'b V fv F'v . .. a ,,.,__-_. _ D Only 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.266 0.237 0.90 0.962 1.00 1.00 1.00 1.00 1.00 7.45 598.31 2250.22 2.27 60.68 256.50 +D+L 0.962 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.558 0.497 1.00 0.962 1.00 1.00 1.00 1.00 1.00 17.37 1,396.05 2500.24 5.29 141.59 285.00 +D+0.750L 0.962 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.383 0.341 1.25 0.962 1,00 1.00 1.00 1.00 1.00 14.89 1,196.62 3125.30 4.53 121.36 356.25 +0.60D 0.962 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.090 0.080 1.60 0.962 1.00 1.00 1.00 1.00 1.00 4.47 358.99 4000.38 1.36 36.41 456.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L 1 0.1188 4.785 0.0000 0.000 HAYDEN Title Block Line 1 1E17 You can change this area ENGINEERS using the"Settings" menu item and then using the"Printing& IIIIIIII MIN STRUCTURAL I CIVIL Title Block" selection. Title Block Line 6 Wood Beam File:21014 enercaic-5th-4th beams-headers ec6 Software copyright ENERCALC,INC.1983.2020,Build:12.20.8.17 Uc :'KYY 8045543 HAYDEN CONSULTING ENGINEERS DESCRIPTIO B18 Vertical Reactions Support notation : Far left is#' Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 7,315 7.315 Overall MINimum 4.180 4.180 D Only 3.135 3.135 +D+L 7.315 7.315 +D+0.750L 6.270 6.270 +0.60D 1.881 1.881 L Only 4.180 4.180 HAYDEN Title Block Line 1 You can change this area ENGINEERS using the"Settings" menu item and then using the"Printing& STRUCTURAL 1 CIVIL Title Block" selection. 1 Title Block Line 6 Wood Beam File:21013 enercalc-5th-4th beams-headers.ec6 Software copyright ENERCALC,INC.1983-2020,BuiId:12.20.8.17 LICr# KW05005543 .�,_ .k '_;, ,. r a'.d _ .. x HAYDEN CONSUI T4NG E$e1NEERs. DESCRIPTIO B19 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set :ASCE 7-10 Material Properties Analysis MethoAllowable Stress Design Fb+ 2,600.0 psi E:Modulus of Elasti Load CombinatiASCE 7-10 Fb- 2,600.0 psi Ebend-xx 2,000.0ksi Fc- PrIl 2,510.0 psi Eminbend-x 1,016.54ksi Wood Species iLevel Truss Joist Fc- Perp 750.0 psi Wood Grade MicroLam LVL 2.0 E Fv 285.0 psi Ft 1,555.0 psi Density 42.010pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling ¢ D(0 66)gL(0.88) If t 2-1.75x16 iii* Span=6,0 it F. i Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load : D =0.660, L=0.880 , Tributary Width= 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.223 1 Maximum Shear Stress Ratio = 0.244 : 1 Section used for this span 2-1.75x16 Section used for this span 2-1.75x16 fb:Actual = 556.88 psi fv:Actual = 69.55 psi Fb:Allowable = 2,500.24 psi Fv:Allowable = 285,00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 3.000ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.011 in Ratio= 6665>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.019 in Ratio= 3808>=180 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 CFN C i Cr Cm C t CI_ M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.106 0.116 0,90 0.962 1.00 1.00 1.00 1.00 1,00 2.97 238.66 2250.22 1.11 29.81 256.50 +D+L 0.962 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Length=6.0 ft 1 0.223 0.244 1,00 0.962 1,00 1.00 1.00 1.00 1.00 6.93 556.88 2500.24 2.60 69.55 285.00 +D+0.750L 0.962 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.153 0.167 1.25 0.962 1.00 1.00 1.00 1.00 1,00 5.94 477.32 3125.30 2.23 59.62 356,25 +0.60D 0.962 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0,036 0.039 1.60 0.962 1.00 1.00 1.00 1.00 1.00 1.78 143.20 4000.38 0.67 17.89 456.00 Overall Maximum Deflections Load Combination Span Max,""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L __ 1 0.0189 3.022 0.0000 0.000 Title Block Line 1 HAYDEN You can change this area Egi ENGINEERS using the"Settings"menu item and then using the"Printing & STRUCTURAL I cvtLTitle Block selection. Title Block Line 6 Wood BeamFile:21013 enercalc-5th-4th beams-headers.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17 pc #; KW+08005543a 'ts. •._.,, . . x" s =. erg —, NAYpEN coNsulint1tp,'ENtipig DESCRIPTIO B19 Vertical Reactions Support notation: Far left is# Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.620 4.620 Overall MINimum 2.640 2.640 D Only 1.980 1.980 +D+L 4.620 4.620 +D+0.750L 3.960 3.960 +0.60D 1.188 1.188 L Only 2.640 2.640 0 bv.tAta;d (0.3) L . 4 74'V A n..) / 5AAAD 1-:A... 24 CO) DD5 1 0 VC-- c -,......._ ,,..\ t,,,t...; ,1, (C;) C.) 0 I I I , , 1 I ; ..) 9o, I 1 byt 1 1 i i , ... 4 Zi: , , , 4 •, 4.• (;\--- ---6':______-.1 CC. krni --, , I ------, t ,-------- 0 .1 , I / I 11 -- I I .i.,.1 ..„"„ --- --I-a'-_---_./ n e... 1', .f-„_, _.. x i._..' •••t 1, , ... ' I ni-J--- --- -- 0 , 1 , 1.tIt1 .1,..;.2.1...1f _-:_;__r,ifi-,-,t,,4fT-r.j:-,aAau..,,,,,,.'. iir‘.,.-"i-0•.l,-4*. 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' , BY CHAYDEN .AI\ DATE 14 Rtsv)( 5 A REV DATE 13 ENGINEERS STRUCTURAL I civic JOB NO 2 10( 503) 968-9994 o 1503) 968-8444 f SHEET OF „,,„ , . , . . .i 1 ..__ ALLINAt...;3,.!4,..-Yd) ?..,,$\ 'i ?in4,r221)-- ('''' (540t-t• -7704/)1 1 t pp. ).0.srr\ .7 zt,40,'' tr- . L 1 5 1 .,...A, 414iP07 j I- 2160 al f ! i, i i . 1 I (30-V16YC31Vz)ii) '( E>P4')(t S T- 18 , .ai . ' - ItNit'•—:-. 4-f ci- , — , -- — I „L. - --p3,,J. _ _ Sib t 11 25611:jit ' i4X.1( 4 *,) = ld-a -4 . SO6? 44. 1 •.-/._ : - ''. - , - -: (& 7,Z-7). : (re) (684 1 cil)) 4:6_ 4 1 ___. 1- .. 4.2,t, .. .. _ --1=.1-- Of*2- . - 1 ..,.. BY e A" DATE 13 HAYDEN ENGINEERS 14eimas 6\ REV DATE STRUCTURAL I CIVIL JOB NO 210\I 503) 968-9994 o (5031 968-8444 f SHEET OF I j I Tf_ f $ `S E 4.5 ,,, J, lit P-(S 40)C3°4,�_ 45041(+ (. t3't', Ft C Z ` P }� t�i 4*-'5' - t33.o + 194c `1• '9 9A t'52 ' 1 ► siet6 1.,61frp, I1 1 .HP.a 4.7_,.-41$ 7 , . . - I C1)1 ) 4. I.‘ "it 5 . , i t . . . 13 HAYDEN BY CM__ DATE ENGINEERS \4erm(15.4. REV DATE STRUCTURAL I CIVIL JOB NO 740 __.... 503) 968-9994 o (503) 968-8444 f SHEET OF eelilie t) LCI) -= I i i i WI? (a)i 4°\)(*//..) Z: 44,3-t?-t- 7 2.,. , wit (8 (11)(3')-... 1Bia4-41t- 1.160,4‘ , 576.0'-'°; VI , .2.- ... .}, , 5,711 4. 7,11" I i -1.I '..°6'7 --- - i i tA) 12ftto ., i 1 1 s _ L I .,.....4._ 1 ( tol) t 1 )) - )aq e ,16(141 ?.. - - -i -------- -7--7t:----7f)-- - IS.12 1 - 1.1 C:S 1 / 4.2140*1 _ i wz, (-9.)kAci-ii,ePti,),4(8141) 7, /sit csoeT, , I , 1 = (1411-4 NIto ,, _ , ::- iinqc.... , t43 , wrz1,115 , 1 — - r- ---a ------ , 1 I 1 , I [ 13 HAYDEN BY DATE ENGINEERS ., REV DATE strafe!URAL I CIVIL , JOB NO 'crIll OAR_09921 rN IcrAl 9AR-RA.44.f SHEET OF ,•”-,...-,,, IZ HAYDEN Title Block Line 1 You can change this area ENGINEERS using the "Settings" menu item and then using the"Printing & ma STRUCTURAL I CIVIL Title Block"selection. Title Block Line 6 File:21013 enercalc-3rd floor beams-headers.ec6 Wood Beam Software copyright ENERCALC,INC 1983-2020,Build:12,20.8.17 -,Llc.#:KW06005543 ''l i .. - - . .:?` ,-• - „;' _ `: : <` ,HAYDEhT,CONSULTING ENGINEERS DESCRIPTIO H1 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis MethoAllowable Stress Design Fb+ 2600 psi E: Modulus of Elasti Load CombinatiASCE 7-10 Fb- 2600 psi Ebend-xx 2000ksi Fc-Prll 2510 psi Eminbend-x 1016.535 ksi Wood Species iLevel Truss Joist Fc- Perp 750 psi Wood Grade MicroLam LVL 2.0 E Fv 285 psi Ft 1555 psi Density 42.01 pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling D(0.482)L{0 tl8}S(b_1) �'n' 4-1.75x16 Span =24.0 ft I Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D=0.4820, L=0.080, S =0.10 , Tributary Width = 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.650 1 Maximum Shear Stress Ratio = 0.282 : 1 Section used for this span 4-1.75x16 Section used for this span 4-1.75x16 fb:Actual = 1,625.79psi fv: Actual = 80.43 psi Fb:Allowable = 2,500.24 psi Fv:Allowable = 285.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 12.000ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span# 1 Span#where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.157 in Ratio= 1832>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.969 in Ratio= 297>=180 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 C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.620 0.269 0.90 0.962 1,00 1.00 1,00 1.00 1.00 34.70 1,394.36 2250.22 5.15 68.98 256.50 +D+L 0.962 1.00 1.00 1.00 1,00 1.00 0,00 0.00 0.00 0.00 Length=24.0 ft 1 0.650 0.282 1,00 0.962 1.00 1.00 1.00 1.00 1.00 40.46 1,625.79 2500.24 6.01 80.43 285.00 +D+S 0.962 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.586 0.254 1.15 0.962 1.00 1.00 1.00 1.00 1.00 41.90 1,683.64 2875.28 6.22 83.29 327.75 +D+0.750L 0.962 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.502 0,218 1.25 0.962 1.00 1.00 1.00 1.00 1.00 39.02 1,567.93 3125.30 5.79 77.57 356.25 +D+0,750L+0.750S 0.962 1.00 1,00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.621 0.269 1.15 0,962 1.00 1,00 1.00 1.00 1,00 44.42 1,784.89 2875.28 6,59 88.30 327.75 +0.60D 0.962 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length=24.0 ft 1 0.209 0.091 1.60 0.962 1.00 1,00 1.00 1.00 1.00 20.82 836.61 4000.38 3,09 41.39 456.00 HAYDEN Title Block Line 1 You can change this area E N G I N E E R S using the"Settings"menu item and then using the"Printing & STRUCTURAL I CIVIL Title Block" selection. Title Block Line 6 Wood Beam File 21013 enercalc-3rd floor beams-headers.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.0.17 Lic.#;'Kilib06005543 :' 4 x,<. HAYDEN;CQN* LTING ENGINEERS# DESCRIPTIO H1 Overall Maximum Deflections Load Combination Span Max. "-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S 1 0.9695 12.088 0.0000 0.000 Vertical Reactions Support notation : Far left is#' Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 7.404 7.404 Overall MINimum 1.200 1.200 D Only 5.784 5.784 +D+L 6.744 6.744 +D+S 6.984 6.984 +D+0.750L 6.504 6.504 +D+0.750L+0.750S 7.404 7.404 +0.60D 3.470 3.470 L Only 0.960 0.960 S Only 1.200 1.200 Title Block Line 1 HAYDEN You can change this area 133( ENGINEERS using the"Settings" menu item and then using the"Printing & STRUCTURAL I c i V i L Title Block" selection. Title Block Line 6 Steel Beam File:21013 enercalc-3rd floor beams-headers.ec6 Software•Copytigttt ENERCALC,INC.1983-2020,Build:12,20.8.17 LIG.*,.KW'.06005543 _ HAYDEN CONSULTING ENGINEERS DESCRIPTIO H2 CODE REFERENCES Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis MethoAllowable Strength Design Fy : Steel Yield 50.0 ksi Beam Bracing Beam is Fully Braced against lateral-torsional buckling E: Modulus : 29,000.0 ksi Bending Axis : Major Axis Bending 0(0281 D(4.23"0)4I.45.0411 L1tIW Sr5 L{1,4 )$ t tD $ )y S(1.2) CJ(1.98)L(2.64) O{'t.09 1.{1. 6 W12x136 W12x136 Span=22.0 ft Span=3.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load : D= 1.980, L=2.640 k/ft, Extent=0.0-->> 14.50 ft, Tributary Width = 1.0 ft Uniform Load : D= 1.095, L= 1.460 k/ft, Extent= 14.50-->>22.0 ft, Tributary Width= 1.0 ft Point Load : D =4.239, L=5.643 k @ 14.50 ft Uniform Load : D =0.280 k/ft, Tributary Width = 1.0 ft Load for Span Number 2 Uniform Load : D= 1.095, L = 1.460 k/ft, Tributary Width= 1.0 ft Uniform Load : D =0.280 k/ft, Tributary Width = 1.0 ft Point Load : D =5.784, L=0.960, S = 1.20 k @ 3.50 ft Point Load : E=22.960 k @ 3.50 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.532: 1 Maximum Shear Stress Ratio" 0.249 i 1 _ Section used for this span W12x136 Section used for this span W12x136 Ma :Applied 284.113k-ft Va:Applied 52.767 k Mn/Omega:Allowable 533.932 k-ft Vn/Omega :Allowable 211.720 k Load Combination +D+L Load Combination +D+L Location of maximum on span 10.736ft Location of maximum on span 0.000 ft Span#where maximum occurs Span# 1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.379 in Ratio= 696>=360 Max Upward Transient Deflection -0.180 in Ratio= 466 >=360 Max Downward Total Deflection 0.676 in Ratio= 390>=240. Max Upward Total Deflection -0.319 in Ratio= 263 >=240. Vertical Reactions Support notation :Far left is#' Values in KIPS Load Combination Support 1 Pp Support 2 Support 3 Overall MAXimum 52.767 73.097 Overall MINimum -0.191 1.391 D Only 23.871 34.047 3 HAYDEN Title Block Line 1 You can change this area ENGINEERS using the"Settings" menu item and then using the"Printing & STRUCTURAL I CIVIL Title Block"selection. Title Block Line 6 Steel Beam File:21013 enercalc-3rd floor beams-tieaders.ec5 Software copyright ENERCALC,INC.1983-2020,Buiid:12.20.8,17 Milt:KIN-06005543 !", •�°-' s ;: x K �:'�' .. . ,`;�" '„HAYDEN CQNSU 'flN0 ENGINEERS' DESCRIPTIO H2 Vertical Reactions Support notation: Far left is#' Values in KIPS Load Combination Support 1 Support 2 Support 3 +D+L 52.767 66.094 +D+S 23.680 35.438 +D+0.750L 45.543 58.083 +D+0.750L+0.7505 45.400 59.126 +D+0.70E 21.314 52.676 +D-0.70E 26.428 15.418 +D+0.750L+0.7505+0.5250E 43.482 73.097 +D+0.750L+0.750S-0.5250E 47.317 45.154 +0.60D 14.322 20.428 +0.60D+0.70E 11.766 39.057 +0.60D-0.70E 16.879 1.799 L Only 28.896 32.047 S Only -0.191 1.391 E Only -3.653 26.613 E Only*-1.0 3.653 -26.613 HAYDEN Title Block Line 1 You can change this area 1,3[ ENGINEERS using the "Settings" menu item and then using the"Printing & STRUCTURAL I c I v I L Title Block"selection. Title Block Line 6 Wood Beam File:21013 enercalc-3rd floor beams-headers.ec6 "3 Softwarecp• ltghtENERCALG,INC.1983-2020,Builda2.20.8.17 Lic t�;KW.05OO5543 , HAYDEN CONSULTING;ENGINEERS DESCRIPTIO H3 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set :ASCE 7-10 Material Properties Analysis MethoaUlowable Stress Design Fb+ 900 psi E:Modulus of Elasti Load Combinati4SCE 7-10 Fb- 900 psi Ebend-xx 1600ksi Fc- PrIl 1350 psi Eminbend-x 580 ksi Wood Species Douglas Fir-Larch Fc- Perp 625 psi Wood Grade No.2 Fv 180 psi Ft 575 psi Density 31.21 pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling D(0.04);L(0 053) * * a a k 4x8 () Span= 14.0 ft '1 [ 14-- Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D =0.040, L=0.0530 , Tributary Width= 1.0 ft DESIGN SUMMARY Design OK 1Maximum Bending Stress Ratio = 0.762 1 Maximum Shear Stress Ratio = 0.197 1 1 Section used for this span 4x8 Section used for this span 4x8 fb:Actual = 891.74 psi fv: Actual = 35.39 psi Fb:Allowable = 1,170.00psi Fv:Allowable = 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 7.000ft Location of maximum on span = 13.438ft Span#where maximum occurs = Span# 1 Span#where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.259 in Ratio= 648>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.455 in Ratio= 369>=180 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 CFN C i Cr Cm C t CL M fb Pb V fv F'v D Only 0.00 0.00 0.00 0.00 Length= 14.0 ft 1 0.364 0.094 0,90 1.300 1.00 1.00 1.00 1.00 1.00 0.98 383.54 1053.00 0.26 15.22 162.00 +D+L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.762 0.197 1.00 1.300 1.00 1.00 1.00 1.00 1.00 2.28 891.74 1170.00 0.60 35.39 180.00 +D+0.750L 1,300 1.00 1.00 1.00 1.00 '1.00 0.00 0.00 0.00 0.00 Length= 14.0 ft 1 0.523 0.135 1.25 1.300 1.00 1.00 1.00 1,00 1.00 1,95 764.69 1462.50 0.51 30.35 225.00 +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 14.0 ft 1 0.123 0.032 1,60 1.300 1.00 1.00 1.00 1.00 1.00 0.59 230.13 1872,00 0.15 9.13 288.00 Overall Maximum Deflections Load Combination Span Max. '--"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L -_ 1 0.4547 .. . 7.051 0.0000 0.000 HAYDEN You Block i 1 You can change this area ENGINEERS using the"Settings" menu item and then using the"Printing& STRUCTURAL I CIVIL Title Block"selection. Title Block Line 6 Wood Beam Software 21013 enercalc-3rd floor beams-headers.ec6 Software copyright ENERCALC.INC.1983-2020,Build:12.20.8.17 ttc #:KW-08005643 ,..:; „. ? ,? ` HAYDENCONSO.TINR ENGINEERS DESCRIPTIO H3 Vertical Reactions Support notation: Far left is#' Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.651 0.651 Overall MINimum 0.371 0,371 D Only 0.280 0.280 +D+L 0.651 0.651 +D+0.750L 0.558 0.558 +0.60D 0.168 0.168 L Only 0.371 0.371 raHAYDEN Title Block Line 1 You can change this area ENGINEERS using the"Settings" menu item and then using the"Printing & An Ea STRUCTURAL I civIL Title Block"selection. Title Block Line 6 File:21013 enercalc-3rd floor beams-headers Steel Beam Software copyriight ENERCALC,INC.1983•2020,Build:12.20.8.17 Lie.#;:KW06000543 >' NAYDENtCONSULTING ENGINEERS DESCRIPTIO H4 CODE REFERENCES Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis MethoAllowable Strength Design Fy : Steel Yield 46.0 ksi Beam Bracing Completely Unbraced E: Modulus : 29,000.0 ksi Bending Axis : Major Axis Bending D(6,169)L(927)S(2,605) D(6_169)L(9,27)S(2,605) 7 ryD(C1.328 L„{O,713), - a�C HSS12x4x3/8 Span=17,50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D= 0.3260, L=0.7130 k/ft, Tributary Width = 1.0 ft Point Load : D=6.169, L= 9.270, S=2.605 k @ 1.750 ft Point Load: D=6.169, L=9.270, S=2.605 k @ 15.750 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.793: 1 Maximum Shear Stress Ratio= 0.194 1 Section used for this span HSS12x4x3/8 Section used for this span HSS12x4x318 Ma:Applied 66.792 k-ft Va :Applied 24.530 k Mn/Omega :Allowable 84.242 k-ft Vn/Omega:Allowable 126.352 k Load Combination +D+L Load Combination +D+L Location of maximum on span 8.750ft Location of maximum on span 0.000 ft Span#where maximum occurs Span# 1 Span#where maximum occurs Span# 1 Maximum Deflection Max Downward Transient Deflection 0.528 in Ratio= 397>=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.816 in Ratio= 257 >=180 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Vertical Reactions Support notation:Far left is#' Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 24.530 24.530- Overall MINimum 2.605 2.605 D Only 9.022 9.022 +D+L 24.530 24.530 +D+S 11.627 11.627 +D+0.750L 20.653 20.653 +D+0.750L+0,750S 22.607 22.607 +0.60D 5.413 5.413 L Only 15.509 15.509 S Only 2.605 2.605 HAYDEN Title Block Line 1 You can change this area 1 ENGINEERS using " " m and thenthe usingSettings the "Printimenung ite& STRUCTURAL I CIVILTitleBlock"selection. Title Block Line 6 File:21013 enercalc-3rd floor beams-headers.ec6 Steel Beam Software copyright ENERCALC,INC.1983-2020,Build:12_20.8.17 L10.0:KWO8O05545 . , .. �.` � '* _ ';i_ _ _, '` - HA JENt CONSULTING ENGINEERS; DESCRIPTIO H6 CODE REFERENCES Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Methodllowable Strength Design Fy: Steel Yield 46.0 ksi Beam Bracing Beam is Fully Braced against lateral-torsional buckling E: Modulus : 29,000.0 ksi Bending Axis : Major Axis Bending D(6 495)L(9_982)S(2.685) �. # Eno 326)L(O 719)m._ s i ti(Q 97 .LA0,45)S(0.4 x 46, HSS8x4x1/4 Span=7.0ft Applied Loads Service loads entered. Load Factors will be applied for calculations. - Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load : D=0.9760, L=0.450, S =0.40 k/ft, Extent=0.0-->> 1.50 ft, Tributary Width= 1.0 ft Uniform Load : D=0.3260, L=0.7130 k/ft, Extent= 1.50-- > 7.0 ft, Tributary Width = 1.0 ft Point Load : D=6.495, L=9.982, S=2.685 k @ 1.50 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.788: 1 Maximum Shear Stress Ratio= 0.304 : 1 Section used for this span HSS8x4x1/4 Section used for this span HSS8x4x1/4 I Ma:Applied 24.047 k-ft Va :Applied 17.101 k Mn/Omega:Allowable 30.529 k-ft Vn/Omega:Allowable 56.229 k Load Combination +D+L Load Combination +D+L Location of maximum on span 1.500ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span# 1 Maximum Deflection Max Downward Transient Deflection 0.092 in Ratio= 917>=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.149 in Ratio= 563 >=180 i Max Upward Total Deflection 0.000 in Ratio= 0 <180 Vertical Reactions Support notation: Far left is#' Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 17.101 7.229 Overall MINimum 2.645 0.640 D Only 7.115 2.637 +D+L 17.101 7.229 +D+S 9.760 3.277 +D+0.750L 14.604 6.081 i D+0.750L+0.750S 16:588 6.561 +0.60D 4.269 1.582 L Only 9.986 4.592 S Only 2.645 0.640 raHAYDEN Title Block Line 1 You can change this area ENGINEERS using the"Settings" menu item and then using the"Printing & STRUCTURAL I CIVIL Title Block" selection. Title Block Line 6 WOOL) Beam Software 21013 enercatc-3rd floor beams-headers.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8,17 L1c,# KW,Q8005543 . sr _ _ „ -_u 3f., ' ° .. -: •.:. HAYDEN CONSULTING ENGINEERS DESCRIPTIO H7 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set :ASCE 7-10 Material Properties Analysis MethookJlowable Stress Design Fb+ 900 psi E:Modulus of Elasti Load CombinatiASCE 7-10 Fb- 900 psi Ebend-xx 1600ksi Fc- Pr!' 1350 psi Eminbend-x 580ksi Wood Species Douglas Fir-Larch Fc-Perp 625 psi Wood Grade No.2 Fv 180 psi Ft 575 psi Density 31.21 pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling 4 D(1,374,)L{O.83)S(0.765) o AK 4x8 Span=30ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 1.374, L=0.830, S=0.7650 , Tributary Width= 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.841: 1 Maximum Shear Stress Ratio = 0.659 : 1 I Section used for this span 4x8 Section used for this span 4x8 fb:Actual = 1,131.66psi fv:Actual = 136.41 psi Fb:Allowable = 1,345.50psi Fv:Allowable = 207.00 psi Load Combination +D+0.750L+0.7505 Load Combination +D+0.750L+0.7505 Location of maximum on span = 1.500ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span# 1 Span#where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.009 in Ratio= 4207>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.026 in Ratio= 1358>=180 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 CF/v C i Cr Cm C t CI_ M fb F'b V fv Fry D Only 0.00 0,00 0.00 0.00 Length=3.0 ft 1 0.575 0.450 0,90 1.300 1.00 1.00 1.00 1,00 1.00 1.55 604.96 1053.00 1.23 72.92 162.00 +D+L 1.300 1.00 1.00 1,00 1.00 1,00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.829 0.650 1.00 1.300 1.00 1,00 1,00 1.00 1.00 2.48 970.40 1170.00 1,98 116.97 180.00 +D+S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.700 0.548 1.15 1.300 1.00 1.00 1.00 1.00 1.00 2.41 941.78 1345.50 1,92 113.52 207.00 +D+0.750L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.601 0.471 1.25 1.300 1,00 1.00 1.00 1.00 1.00 2.25 879.04 1462.50 1.79 105.96 225.00 +D+0.750L+0.750S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0,00 Length=3.0 ft 1 0.841 0.659 1.15 1.300 1,00 1.00 1.00 1.00 1.00 2.89 1,131.66 1345.50 2.31 136.41 207.00 +0.60D 1.300 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.194 0.152 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.93 362,98 1872,00 0.74 43.75 288.00 �AY D E N Title Block Line 1 1 You can change this area ENGINEERS using the"Settings" menu item and then using the"Printing & STRUCTURAL 1 civ1LTitle Block"selection. Title Block Line 6 Wood Beam File;21013 enercalc-3rd floor beams-headers.ec6 Software copyright ENERCALC,INC.1983-2020,BUild:12.20.817 LUC.#:KW.•08005543 ' HAYDEN CONSULTINq ENGINEERS.= DESCRIPTIO H7 Overall Maximum Deflections Load Combination Span Max."- Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.7505 1 0.0265 1.511 0.0000 0.000 Vertical Reactions Support notation : Far left is#' Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.855_:_ 3.855_. Overall MINimum 1.148 1.148 D Only 2.061 2.061 +D+L 3,306 3.306 +D+S 3.209 3.209 +D+0.750L 2.995 2.995 +D+0.750L+0.7505 3.855 3.855 +0.60D 1.237 1.237 L Only 1.245 1.245 S Only 1.148 1.148 HAYDENYouTitle canBlock changeLine1 Egg this area ENGINEER S using the "Settings"menu item mai and then using the"Printing & STRUCTURAL I CIVIL Title Block" selection, Title Block Line 6 Wood Beam Software 21013 enercalc-3rd floor beams-headers.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17 LIa;#:<W-08005543 . r , . '0. _ y;, ,HAYDEN ONSUITING ENGINEERS DESCRIPTIO H8 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis MethoAllowable Stress Design Fb+ 900,0 psi E:Modulus of Elasti Load CombinatiASCE 7-10 Fb- 900.0 psi Ebend-xx 1,600.0ksi Fc- PHI 1,350.0 psi Eminbend-x 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 31.210pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling D(0.975)L(0.832)S(0.957) D(0,095 L 0_277- 0(1 374)L(0 83)S(0,765) a 4x10 i+ Siam=3...0.1It_ 'I Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 1.374, L=0.830, S =0.7650 k/ft, Extent= 1.0-->>3.0 ft, Tributary Width = 1.0 ft Uniform Load : D =0.0950, L=0.2770 k/ft, Extent=0.0-->> 1.0 ft, Tributary Width= 1.0 ft Point Load : D= 0.9750, L=0.8320, S=0.9570 k @ 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.680 1 Maximum Shear Stress Ratio = 0.734 : 1 Section used for this span 4x10 Section used for this span 4x10 fb: Actual = 844.68psi fv: Actual = 151.89 psi Fb:Allowable = 1,242.00psi Fv: Allowable = 207.00 psi Load Combination +D+0.750L+0.750S Load Combination +D+0.750L+0.7505 Location of maximum on span = 1.347ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.005 in Ratio= 6767>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.015 in Ratio= 2368>=180 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 C i Cr Cm C t CI_ M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.425 0.450 0.90 1.200 1.00 1.00 1.00 1.00 1.00 1.72 413.06 972.00 1.57 72.85 162.00 +D+L 1,200 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.656 0.695 1.00 1.200 1.00 1,00 1.00 1.00 1.00 2.94 708.05 1080.00 2.70 125.05 180.00 +D+S 1,200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.558 0.609 1.15 1.200 1.00 1.00 1.00 1.00 1.00 2.88 693.12 1242.00 2.72 126.04 207.00 +D+0.750L 1.200 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 'I 0.470 0.498 1.25 1.200 1.00 1.00 1.00 1.00 1.00 2.64 634.20 1350.00 2.42 112.00 225.00 +D+0.750L+0.750S 1.200 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.680 0.734 1.15 1.200 1.00 1,00 1.00 1.00 1.00 3.51 844.68 1242.00 3.28 151.89 207.00 +0.60D 1.200 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0.00 HAYYou can change this area E NA G I DEN Title Block Line 1 N E E R S using the "Settings"menu item and then using the"Printing & STRUCTURAL I CIVIL Title Block"selection. Title Block Line 6 Wood BeamFile:21013 enercalc-3rd floor beams-headers.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.817 ' i HAYDENCONSU TING ENGINEERS tic. ' ' z.�� s� DESCRIPTIO H8 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C i Cr Cm C t C L M fb F'b V fv F'v Length=3.0 ft 1 0.143 0.152 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.03 247.84 1728.00 0.94 43.71 288.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max. "+"Defl Location in Span +D+0.750L+0.750S 1 0.0152 1.489 0.0000 0.000 Vertical Reactions Support notation : Far left is#' Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.510 4. 56 Overall MINimum 1.148 1.339 D Only 1.645 2.173 +D+L 2.984 3.603 +D+S 2.793 3.512 +D+0.750L 2.649 3.245 +D+0.750L+0.7505 3.510 4.250 +0.60D 0.987 1.304 L Only 1.339 1.430 S Only 1.148 1.339 HAYDEN Title Block Line 1 Ea( You can change this area ENGINEERS using the "Settings" menu item and then using the "Printing & STRUCTURAL I CIVIL Title Block" selection. Title Block Line 6 Steel BeaCl1 File:21013 enercalc-3rd floor beams-headers.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17 Lic#:10111 60D35A '` �. r •• • ' ,.,gip, "HetYDEN GONSLJ TING,EN01NEERa DESCRIPTIO H9 (1) CODE REFERENCES Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set :ASCE 7-10 Material Properties Analysis MethoAllowable Strength Design Fy: Steel Yield 50.0 ksi Beam Bracing Beam is Fully Braced against lateral-torsional buckling E: Modulus : 29,000.0 ksi Bending Axis : Major Axis Bending 1D(4.32)L(5,76) 1_-- _ D(1,864))L(2 16) b i D(0.54)L7 ) #, } W12x26 Span=12Aft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load: D=0.540, L=0.720 k/ft, Extent=0.0-->>7.750 ft, Tributary Width= 1.0 ft Uniform Load : D= 1.884, L=2.160 k/ft, Extent=7.750-->> 12.0 ft, Tributary Width= 1.0 ft Point Load : D =4.320, L=5.760 k @ 7.750 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.697: 1 Maximum Shear Stress Ratio= 0.424 : 1 Section used for this span WI2x26 Section used for this span WI2x26 Ma :Applied 64.651 k-ft Va:Applied 23.807 k Mn/Omega :Allowable 92.814k-ft Vn/Omega :Allowable 56.120 k Load Combination +D+L Load Combination +D+L Location of maximum on span 7.749ft Location of maximum on span 12.000 ft Span#where maximum occurs Span# 1 Span#where maximum occurs Span# 1 Maximum Deflection Max Downward Transient Deflection 0.143 in Ratio= 1,008>=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.256 in Ratio= 563 >=180 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Vertical Reactions Support notation: Far left is#' Values in KIPS Load Combination Support 1 Support 2 Overall MAXimurn 13.225 23.807 Overall MINimum 3.469 6.438 D Only 5.782 10.731 +D+L 13.225 23.807 +0+0,7501 11.364 20.538 +0.60D 3.469 6.438 1..Only 7.444 13.076 HAYDEN Title Block Line 1 You can change this area ENGINEERS using the"Settings" menu item and then using the"Printing & STRUCTURAL I C I v I L Title Block" selection. Title Block Line 6 St eel Beam File:21013 enercalc-3rd floor beams-headers.ec6 Software copyright ENERCALC,INC,1983-2020,Build:12.20.8.17 Lie.-#:KW.08005543 , ., F 1 r .,.� HAYD CONSULTING ENGINEERSf1 DESCRIPTIO H9 (2) CODE REFERENCES Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis MethoAllowable Strength Design Fy : Steel Yield 50.0 ksi Beam Bracing Beam is Fully Braced against lateral-torsional buckling E: Modulus : 29,000.0 ksi Bending Axis : Major Axis Bending 4 tt1.8eLt2167 W12x35 Span=14.0ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D= 1.884, L=2.160 k/ft, Tributary Width = 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.776: 1 Maximum Shear Stress Ratio= 0.377 : 1 Section used for this span WI2x35 Section used for this span WI2x35 Ma:Applied 99.078 k-ft Va:Applied 28.308 k Mn/Omega:Allowable 127.745 k-ft Vn/Omega :Allowable 75.0 k Load Combination +D+L Load Combination +D+L Location of maximum on span 7.000ft Location of maximum on span 0.000 ft Span#where maximum occurs Span# 1 Span#where maximum occurs Span# 1 I Maximum Deflection Max Downward Transient Deflection 0.227 in Ratio= 740>=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.425 in Ratio= 395 >=180 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Vertical Reactions Support notation : Far left is#. Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 28.308 28.308 Overall MlNimum 7.913 7.913 D Only 13.188 13.188 +D+L 28.308 28.308 +D+0.750L 24.528 24.528 +0,60D 7.913 7.913 L Only 15.120 15.120 HAYDEN Title Block Line 7 You can change this area E N G I N E E R S using the''Settings"menu item and then using the"Printing & STRUCTURALMIN f CIVIL Title2i Block" selection. Title Block Line 6 Steel Beam File:21013 enercalc-3rd floor beams-headers.ec6 . Software copyright ENERCALC,INC 1983-2020,Buiid:12.20.8.17 L1C,#:'KW.06005543 „ ri x : <; .,� x i ; r tfAYDEN CONSULTIN ENG1NEER8 DESCRIPTIO H9 (2)with p load CODE REFERENCES Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set :ASCE 7-10 Material Properties Analysis Method1llowable Strength Design Fy : Steel Yield 50.0 ksi Beam Bracing Beam is Fully Braced against lateral-torsional buckling E: Modulus : 29,000.0 ksi Bending Axis : Major Axis Bending D(4,239).L(5.643) 0(0 984 L(.O.98) 4 ¢ C1 1.8841 L(2.16a K Ai W12x35 ( ' Span=14.0 ft } Applied Loads Service loads entered.Load Factors will be applied for calculations, Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load : D= 1.884, L=2.160 k/ft, Extent=0.0-->>6.50 ft, Tributary Width= 1.0 ft Uniform Load : D=0.9840, L=0.960 k/ft, Extent=6.50-->> 14.0 ft, Tributary Width= 1.0 ft Point Load : D =4.239, L=5.643 k @ 6.50 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.826: 1 Maximum Shear Stress Ratio= 0.392 :I Section used for this span W12x35 Section used for this span W12x35 Ma:Applied 105.498 k-ft Va:Applied 29.383 k Mn/Omega:Allowable 127.745 k-ft Vn/Omega :Allowable 75.0 k Load Combination +D+L Load Combination +D+L Location of maximum on span 6.480ft Location of maximum on span 0.000 ft 1 Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.224 in Ratio= 749>=360 i Max Upward Transient Deflection 0.000 in Ratio= 0 <360 j Max Downward Total Deflection 0.420 in Ratio= 400 >=180 Max Upward Total Deflection 0.000in Ratio= 0 <180 i Vertical Reactions Support notation:Far left is#* Values in KIPS Load Combination Support 1 Support 2 —_ Overall MAXimum 29.383 21.365 Overall MINimum 8.191 6.128 D Only 13.651 10.214 +D+L 29.383 21.365 +D+0:750L 25.450 18,577 +0.60D 8.191 6.128 L Only 15.732 11.151 CZ-\: \,.3\n,)- 7 \ --tCfa ( 0 (2 ©. 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I i , , . . , , , . , _ - , 1 , . _ ...,...., HAYDEN BY DATE E ENGINEERS REV 3 STRUCTURAL I MR JOB NO DATE 15011 968-9994 n (5031 968-8444 f .. SHEET OF .... ... L HAYDEN Title Block Line 1 You can change this area ENGINEERS using the"Settings"menu item and then using the "Printing& STRUCTURAL I CIVIL Title Block" selection. Title Block Line 6 WoodColumnFile:21013 studs and posts.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12 20.8.17 Llc,#:KW-060QS943 - _ T `... * ,> --HAYDEN CPNSLVING•EJG1N ER$u DESCRIPTIO exterior wall stud - 5th floor(corner zones) Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Methc Allowable Stress Design Wood Section Name 2x6 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Heigh 14 ft Wood Member Type Sawn (Used for non slender calculations) Exact Width 1.50 in Allow Stress Modification Factors Wood Specie Douglas Fir-Larch Exact Depth 5.50 in Cf or Cv for Bending 1.30 Wood Grade No.2 Area 8.250 inA2 Cf or Cv for Compressioi 1.10 Fb+ 900 psi Fv 180 psi lx 20.797 in^4 Cf or Cv for Tension 1.30 Fb- 900 psi Ft 575 psi ly 1.547 in^4 Cm:Wet Use Factor 1.0 Fc- PrIl 1350 psi Density 31.21 pcf Ct:Temperature Fact 1.0 Fc-Perp 625 psi Cfu: Flat Use Factor 1.0 E : Modulus of Elasticity. . .x-x Bending y-y Bending Axial Kf: Built-up columns 1.0 NB.?15,3.2 Basic 1600 1600 1600 ksi Use Cr: Repetitive No Minimum 580 580 Brace condition for deflection(buckling) along columns : X-X(width) axis Fully braced against buckling ABOUT Y-Y Axis Y-Y(depth) axis Unbraced Length for buckling ABOUT X-X Axis= 14 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 25.033 lbs* Dead Load Factor AXIAL LOADS . . . Axial Load at 14.0 ft, D = 0.5040, S = 0.70 k BENDING LOADS . . . Lat. Uniform Load creating Mx-x, W = 0.0480 k/ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.7013 : 1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.60W Top along Y-N 0.3360 k Bottom along Y-Y 0.3360 k Governing NDS Forldieomp+ Mxx, NDS Eq. 3.9-3 Top along X-x 0.0 k Bottom along X-X 0.0 k Location of max.above base 6.953 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are . Along Y-Y 1.260 in at 7.047 ft above base Applied Axial 0.5290 k for load combination: W Only Applied Mx 0.7056 k-ft psi Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 485.990 psi Applied My 0.0 for load combination: n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.1273 : 1 Bending Compression Tension Load Combination +D+0.60W Location of max.above base 14.0 ft Applied Design Shear 36.655 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial"+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.346 0.1388 PASS 0.0 ft 0.0 PASS 14.0 ft +D+S 1.150 0.278 0.3140 PASS 0.0 ft 0.0 PASS 14.0 ft +D+0.7505 1.150 0.278 0.2693 PASS 0.0 ft 0.0 PASS 14.0 ft +D+0.60W 1.600 0.205 0.7013 PASS 6.953 ft 0.1273 PASS 14.0 ft +D+0.450W 1.600 0.205 0.5303 PASS 6.953 ft 0.09546 PASS 14.0 ft +D+0.750S+0.450W 1.600 0.205 0.6672 PASS 6.953 ft 0.09546 PASS 14.0 ft +0.60D+0.60W 1.600 0.205 0.6530 PASS 6.953 ft 0.1273 PASS 14.0 ft +0.60D 1.600 0.205 0.07917 PASS 0.0 ft 0.0 PASS 14.0 ft HAYDEN Title Block Line 1 13 You can change this area ENGINEERS using the"Settings" menu item and then using the"Printing& STRUCTURAL I CIVIL Title Block" selection. Title Block Line 6 j Wood Column File:21013 studs and posts.ec6 Software copyright ENERCALC,INC.1983-2020,Build:1220.8.17 Lie..#:'KW-08005543 -Y 116Y,DENAQ, SLI TINE ENGINEERS,` DESCRIPTIO exterior wall stud 5th floor(corner zones) Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 0.529 +D+S 1.229 +D+0.750S 1.054 +D+0.60W 0.202 0.202 0.529 +D+0.450W 0.151 0.151 0.529 +D+0.750S+0.450W 0.151 0.151 1.054 +0.60D+0.60W 0.202 0.202 0.317 +0.60D 0.317 S Only 0.700 W Only 0.336 0.336 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance gem. __: ____ _ __ _ D Only 0.0000in 0.000ft 0.0000in 0.000ft +D+S 0.0000in 0.000ft 0.0000in 0.000ft +D+0.750S 0,0000in 0.000ft 0.0000in 0.000ft +0+0.60W 0.0000in 0.000ft 0.7562in 7.047ft +D+0,450W 0.0000in 0.000ft 0.5671 in 7.047ft +D+0.750S+0.450W 0.0000in 0.000ft 0.5671 in 7.047ft +0.60D+0.60W 0.0000in 0.000ft 0.7562in 7.047ft +0.60D 0.0000in 0.000ft 0.0000in 0.000ft S Only 0.0000in 0.000ft 0.0000in 0.000ft W Only 0.0000in 0.000ft 1.2603in 7.047ft Sketches '' . k14 +X I.' C, Loa0 1 o "i , S' $AI A Y .i y i 2 6. . l I II 1 1 50 in 0OW tie Block Line 1 HAYDEN TiI a You can change this area ENGINEERS using the"Settings" menu item and then using the"Printing& STRUCTURAL C I V I L Title Block" selection. Title Block Line 6 Wood Column File:21013 studs and posts.ec6 Software copyright ENERCALC,INC.1983-2020,Buiid:12.20.8.17 Llc:#:KW.O6005543 ,u:: 'a: . ,,; . z....;: 'u, tiAYDENG4N5UL'f1NG,F.A1©1NEEf{S!',= DESCRIPTIO interior wall stud - 5th floor Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Analysis Methc Allowable Stress Design Wood Section Name 2x6 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Heigh 14 ft Wood Member Type Sawn (Used for non slender calculations) Exact Width 1.50 in Allow Stress Modification Factors Wood Specie Douglas Fir-Larch Exact Depth Wood Grade No.2 5.50 in Cf or Cv for Bending 1.30 Area 8.250 inA2 Cf or Cv for Compressioi 1.10 Fb + 900.0 psi Fv 180.0 psi lx 20.797 in^4 Cf or Cv for Tension 1.30 Fb- 900.0 psi Ft 575.0 psi ly 1.547 inA4 Cm :Wet Use Factor 1.0 Fc- Pr!! 1,350.0 psi Density 31.210 pcf Ct:Temperature Fact 1.0 Fc- Perp 625.0 psi Cfu: Flat Use Factor 1.0 E : Modulus of Elasticity. . .x-x Bending y-y Bending Axial Kf: Built-up columns 1.0 AIDS 15.3.2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr: Repetitive No Minimum 580.0 580.0 Brace condition for deflection (buckling) along columns : X-X(width)axis Fully braced against buckling ABOUT Y-Y Axis Y-Y(depth)axis Unbraced Length for buckling ABOUT X-X Axis=14 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 25.033 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 14.0 ft, D = 0.6240, S = 0.8670 k BENDING LOADS . . . Lat. Uniform Load creating Mx-x, L = 0.0070 k/ft DESIGN SUMMARY Bending& Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.3873 : 1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+S Top along Y-Y 0.0490 k Bottom along Y-Y 0.0490 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-)c 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are . Along Y-Y 0.1838 in at 7.047 ft above base Applied Axial 1.516k for load combination : +D+L Applied Mx 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 474.475 Applied 0.0for load combination : n/a psi si Other Factors used to calculate allowable stresses.. . PASS Maximum Shear Stress Ratio= 0.04950 : 1 Bending Compression Tension Load Combination +D+L Location of max.above base 0.0 ft Applied Design Shear 8.909 psi Allowable Shear 180.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.346 0.1702 PASS 0.0ft 0.0 PASS 14.0 ft +D+L 1.000 0.315 0.3032 PASS 6.953 ft 0.04950 PASS 0.0 ft +D+S 1.150 0.278 0.3873 PASS 0.0ft 0.0 PASS 14.0ft +D+0.750L 1.250 0.257 0.1920 PASS 6.953ft 0.02970 PASS 14.oft +0+0.750L+0.7505 1.150 0.278 0.3319 PASS 0.09396 ft 0.03228 PASS 14.0 ft +0.60D 1.600 0.205 0.09713 PASS 0.0 ft 0.0 PASS 14.0 ft HAYDEN You cannck aine 1 You change this area ENGINEERS using the"Settings"menu item and then using the"Printing& STRUCTURAL I cIVILTitle Block" selection. Title Block Line 6 WQQC� Column rite:210f3 studs and posts.ec6 1 SoftNare copyright ENERCALC,INC.1983,-2020,Build:12.20.8.17 Lic.#:.00005543- :4$11t«?LHAYDENCONSUL:U,: tW, EERS DESCRIPTIO interior wall stud -5th floor Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 0.649 +D+L 0.049 0.049 0.649 +D+S 1.516 +D+0.750L 0.037 0.037 0.649 +D+0.750L+0.750S 0.037 0.037 1.299 +0.60D 0.389 L Only 0.049 0.049 S Only 0.867 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max. Y-Y Deflection Distance D Only 0.0000in 0.000ft 0.0000in 0.000ft +D+L 0.0000in 0.000ft 0,1838in 7.047ft +D+S 0.0000in 0.000ft 0.0000in 0.000ft +D+0.750L 0.0000in 0.000ft 0.1378in 7.047ft +D+0.750L+0.750S 0.0000in 0.000ft 0.1378in 7.047ft +0.60D 0.0000in 0.000ft 0.0000in 0.000ft L Only 0.0000in 0.000ft 0.18381n 7.047ft S Only 0.0000in 0.000ft 0.0000in 0.000ft Sketches I _..._- 1 Olt 1 40114 +X a Loa41 1 0 0 1 2 i I 5 I 6 i Li 1,, t II 1.50 it 0DUN , 0 Title Block Line 1 HAYDEN You can change this area Ea ENGINEERS using the "Settings"menu item and then using the "Printing& STRUCTURAL I civiLTitle Block"selection. Title Block Line 6 Wood Column Software 21013 studs and posts.ec6 Software copyright ENERCALC,INC.1983-2020,Bulid:12.20.8.17 LUci#:i(W p6005543 - ,..-•r • r t" ` '; <.k <.. ,". . . ;HAYDEN. QNSLILTlNGENGINEE1I8, DESCRIPTIO exterior wall stud -4th floor (corner zones) Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Methc Allowable Stress Design Wood Section Name 2x6 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Heigh 9.2 ft Wood Member Type Sawn (Used for non slender calculations) Exact Width 1.50 in Allow Stress Modification Factors Wood Specie Douglas Fir-Larch Exact Depth 5.50 in Cf or Cv for Bending 1.30 Wood Grade No.2 Area 8.250 in"2 Cf or Cv for Compressioi 1.10 Fb + 900.0 psi Fv 180.0 psi lx 20.797 inA4 Cf or Cv for Tension 1.30 Fb- 900.0 psi Ft 575.0 psi ly 1.547 in^4 Cm:Wet Use Factor 1.0 Fc- PrIl 1,350.0 psi Density 31.210 pcf Ct:Temperature Fact 1.0 Fc- Perp 625.0 psi Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity . . .x-x Bending y-y Bending Axial Kf: Built-up columns 1,0 NDS 15,3,2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr: Repetitive No Minimum 580.0 580.0 Brace condition for deflection(buckling) along columns : X-X(width) axis Fully braced against buckling ABOUT Y-Y Axis Y-Y(depth)axis Unbraced Length for buckling ABOUT X-X Axis=9. Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 16.450 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 9.20 ft, D = 1.030, L = 0.4530, S = 0.70 k BENDING LOADS . . . Lat. Uniform Load creating Mx-x, W= 0.0480 k/ft DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.3045 : 1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.60W Top along Y-Y 0.2208 k Bottom along Y-Y 0.2208 k Governing NDS Fortsti mp+Mxx, NDS Eq. 3.9-3 Top along X-)t 0.0 k Bottom along X-X 0.0 k Location of max.above base 4.569 ft Maximum SERVICE Load Lateral Deflections.. . At maximum location values are. Along Y-Y 0.2350 in at 4.631 ft above base Applied Axial 1.046 k for load combination: W Only Applied Mx 0.3047 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 1,026.93 psi for load combination: n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.08364: 1 Bending Compression Tension Load Combination +D+0.60W Location of max.above base 0.0 ft Applied Design Shear 24.087 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.647 0.1466 PASS 0.0 ft 0.0 PASS 9.20 ft +D+L 1.000 0.608 0.2013 PASS 0.0 ft 0.0 PASS 9.20 ft +D+S 1.150 0.555 0.2235 PASS 0.0 ft 0.0 PASS 9.20 ft +D+0.750L 1.250 0.523 0.1731 PASS 0.0 ft 0.0 PASS 9.20 ft +D+0.750L+0.750S 1.150 0.555 0.2446 PASS 0.0 ft 0.0 PASS 9.20 ft +D+0.60W 1.600 0.432 0.3045 PASS 4.569 ft 0.08364 PASS 0.0 ft +D+0.750L+0.450W 1.600 0.432 0.2525 PASS 4.569 ft 0.06273 PASS 0.0 ft +D+0.750L+0.750S+0.450W 1.600 0.432 0.2917 PASS 4.569ft 0.06273 PASS o.oft +0.60D+0.60W 1.600 0.432 0.2815 PASS 4.569 ft 0.08364 PASS 0.0 ft HAYDEN Block Line 1 You can change this area E N G I N E E R S using the "Settings"menu item and then using the"Printing & STRUCTURAL I CIVIL Title Block" selection. Title Block Line 6 IA! A Column File:21013 studs and posts.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17 LIC:# •KW%08006543 1 .z;.. • :r HAY .EN;CONSULTING ENGINEERS' DESCRIPTIO exterior wall stud -4th floor(corner zones) Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +0.60D 1.600 0.432 0.07411 PASS 0.0ft 0.0 PASS 9.20ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only _ _ 1.046 +D+L 1.499 +D+S 1.746 +D+0.750L 1.386 +D+0.750L+0.750S 1.911 +D+0.60W 0.132 0.132 1.046 +D+0.750L+0.450W 0.099 0.099 1.386 +D+0.750L+0.750S+0.450W 0.099 0.099 1.911 +0.60D+0.60W 0.132 0.132 0.628 +0.60D 0.628 L Only 0.453 S Only 0.700 W Only 0.221 0.221 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000in 0.000ft 0.0000in 0.000f +D+L 0.0000in 0.000ft 0.0000in 0.000ft +D+S 0.0000in 0.000ft 0.0000in 0.000ft +D+0.750L 0.0000in 0.000ft 0.0000in 0.000ft +D+0.750L+0.750S 0.0000in 0.000ft 0.0000in 0.000ft +D+0.60W 0.0000in 0.000ft 0,1410in 4.631ft +D+0.750L+0.450W 0.0000in 0.000ft 0.1058in 4.631ft +D+0.750L+0.750S+0.450W 0.0000in 0.000ft 0.1058in 4.631ft +0.60D+0.60W 0.0000in 0.000ft 0.1410in 4.631ft +0.60D 0.0000in 0.000ft 0.0000in 0.000ft L Only 0.0000in 0.000ft 0.0000in 0.000ft S Only 0.0000in 0.000ft 0.0000in 0.000ft W Only 0.0000in 0.000ft 0.2350in 4.631ft Title Block Line 1 HAYDENYou can change this area ENGINEERS using the"Settings"menu item and then using the"Printing& STRUCTURAL I c i v i L Title Block" selection. Title Block Line 6 Wood COlt1111C1 File:21013 studs and'posts.ec6 Software copyright ENERCALC,INC.1983-2020.Bulid 12-20.8.17 Lic. ":KW 060D5S43 'ta HAYDEN CONSUL11N0 ENGINEERS' DESCRIPTIO exterior wall stud -4th floor(corner zones) Sketches l.9LIi 2 189Y +X Loa 1 o ui 1, 26 1.50 in 0d5„, HAYDEN Title Block Line 1 You can change this area ENGINEERS using " "' eu and thenthe using Settings the"Printingmnitem& 1 STRUCTURAL I CIVIL Title Block" selection. Title Block Line 6 WoodColumnFile:21013 studs and posts.ec6 Software copyrlght ENERCALC.INC.1983-2020,Build:12.20.8 17 Lic # ,KW-60135543_ ... r ., € '` -:: .. ,��HA'(DEN:PONSULTIF,1CiENOIN, S{. DESCRIPTIO interior wall stud-4th floor Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Methc Allowable Stress Design Wood Section Name 2x6 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Heigh 9.2 ft Wood Member Type Sawn (Used for non slender calculations) Exact Width 1.50 in Allow Stress Modification Factors Wood Specie Douglas Fir-Larch Exact Depth p 5.50 in Cf or Cv for Bending 1.30 Wood Grade No.2 Area 8.250 inA2 Cf or Cv for Compressioi 1.10 Fb+ 900.0 psi Fv 180.0 psi Ix 20.797 in^4 Cf or Cv for Tension 1.30 Fb- 900.0 psi Ft 575.0 psi ly 1.547 in^4 Cm:Wet Use Factor 1.0 Fc- PM 1,350.0 psi Density 31.210 pcf Ct:Temperature Fact 1.0 Fc- Perp 625.0 psi Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity . . .x-x Bending y-y Bending Axial Kf: Built-up columns 1.0 NOS 15.3.2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr: Repetitive No Minimum 580.0 580.0 Brace condition for deflection (buckling) along columns : X-X (width) axis Fully braced against buckling ABOUT Y-Y Axis Y-Y(depth)axis Unbraced Length for buckling ABOUT X-X Axis=9, Applied Loads Service loads entered. Load Factors will be applied for calculations. _ Column self weight included : 16.450 lbs *Dead Load Factor AXIAL LOADS . . . Axial Load at 9.20 ft, D = 1.067, L= 1.173 k BENDING LOADS . . . Lat. Uniform Load creating Mx-x, L= 0.0070 k/ft DESIGN SUMMARY Bending & Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.3029 : 1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+L Top along Y-Y 0.03220 k Bottom along Y-Y 0.03220 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are . Along Y-Y 0.03428 in at 4.631 ft above base Applied Axial 2.256 k for load combination : +D+L Applied Mx 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 903.03 Applied My for load combination: n/a 03 psi si Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.03253: 1 Bending Compression Tension Load Combination +D+L Location of max.above base 0.0 ft Applied Design Shear 5.855 psi Allowable Shear 180.0 psi Load Combination Results Maximum Axial t Bending Stress Ratios Maximum Shear Ratios Load Combination CD Cp Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.647 0.1518 PASS 0.0 ft 0.0 PASS 9.20 ft +D+L 1.000 0.608 0.3029 PASS 0.0 ft 0.03253 PASS 0.0 ft +D+0.750L 1,250 0,523 0.2452 PASS 0.06175 ft 0.01952 PASS 0.0 ft +0.60D 1.600 0.432 0.07673 PASS 0.0ft 0.0 PASS 9.20ft Maximum Reactions Note:Only non-zero reactions are listed, X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination © Base @ Top @ Base @ Top © Base © Base @ Top @ Base @ Top D Only _ 1.083 _ _ Title Block tine 1 1 a HAYDEN You can change this area ENGINEERSusing the"Settings" menu item and then using the"Printing& STRUCTURAL I civi i_Title Block"selection. Title Block Line 6 " if 21013 studs and posts.ec6 Wood Column RSoftware copyright.ElstERCALC.1NC.1983-2020,Buildl 2.20.8.17 Lio.#:gw.06005543 - .- - , , - ;1.A.,:1/4:•.:4411c,.. tigNypept CONSULTING ENGINEERS: DESCRIPTIO interior wall stud -4th floor Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+L 0.032 0.032 2.256 +D+0.750L 0.024 0.024 1.963 +0.60D 0.650 L Only 0.032 0.032 1.173 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000in 0.000ft 0.0000in 0.000ft +D+L 0.0000in 0.000ft 0,0343in 4.631ft +D+0,750L 0.0000in 0.000ft 0.0257in 4.631ft +0.60D 0.0000in 0.000ft 0.0000in 0.000ft L Only 0.0000in 0.000ft 0.0343in 4.631ft Sketches r2 240k 2241:04 1 I ' / 4 I +X ; .0 1 LiCia° I 0 In I1 tri I 1 m / 2 6 1.50 in 0 01 klf 4 Title Block Line 1 HAYDEN You can change this area Eg ENGINEERS using the"Settings" menu item and then using the "Printing& STRUCTURAL I c i v i L Title Block" selection. Title Block Line 6 Wood Column Software 21013 studs and posts.ec6 ' Software copyright ENERCALC,INC,1983-2020,Build:12.20.8.17 Llc.11:"KW-08005SA ' rrr;' ',xr ,, -`. ;£ '1: - . :HAYDEN CONSULTING'ENGINEERS DESCRIPTIO exterior wall stud - 3rd floor(corner zones) Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Methc Allowable Stress Design Wood Section Name 2x6 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Heigh 9.2 ft Wood Member Type Sawn (Used for non-slender calculations) Exact Width 1.50 in Allow Stress Modification Factors Wood Specie Douglas Fir-Larch Exact Depth 5.50 in Cf or Cv for Bending 1.30 Wood Grade No.2 Area 8.250 in"2 Cf or Cv for Compressioi 1.10 Fb+ 900.0 psi Fv 180.0 psi lx 20.797 inA4 Cf or Cv for Tension 1.30 Fb- 900.0 psi Ft 575.0 psi ly 1.547 inA4 Cm:Wet Use Factor 1.0 Fc- PrIl 1,350.0 psi Density 31.210 pcf Ct:Temperature Fact 1.0 Fc- Perp 625.0 psi Cfu: Flat Use Factor 1.0 E : Modulus of Elasticity. . .x-x Bending y-y Bending Axial Kf: Built-up columns 1.0 NDS 15.3.2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr : Repetitive No Minimum 580.0 580.0 Brace condition for deflection (buckling) along columns X-X(width) axis Fully braced against buckling ABOUT Y-Y Axis Y-Y(depth) axis Unbraced Length for buckling ABOUT X-X Axis=9. Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included : 16.450 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 9.20 ft, D = 1.517, L = 0.9070, S = 0.70 k BENDING LOADS . . . Lat. Uniform Load creating Mx-x, W=0.0480 k/ft DESIGN SUMMARY Bending &Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.3737 : 1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.750L+0.7505+0.450W Top along Y-Y 0.2208 k Bottom along Y-Y 0.2208 k Governing NDS ForittfIDmp+ Mxx, NDS Eq. 3.9-3 Top along X-K 0.0 k Bottom along X-X 0.0 k Location of max.above base 4.569 ft Maximum SERVICE Load Lateral Deflections. . . At maximum location values are. Along Y-Y 0.2350 in at 4.631 ft above base Applied Axial 2.739 k for load combination: W Only Applied Mx 0.2285 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 1,026.93 psi for load combination: n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.08364: 1 Bending Compression Tension Load Combination +D+0.60W Location of max.above base 0.0 ft Applied Design Shear 24.087 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.647 0.2148 PASS 0.0 ft 0.0 PASS 9.20 ft +D+L 1.000 0.608 0.3276 PASS 0.0ft 0.0 PASS 9.20ft +D+S 1.150 0.555 0.2858 PASS 0.0ft 0.0 PASS 9.20ft +D+0.750L 1.250 0.523 0.2765 PASS 0.0 ft 0.0 PASS 9.20 ft +D+0.750L+0.750S 1.150 0.555 0.3504 PASS 0.0 ft 0.0 PASS 9.20 ft +D+0.60W 1.600 0.432 0.3392 PASS 4.569 ft 0.08364 PASS 0.0 ft +D+0.750L+0.450W 1.600 0.432 0.3188 PASS 4.569ft 0.06273 PASS 0.0ft +D+0.750L+0.7505+0.450W 1.600 0.432 0.3737 PASS 4.569 ft 0.06273 PASS 0.0ft +0.60D+0.60W 1.600 0.432 0.2969 PASS 4.569 ft 0.08364 PASS 0.0 ft NAlf DEN Title Block Line 1 You can change this area ENGINEERS using "Stt " menu item and thenthe using eings the "Pm rinnting & STRUCTURAL I CIVIL Title Block" selection. Title Block Line 6 WoodColumnFile:21013 studs and posts.ec6 Software copyright ENERCALC,INC 1983.202D,Build:12.20.8.17 Lic:#:KW06005543 .. t . i . . HAYDEN:CONS LT1NO1:NGiNEER8 DESCRIPTIO exterior wall stud - 3rd floor (corner zones) Load Combination Results Maximum Axial+Bendirtq Stress Ratios Maximum Shear Ratios Load Combination C D Cp Stress Ratio Status Location Stress Ratio Status Location +0.60D 1.600 0.432 0.1086 PASS 0.0ft 0.0 PASS 9.20 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 1.533 +D+L 2.440 +D+S 2.233 +D+0.750L 2.214 +D+0.750L+0.750S 2.739 +0+0.60W 0.132 0.132 1.533 +D+0.750L+0.450W 0.099 0.099 2.214 +D+0.750L+0.750S+0.450W 0.099 0.099 2.739 +0.600+0.60W 0.132 0.132 0.920 +0.60D 0.920 L Only 0.907 S Only 0.700 W Only 0.221 0.221 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000in 0.000ft 0.0000in 0.000ft +D+L 0.0000in 0.000ft 0.0000in 0.000ft +D+S 0.0000in 0.000ft 0.0000in 0.000ft +D+0.750L 0.0000in 0.000ft 0.0000in 0.000ft +D+0.750L+0.7505 0.0000in 0.000ft 0.0000in 0.000ft +0+0.60W 0.0000in 0.000ft 0.1410in 4.631ft +D+0.750L+0.450W 0.0000in 0.000ft 0.1058in 4.631ft +D+0.750L+0.7505+0.450W 0.0000in 0.000ft 0.1058in 4.631ft +0.600+0.60W 0.0000in 0.000ft 0.1410in 4.631ft +0.60D 0.0000in 0.000ft 0.0000in 0.000ft L Only 0.0000in 0.000ft 0.0000in 0.000ft S Only 0.0000in 0.000ft 0.0000in 0.000ft W Only 0.0000in 0.000ft 0.2350in 4.631ft AYDENTitle Block Line 1 You can change this area ENGINEERS using the"Settings" menu item and then using the"Printing & STRUCTURAL I c i v i L Title Block"selection. Title Block Line Columnd 6 {?� Fire:21013 studs and;posts.eca Wsoftware ea ght ENERcAtc,INC.1083-202a,Bulls:12 20.8.17 lAs.#:;KW-0600J543 - HAYDEN,CDNSULJING ENGINEERS DESCRIPTIO exterior wall stud-3rd floor(corner zones) Sketches a 124k +x Loau 1 0 u7 6 1.50 In aosw Title Block Line 1 HAYDENYou can change this area 1 ENGINE E R s using the"Settings" menu item and then using the"Printing & STRUCTURAL I CIVIL Title Block" selection. Title Block Line 6 Wood Column File:21013 studs and posts.ec6 ', Software copyright ENERCALC,INC. 1983-2020,Build:12 20.8.17 Llc.#:i.KW.08005543 : ; _,.. ' � ._ - tiAYDENGt)!"#SUVa. fiENG1NEER$i DESCRIPTIO interior wall stud -3rd floor Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Methc Allowable Stress Design Wood Section Name 2x6 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Heigh 9.2 ft Wood Member Type Sawn (Used for non slender calculations) Exact Width 1.50 in Allow Stress Modification Factors Wood Speck Douglas Fir-Larch Exact Depth 5.50 in Cf or Cv for Bending 1.30 Wood Grade No.2 Area 8.250 inA2 Cf or Cv for Compression 1.10 Fb + 900.0 psi Fv 180.0 psi lx 20.797 in^4 Cf or Cv for Tension 1.30 Fb- 900.0 psi Ft 575.0 psi ly 1.547 inA4 Cm :Wet Use Factor 1.0 Fc-PO1,350.0 psi Density 31.210 pcf Ct:Temperature Fact 1.0 Fc- Perp 625.0 psi Cfu: Flat Use Factor 1.0 E : Modulus of Elasticity . . .x-x Bending y-y Bending Axial Kf: Built-up columns 1.0 NDS 15.3.2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr: Repetitive No Minimum 580.0 580.0 Brace condition for deflection(buckling) along columns : X-X(width) axis Fully braced against buckling ABOUT Y-Y Axis Y-Y(depth) axis Unbraced Length for buckling ABOUT X-X Axis=9. Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 16.450 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 9.20 ft, D = 2.093, L =2.347 k BENDING LOADS . . . Lat. Uniform Load creating Mx-x, L= 0.0070 k/ft DESIGN SUMMARY Bending&Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.5982 : 1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+L Top along Y-Y 0.03220 k Bottom along Y-Y 0.03220 k Governing NDS ForunGmp+Mxx, NDS Eq. 3.9-4 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.06175 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are. Along Y-Y 0.03428 in at 4.631 ft above base Applied Axial 4.456 k Applied Mx 0.001975 k-ft for load combination: +D+L Applied My 0.0 k-ft Along X-X 0,0 in at 0.0 ft above base Fc:Allowable 903.03 psi for load combination: n/a Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio= 0.03253 : 1 Bending Compression Tension Load Combination +D+L Location of max.above base 0.0 ft Applied Design Shear 5.855 psi Allowable Shear 180.0 psi Load Combination Results Maximum Axial '-Sending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.647 0.2955 PASS 0.0 ft 0.0 PASS 9.20 ft +D+L 1.000 0.608 0.5982 PASS 0.06175 ft 0.03253 PASS 0.0 ft +D+0.750L 1.250 0.523 0.4833 PASS 0.06175 ft 0.01952 PASS 0.0 ft +0.60D 1.600 0.432 0.1494 PASS 0.0ft 0.0 PASS 9.20ft Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 2.109 HAYDEN You Block Line 1 You can change this area ENGINEERS using the"Settings" menu item and then using the"Printing & STRUCTURAL 1 c1v1LTitle Block" selection. Title Block Line 6 WOOCLCO1Ut�7fi1 Fite:21013 studs and_posts.ec6 Software copyright ENERCALC,INC.1983.2020,Bulld:12.20.8.17 130#t KW-08005543 , A _ HAYDEN:CONSAJNA ENGINEERS` DESCRIPTIO interior wall stud -3rd floor Maximum Reactions Note:Only non-zero reactions are listed, X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top ©Base @ Base @ Top @ Base @ Top +D+L 0.032 0.032 4.456 +D+0.750L 0.024 0.024 3.870 +0.60D 1.266 L Only 0.032 0.032 2.347 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000in 0.000ft 0.0000in 0.000ft +D+L 0.0000in 0.000ft 0.0343in 4.631ft +D+0.750L 0.0000in 0.000ft 0.0257in 4.631ft +0.60D 0.0000in 0.000ft 0.0000in 0.000ft L Only 0.0000in 0.000ft 0.0343in 4.631ft Sketches '"`-' 4:440k 4.4i340k 3' 2 i ' I c' Loa d 1 0 L L( 1 r R F } f 26 1 I,, 1 r 1.50 in 004x i 3 HAYDEN Title Block Line 1 You can change this area ENGINEERS using the "Settings" menu item and then using the"Printing & STRUCTURAL I c I v I L Title Block"selection. Title Block Line 6 Wood Column Software 21013 studs and posts.ec6 Software copyright ENERCALC,INC.1983.2020.Build:12.20.8,17 Lit:*1 WA/46005649 ,% -„ , r ,- } ' y -", KAYDE 1 CONSULTING ENGINEARS,; DESCRIPTIO exterior wall stud -2nd floor(corner zones) Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Methc Allowable Stress Design Wood Section Name 2x6 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Heigh 9.2 ft Wood Member Type Sawn (Used for Wort slender calculations) Exact Width 1.50 in Allow Stress Modification Factors Wood Specie Douglas Fir-Larch Exact Depth 5.50 in Cf or Cv for Bending 1.30 Wood Grade No.2 Area 8.250 in"2 Cf or Cv for Compressioi 1.10 Fb+ 900.0 psi Fv 180.0 psi Ix Cf or Cv for Tension Fb- 900.0 psi Ft 575.0 psi 20.7971 inn4 1.301. Fc- PrIl 1,350.0 psi Density 31.210 pcf ly 1.547 in 4 Cm TempWet Uatse Factor 1.0 Ct:Temperature Fact 1.0 Fc- Perp 625.0 psi Cfu: Flat Use Factor 1.0 E : Modulus of Elasticity. . .x-x Bending y-y Bending Axial Kf: Built-up columns 1.0 NDS 15,3,2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr: Repetitive No Minimum 580.0 580.0 Brace condition for deflection (buckling) along columns : X-X (width)axis Fully braced against buckling ABOUT Y-Y Axis Y-Y(depth) axis Unbraced Length for buckling ABOUT X-X Axis=9. Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 16.450 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 9.20 ft, D = 2.004, L = 1.360, S = 0.70 k BENDING LOADS . . . Lat. Uniform Load creating Mx-x, W= 0.0480 k/ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.4823 : 1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.750L+0.750S+0.450W Top along Y-ti 0.2208 k Bottom along Y-Y 0.2208 k Governing NDS Fort.ltiCzmp + Mxx, NDS Eq.3.9-3 Top along X-)t 0.0 k Bottom along X-X 0.0 k Location of max.above base 4.569 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are. Along Y-Y 0.2350 in at 4.631 ft above base Applied Axial 3.565 k for load combination: W Only Applied Mx 0.2285 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 1,026.93 psi for load combination : n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.08364 : 1 Bending Compression Tension Load Combination +D+0.60W Location of max.above base 0.0 ft Applied Design Shear 24.087 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.647 0.2830 PASS 0.0 ft 0.0 PASS 9.20 ft +D+L 1,000 0.608 0.4538 PASS 0.oft 0.0 PASS 9.20ft +D+S 1.150 0.555 0.3481 PASS 0.0 ft 0.0 PASS 9.20 ft +D+0.750L 1.250 0.523 0.3797 PASS 0,0 ft 0.0 PASS 9.20 ft +D+0.750L+0.7505 1.150 0.555 0.4562 PASS 0,0 ft 0.0 PASS 9.20 ft +D+0.60W 1.600 0.432 0.3825 PASS 4.569ft 0.08364 PASS 0.0 ft +D+0.750L+0.450W 1,600 0.432 0.4101 PASS 4.569 ft 0.06273 PASS 0.0 ft +D+0.750L+0.750S+0.450W 1,600 0.432 0.4823 PASS 4.569 ft 0.06273 PASS 0.0 ft +0.60D+0.60W 1.600 0.432 0.3154 PASS 4.569ft 0.08364 PASS 0.0 ft Title Block Line 1 HAYDEN You can change this area ENGINEERS using the"Settings" menu item and then using the "Printing& STRUCTURAL I civiLTitle Block" selection. Title Block Line 6 Wood Column File:21013 studs and posts.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17 ' Uc.#:"KCW-08005543 HAYDEN CONSULTING ENGINEERS DESCRIPTIO exterior wall stud -2nd floor(corner zones) Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +0.60D 1.600 0.432 0.1431 PASS 0.0 ft 0.0 PASS 9.20 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 2.020 +D+L 3.380 +D+S 2.720 +D+0.750L 3.040 +D+0.750L+0.750S 3.565 +0+0.60W 0.132 0.132 2,020 +D+0.750L+0.450W 0.099 0.099 3.040 +D+0.750L+0.750S+0.450W 0.099 0.099 3.565 +0.60D+0.60W 0.132 0.132 1.212 +0.60D 1.212 L Only 1.360 S Only 0.700 W Only 0.221 0,221 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000in 0.000ft 0.0000in 0.000ft +D+L 0.0000in 0.000ft 0.0000in 0.000ft +D+S 0.0000in 0.000ft 0.0000in 0.000ft +D+0.750L 0.0000in 0.000ft 0.0000in 0.000ft +D+0.750L+0.750S 0.0000in 0.000ft 0.0000in 0.000ft +0+0.60W 0.0000in 0.000ft 0.1410in 4.631ft +D+0.750L+0.450W 0.0000in 0.000ft 0.1058in 4.631ft +D+0.750L+0.750S+0.450W 0.0000in 0.000ft 0.1058in 4.631ft +0.60D+0.60W 0.0000in 0.000ft 0.1410in 4.631ft . +0,60D 0.0000in 0.000ft 0.0000in 0.000ft L Only 0.0000in 0.000ft 0.0000in 0.000ft S Only 0.0000in 0.000ft 0.0000in 0.000ft W Only 0.0000in 0.000ft 0.2350in 4.631ft HAYDEN Title Block Line You can change this area ENGINEERS using the"Settings"menu item and then using the"Printing & STRUCTURAL I c i v i L Title Block"selection. Title Block Line 6 Wood Column Fire;21013 studs and posts.ec6 Software copyright ENERCALC,INC.1983-2020,Bultd:1Z20.8.17 UC,#:Kw•O80a4543 HAYD z CONSUL11HG.ENGJNEERSI DESCRIPTIO exterior wall stud -2nd floor(corner zones) Sketches _ ... .. a0.50 .Leak, . I +X Loau 1 1.0 i f ' 2,6 111 1.50 in emu1 HAYDEN Title Block Line 1 You can change this area 1 E N G I N E E R S using andthen the u"Settingssingthe""menuPrinting item& STRUCTURAL I cIvlLTitle Block" selection. Title Block Line 6 I File:21 013 studs and posts.ec6 l Wood Column Software copyright ENERCALC,INC.1983-2020.Build:12.20.8,17 LTC.V:'KW-060O5543 - HAYDEN CONSULTING ENGINEERS DESCRIPTIO interior wall stud -2nd floor Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Analysis Methc Allowable Stress Design Wood Section Name 1.5x5.5 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Trus Joist Overall Column Heigh 9.2 ft Wood Member Type TimberStrand LSL (Used for non-slender calculations) Exact Width 1.50 in Allow Stress Modification Factors Wood SpeciE iLevel Truss Joist Exact Depth 5.50 in Cf or Cv for Bending 1.0 Wood Grade TimberStrand LSL 1.55E Cf or Cv for Compressioi 1.0 Fb+ 2325 psi Fv 310psi Area 8.250 in 2 p p Ix 20.797 in^4 Cf or Cv for Tension 1.0 Fb- 2325 psi Ft 1070 psi ly 1.547 inA4 Cm :Wet Use Factor 1.0 Fc- Phi 2050 psi Density 45.01 pcf Ct:Temperature Fad 1.0 Fc- Perp 800 psi Cfu:Flat Use Factor 1.0 E : Modulus of Elasticity . . .x-x Bending y-y Bending Axial Kf: Built-up columns 1.0 NDS 15,3.2 Basic 1550 1550 1550 ksi Use Cr: Repetitive No Minimum 787.815 787.815 Brace condition for deflection (buckling)along columns X-X(width) axis Fully braced against buckling ABOUT Y-Y Axis Y-Y(depth)axis Unbraced Length for buckling ABOUT X-X Axis=9. Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 23.724 lbs* Dead Load Factor AXIAL LOADS . . . Axial Load at 9.20 ft, D= 3.120, L= 3.520 k BENDING LOADS . . . Lat. Uniform Load creating Mx-x, L= 0.0070 k/ft DESIGN SUMMARY Bending& Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.5991 : 1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+L Top along Y-ti 0.03220 k Bottom along Y-Y 0.03220 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-Y 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are . Along Y-Y 0.03538 in at 4.631 ft above base Applied Axial 6.664 k for load combination : +D+L Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 1,348.23 psi for load combination: n/a Other Factors used to calculate allowable stresses.. . PASS Maximum Shear Stress Ratio= 0.01889 : 1 Bending Compression Tension Load Combination +D+L Location of max.above base 0.0 ft Applied Design Shear 5.855 psi Allowable Shear 310.0 psi Load Combination Results Maximum Axial*Bending Stress Ratios. Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.704 0.2934 PASS 0.0 ft 0.0 PASS 9.20 ft +D+L 1.000 0.658 0.5991 PASS 0.0 ft 0.01889 PASS 0.0 ft +D+0.750L 1.250 0.557 0.4911 PASS 0.0 ft 0.01133 PASS 0.0 ft +0.60D 1.600 0.453 0.1540 PASS 0.0 ft 0.0 PASS 9.20 ft Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only _ _ 3.144 Title Block Line 1 13 HAYDEN You can change this area ENGINEERS using the"Settings"menu item and then using the"Printing& STRUCTURAL I C 1 v i L Title Block"selection. Title Block Line 6 Wood ColumnFile:21013 studs and posts.ec6 Software copyright ENERcALC,INC.1983-2020,Bui1tl1220.8.17 tic.#:KWN<Q6OD6648 Vi#?*Ry _ HAYDEN CONSULTINGENGINEERS DESCRIPTIO interior wall stud -2nd floor Maximum Reactions Note:Only non-zero reactions are listed, X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+L 0.032 0.032 6.664 +D+0.750L 0.024 0.024 5.784 +0.60D 1.886 L Only 0.032 0.032 3.520 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000in 0.000ft 0.0000in 0.000ft +D+L 0.0000in 0.000ft 0.0354in 4.631ft +D+0.750L 0.0000in 0.000ft 0.0265in 4.631ft +0.60D 0.0000in 0.000ft 0.0000in 0.000ft L Only 0.0000in 0.000ft 0.0354in 4.631ft Sketches .. ._ 061014 CMok t l` t, c Loa. 1X 0 ui ' i 11 : n , 1,5 5 a" if 4 `1.50 in aolw F;1; HAYDEN Title Block Line I 33( You can change this area ENGINEERS using the "Settings" menu item and then using the"Printing & STRUCTURAL I c I v I L Title Block" selection. Title Block Line 6 Wood Column File:21013 studs and posts.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20 8.17 Wc.;# KW-06005543 ry :: '- HAYDEN.CONSUL-11W ENPINEgRS DESCRIPTIO exterior wall stud - 1st floor (corner zones) Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Methc Allowable Stress Design Wood Section Name 1.5x5.5 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Trus Joist Overall Column Heigh 10.4 ft Wood Member Type TimberStrand LSL (Used for non slender calculations) Exact Width 1.50 in Allow Stress Modification Factors Wood SpeciE iLevel Truss Joist Exact Depth 5.50 in Cf or Cv for Bending 1.0 Wood Grade TimberStrand LSL 1.55E Area 8.250 in^2 Cf or Cv for Compressioi 1.0 Fb+ 2325 psi Fv 310 psi Ix 20.797 inA4 Cf or Cv for Tension 1.0 Fb- 2325 psi Ft 1070 psi ly 1.547 inA4 Cm:Wet Use Factor 1.0 Fc-Prll 2050 psi Density 45.01 pcf Ct:Temperature Facl 1.0 Fc- Perp 800 psi Cfu : Flat Use Factor 1,0 E : Modulus of Elasticity. . .x-x Bending y-y Bending Axial Kf: Built-up columns 1.0 NDS 15.3,2 Basic 1550 1550 1550 ksi Use Cr: Repetitive No Minimum 787.815 787.815 Brace condition for deflection (buckling) along columns : X-X(width) axis Fully braced against buckling ABOUT Y-Y Axis Y-Y(depth) axis Unbraced Length for buckling ABOUT X-X Axis=1( Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 26.818 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 10.40 ft, D =2.491, L= 1.813, S = 0.70 k BENDING LOADS . . . Lat. Uniform Load creating Mx-x, W= 0.0480 k/ft DESIGN SUMMARY Bending &Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.4678 : 1 Maximum SERVICE Lateral Load Reactions. . Load Combination +D+L Top along Y-Y 0.2496 k Bottom along Y-Y 0.2496 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are. Along Y-Y 0.3962 in at 5.235 ft above base Applied Axial 4.331 k for load combination : W Only Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 1,122.06 psi for load combination : n/a Other Factors used to calculate allowable stresses. . . PASS Maximum Shear Stress Ratio = 0.05490 : 1 Bending Compression Tension Load Combination +D+0.60W Location of max.above base 0.0 ft Applied Design Shear 27.229 psi Allowable Shear 496.0 psi Load Combination Results Maximum Axial 4 Bending Stress Ratios Maximum Shear Ratios Load Combination C D Cp Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.595 0.2782 PASS 0.0 ft 0.0 PASS 10.40 ft +D+L 1.000 0.547 0.4678 PASS 0.0ft 0.0 PASS 10.40ft +D+S 1.150 0.487 0.3396 PASS 0.0 ft 0.0 PASS 10.40 ft +D+0.750L 1.250 0.453 0.4047 PASS 0.0 ft 0.0 PASS 10.40 ft +D+0.750L+0.750S 1.150 0.487 0.4646 PASS 0.0 ft 0,0 PASS 10.40 ft +D+0.60W 1.600 0.363 0.2851 PASS 5.165 ft 0.05490 PASS 0.0 ft +D+0.750L+0.450W 1.600 0.363 0.3950 PASS 0.0ft 0.04117 PASS 0.0ft +D+0.750L+0.750S+0.450W 1.600 0.363 0.4484 PASS 0.06980 ft 0.04117 PASS 0.0 ft +0.60D+0.60W 1.600 0.363 0.2181 PASS 5.235 ft 0.05490 PASS 0.0 ft YDENTitle Block Line 1 You can change this area Eg E N G I N E E R S using the "Settings" menu item and then using the "Printing& STRUCTURAL I CIVIL Title Block"selection. Title Block Line 6 i File:21013 studs and posts.ec6 ' 1 Wood Column Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17 Uc>#'UW-oaoO5543 ; • - - ,�' ' :. _ HAYDEN CONSULTING ENGINEERS DESCRIPTIO exterior wall stud - 1st floor(corner zones) Load Combination Results Maximum Axial+$ending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +0.60D 1.600 0.363 0.1539 PASS 0.0 ft 0.0 PASS 10.40 ft Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D orgy 2.518 _. _ +D+L 4.331 +D+S 3.218 +[+0:750L 3.878 +D+0,750L+O.750S 4.403 +D+0,60W 0.150 0.150 2.518 +D+0.750L+0.450W 0.112 0.112 3.878 +D+0.750L+0.750S+0.450W 0.112 0.112 4.403 +0.60D+0.60W 0.150 0.150 1.511 +0.60D 1.511 L Only 1.813 S Only 0.700 W Only 0.250 0.250 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000in 0.000ft 0.0000in 0.000ft +D+L 0.0000in 0.000ft 0.0000in 0.000ft +D+S 0.0000in 0.000ft 0.0000in 0.000ft +D+0.750L 0.0000in 0.000ft 0.0000in 0.000ft +D+0.750L+0.750S 0.0000in 0.000ft 0.0000in 0.000ft +D+0.60W 0.0000in 0.000ft 0.2377in 5.235ft +D+0.750L+0.450W 0.0000in 0.000ft 0.1783in 5.235ft +D+0.750L+0.750S+0.450W 0.0000in 0.000ft 0.1783in 5.235ft +0.60D+0.60W 0.0000in 0.000ft 0.2377in 5.235ft +0.60D 0.0000in 0.000ft 0.0000in 0.000ft L Only 0.0000in 0.000ft 0.0000in 0.000ft S Only 0.0000in 0.000ft 0.0000in 0.000ft W Only 0.0000in 0.000ft 0.3962in 5.235ft HAYDEN Title Block Line 1 You can change this area 13 ENGINEERS using the"Settings" menu item and then using the"Printing & STRUCTURAL I c i v i L Title Block"selection. Title Block Line 6 Wood ColumnSoftware File: tt313'studs and posts.ec6 So t are copyright EN1_RCALC,INC.1963-2020,BUM:1 12.20.817 41C.W:KW06005543 tiAvegNsmswitio ENGINEERS DESCRIPTIO exterior wall stud - 1st floor(corner zones) Sketches .... 5004k soak Loa n1 0 1.5 5.5 ?y 1.50 in ao . / HAYDEN Title Block Line 1 HYou can change this area ENGINEERS using the"Settings" menu item and then using the"Printing & STRUCTURAL I CIVIL Title Block"selection. Title Block Line 6 F Wood Column File:21013 studs and posts.ec6 Software copyright ENERCALC,INC.1983-2020,Build 12,20,8.17 L1oa#t4KW06005543 "" "r- • - r. , ,r . HAYDEN"ia0N8U4TtNt3EFtGINEERS:� DESCRIPTIO interior wall stud- 1st floor Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Analysis Methc Allowable Stress Design Wood Section Name (2) 1.5x5.5 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Trus Joist Overall Column Heigh 10.4 ft Wood Member Type TimberStrand LSL (Used for non slender calculations) Exact Width 3.0 in Allow Stress Modification Factors Wood Specie iLevel Truss Joist Exact Depth 5.50 in Cf or Cv for Bending 1.0 Wood Grade TimberStrand LSL 1.55E Fb+ 2,325.0 psi Fv 310.0 psi Area 16.50 in^2 Cf or Cv for Compressio, 1.0 p p lx 41.594 in^4 Cf or Cv for Tension 1.0 Fb- 2,325.0 psi Ft 1,070.0 psi Fc- PM2,050.0psi Density 45.010 pcf ly 12.375 inA4 Cm : UseFactor1.0 Ct Temperature: Fact act 1.0 Fc- Perp 800.0psi Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity . . .x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NDS 15.3.2 Basic 1,550.0 1,550.0 1,550.0 ksi Use Cr: Repetitive No Minimum 787.82 787.82 Brace condition for deflection (buckling)along columns : X-X(width)axis Fully braced against buckling ABOUT Y-Y Axis Y-Y(depth) axis Unbraced Length for buckling ABOUT X-X Axis= 1 C Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 53.637 lbs *Dead Load Factor AXIAL LOADS . . . Axial Load at 10.40 ft, D = 3.110, L = 3.520 k BENDING LOADS . . . Lat. Uniform Load creating Mx-x, L = 0.0070 k/ft DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.3610 : 1 Maximum SERVICE Lateral Load Reactions. . Load Combination +D+L Top along Y-`r 0.03640 k Bottom along Y-Y 0.03640 k Governing NDS Forunttfamp + Mxx, NDS Eq. 3.9-4 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.06980 ft Maximum SERVICE Load Lateral Deflections . .. At maximum location values are . Along Y-Y 0.02889 in at 5.235 ft above base Applied Axial 6.684 k for load combination : +D+L Applied Mx 0.002524 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0,0 ft above base Fc:Allowable 1,122.07 psi for load combination :n/a Other Factors used to calculate allowable stresses. .. PASS Maximum Shear Stress Ratio = 0.01067 : 1 Bending Compression Tension Load Combination +D+L Location of max.above base 0.0 ft Applied Design Shear 3.309 psi Allowable Shear 310.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.595 0.1748 PASS 0.0ft 0.0 PASS 10.40 ft +D+L 1.000 0.547 0.3610 PASS 0.06980ft 0.01067 PASS 0.0 ft +D+0.750L 1.250 0.453 0.3028 PASS 0.06980ft 0.006405 PASS 0.Oft +0.60D 1.600 0.363 0.09667 PASS 0.0ft 0.0 PASS 10.40 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 3.164 HAYD E N Title nck an e 1 You can change this area 13 ENGINEERS using the "settings" menu item and then using the'Printing & s T R U C T U R A L I c I v I L Title Block" selection. Title Block Line 6 ��Od Column File:2101`3 studs and posts.ec6 software copyright ENERCALC,INC.1883.2020,guild:12,20.8.17 LIc.4t;KWA8005543 HAYDEN CONSULTING ENGINEERS DESCRIPTIO interior wall stud - 1st floor Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+L 0.036 0.036 6.684 +D+0.750L 0.027 0.027 5.804 +0.60D 1.898 L Only 0.036 0.036 3,520 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000in 0.000ft 0.0000in 0.000ft +D+L 0.0000in 0.000ft 0.0289in 5.235ft +D+0.750L 0.0000in 0.000ft 0.0217in 5.235ft +0.60D 0.0000in 0.000ft 0.0000in 0.000ft L Only 0.0000in 0.000ft 0.0289in 5.235ft Sketches t — e M a 830k r 1 H , z +/� i cI Load 1 O to j s l4 r (2) 1..x5.5 I 3.0 in 0.01kg , b I Title Block Line HAYDEN You can change this area E3( ENGINEERS using the "Settings"menu item and then using the"Printing & STRUCTURAL I CIVIL Title Block" selection. Title Block Line 6 Wood Column File:21013 studs and posts.ec6 Vfi6005543 Software copyright ENERCALC,INC.1983-2020 Build:12.20.B,17 LVoodHAYDENHAYDEN.CONSULT1NG ENGINEERS DESCRIPTIO interior wall stud- 1st floor(all but W11) Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Methc Allowable Stress Design Wood Section Name 1.5x5.5 End Fixities Top& Bottom Pinned Wood Grading/Manuf Trus Joist Overall Column Heigh 10.4 ft Wood Member Type TimberStrand LSL (Used for non slender calculations) Exact Width 1.50 in Allow Stress Modification Factors Wood Specie iLevel Truss Joist Exact Depth 5.50 in Cf or Cv for Bending 1.0 Wood Grade TimberStrand LSL 1.55E Fb + 2,325.0 psi Fv 310.0 psi Area 8.250 inA2 Cf or Cv for Compression 1.0 lx 20.797 in^4 Cf or Cv for Tension 1.0 Fb 2,325.0 psi Ft 1,070.0 psi ly 1547 in Fc- PrIl 2,050.0 psi Density 45.010 pcf . 4 Cm :Wet UseFactor1.0 Ct Temperature: Fact 1.0 Fc- Perp 800.0 psi Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity . . .x-x Bending y-y Bending Axial Kf: Built-up columns 1,0 NDS 15.3,2 Basic 1,550.0 1,550.0 1,550.0 ksi Use Cr: Repetitive No Minimum 787.82 787.82 Brace condition for deflection (buckling) along columns : X-X(width) axis Fully braced against buckling ABOUT Y-Y Axis Y-Y(depth)axis Unbraced Length for buckling ABOUT X-X Axis= 1 C Applied Loads Service loads entered. Load Factors will be applied for calculations, Column self weight included : 26.818 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 10.40 ft, D =2.867, L = 3.787 k BENDING LOADS . . . Lat. Uniform Load creating Mx-x, L= 0.0070 k/ft DESIGN SUMMARY Bending& Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.7217 : 1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+L Top along Y-ti 0.03640 k Bottom along Y-Y 0.03640 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-)c 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are. Along Y-Y 0.05778 in at 5.235 ft above base Applied Axial 6.681 k for load combination : +D+L Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 1,122.07 psi for load combination: n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.02135 : 1 Bending Compression Tension Load Combination +D+L Location of max.above base 0.0 ft Applied Design Shear 6.618 psi Allowable Shear 310.0 psi Load Combination Results Maximum Axial+sending Stress Ratios Maximum Shear Ratios ' Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.595 0.3198 PASS 0.0 ft 0.0 PASS 10.40 ft +D+L 1.000 0.547 0.7217 PASS 0.0ft 0.02135 PASS 0.0 ft +D+0.750L 1.250 0.453 0.5984 PASS 0.06980 ft 0.01281 PASS 0.0 ft +0.60D 1.600 0.363 0.1769 PASS 0.0 ft 0.0 PASS 10.40 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top ©Base @ Top ©Base @ Base @ Top @ Base @ Top D Only 2,894 .._..m;' 3 HAYDEN Title Block Line 1 You can change this area ENGINEERS using the"Settings" menu item and then using the"Printing& STRUCTURAL I c i V I L Title Block" selection. Title Block Line 6 Wood Column Software 21013 studs and posts.ec6 Software copyright ENERCALC.INC 1983-2020,Build'1220.8,17 Lac.#::KWW-O80D8543. HAYDEN CO.NP,kaNSMOINEEq8 DESCRIPTIO interior wall stud- 1st floor(all but W11) Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+L 0.036 0.036 6.681 +D+0.750L 0.027 0.027 5.734 +0.60D 1.736 L Only 0.036 0.036 3.787 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000in 0.000ft 0.0000in 0.000ft +D+L 0.0000in 0.000ft 0.0578in 5.235ft +D+0.750L 0.0000in 0.000ft 0.0433in 5.235ft +0.60D 0.0000in 0.000ft 0.0000in 0.000ft L Only 0.0000in 0.000ft 0.0578in 5.235ft Sketches ,N 9 ii 1 II C Loa0 1 0 i u) iri i 3 f + 1.5 5.5 i 1 1.50 in oo,ktf .__I HAYDEN Title Block Line 1 13 You can change this area ENGINEERS using the "Settings"menu item and then using the"Printing & STRUCTURAL I CIVIL Title Block" selection. Title Block Line 6 Wood Column File:21013 studs and posts.ec6 Software copyright ENEftCALC,INC.1983-2020,Build:12.20 8,17 LIC.# KW,08005543 - „t : c , ,LL " ,HAYDEN CONSULTING ENGINEERS• DESCRIPTIO 5th floor- cripple stud Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Analysis Methc Allowable Stress Design Wood Section Name 3-2x6 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Heigh 14 ft Wood Member Type Sawn (Used for non slender calculations) Exact Width 4.50 in Allow Stress Modification Factors Wood Specie Douglas Fir-Larch Exact Depth 5.50 in Cf or Cv for Bending 1.30 Wood Grade No.2 Area 24.750 inA2 Cf or Cv for Compressioi 1.10 Fb+ 900.0 psi Fv 180.0 psi Fb 900.0 psi Ft 575.0 psi lx 62.391 in^4 Cf or Cv for Tension 1.30 Fc-PM1,350.0 psi Density 31.210 pcf ly 41.766 in A 4 Cm :Wet Use Factor 1.0 Ct:Temperature Fact 1.0 Fc- Perp 625.0 psi Cfu:Flat Use Factor 1.0 E : Modulus of Elasticity . . ,x-x Bending y-y Bending Axial Kf: Built-up columns 1.0 NDS 15.3.2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr: Repetitive No Minimum 580.0 580.0 Brace condition for deflection (buckling) along columns : X-X(width)axis Fully braced against buckling ABOUT Y-Y Axis Y-Y(depth)axis Unbraced Length for buckling ABOUT X-XAxis=1i Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included : 75.099 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 14.0 ft, D = 10.0 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.8809 : 1 Maximum SERVICE Lateral Load Reactions. . Load Combination D Only Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along X-)c 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are. Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 10.075k for load combination : n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 462.133 psi for load combination: n/a Other Factors used to calculate allowable stresses. . . PASS Maximum Shear Stress Ratio= 0.0: 1 Bending Compression Tension Load Combination +0.60D Location of max.above base 14.0 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial+'Bending Stress Ratios Maximum Shear Ratios Load Combination CD Cp Stress Ratio Status Location Stress Ratio Status Location +0.60D 1.600 0.205 �� .. _ D Only 0.900 0.346 0.8809 PASS 0.0 ft 0.0 PASS 14.0 ft 0.5026 PASS 0.0 ft 0.0 PASS 14.0 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 10.075 +0.60D 6.045 HAYDENYole Block change this area E N G I N E E R S using the"Settings" menu item and then using the"Printing & sTRucTuRAL I ci v 1 L Title Block"selection. Title Block Line 6 Wood Column File:21013 studs and posts.ec6 Software co. right ENERCALC,INC.1983-2020,Build:12.20.8,17 Um.#,r.KW-08005543 '. . ; . HAYDEN CONSULTING ENGINEERS DESCRIPTIO 5th floor- king studs-4.17ft trib - corner Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Methc Allowable Stress Design Wood Section Name 3-2x6 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Heigh 14 ft Wood Member Type Sawn (Used for non slender calculations) Exact Width 4.50 in Allow Stress Modification Factors Wood Specie Douglas Fir-Larch Exact Depth 5.50 in Cf or Cv for Bending 1.30 Wood Grade No.2 Area 24.750 inA2 Cf or Cv for Compressio 1.10 Fb + 900.0 psi Fv 180.0 psi lx 62.391 in^4 Cf or Cv for Tension 1.30 Fb- 900.0 psi Ft 575.0 psi lyCm :Wet Use Factor 1.0 Fc- PrIl 1,350.0 psi Density 31.210 pcf 41.766 in 4 Ct:Temperature Fact 1.0 Fc- Perp 625.0 psi Cfu: Flat Use Factor 1.0 E : Modulus of Elasticity. . .x-x Bending y-y Bending Axial Kf: Built-up columns 1.0 NDS 15.3,2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr: Repetitive No Minimum 580.0 580.0 Brace condition for deflection (buckling)along columns : X-X (width) axis Fully braced against buckling ABOUT Y-Y Axis Y-Y(depth)axis Unbraced Length for buckling ABOUT X-X Axis= 1z Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 75.099 lbs *Dead Load Factor BENDING LOADS . . . Lat. Uniform Load creating Mx-x, W= 0.1510 k/ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.6309 : 1 Maximum SERVICE Lateral Load Reactions. . i Load Combination +D+0.60W Top along Y-Y 1.057 k Bottom along Y-Y 1,057 k Governing NDS FortrhQamp+ Mxx, NDS Eq. 3.9-3 Top along X-Y 0.0 k Bottom along X-X 0.0 k Location of max.above base 6.953 ft Maximum SERVICE Load Lateral Deflections . .. At maximum location values are. Along Y-Y 0.5551 in at 7.047 ft above base Applied Axial 0.07510 k for load combination : +D+0.420W Applied Mx 2.2 0.0 k-ft0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc Allowable: 485.990 psi Applied Myfor load combination: n/a Other Factors used to calculate allowable stresses. .. PASS Maximum Shear Stress Ratio= 0.1335: 1 Bending Compression Tension Load Combination +D+0.60W Location of max.above base 14.0 ft Applied Design Shear 38.436 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial+Behdinc Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.346 0.006566 PASS 0.oft 0.0 PASS 14.0 ft +D+0.60W 1.600 0.205 0.6309 PASS 6.953ft 0.1335 PASS 14,0 ft +D+0.450W 1.600 0.205 0.4732 PASS 6.953ft 0.1001 PASS 0.0ft +0.60D+0.60W 1.600 0.205 0.6294 PASS 6.953ft 0.1335 PASS 14.oft +0.60D 1.600 0,205 0.003746 PASS 0.0ft 0.0 PASS 14.0 ft Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 0.075 _.._ +D+0,60W 0.634 0,634 0.075 HAYDEN Title Block Line 1 You can change this area ENGINEERS using the "Settings" menu item and then using the"Printing& STRUCTURAL I CIVIL Title Block"selection. Title Block Line 6 C)�{ii Column 1n File:21013 studs and posts.ec6 Software copyright ENERCAI-C.INC.1963.2020,Build•12.20.8,17 L1c i KW.060.05543' AYPEN CONSUl..TlNG ENGINEERS DESCRIPTIO 5th floor- king studs-4.17ft trib-corner Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+0.450UV 0.476 0.476 0.075 +0.60D+0.60W 0.634 0.634 0.045 +0.60D 0,045 W Only 1.057 1.057 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000in o.000ft 0.0000in o.o00t� +D+0.420W 0.0000in 0.000ft 0.5551 in 7.047ft +D+0.3150W 0.0000in 0.000ft 0.4163in 7.047ft +0.60D+0.420W 0.0000in 0.000ft 0.5551 in 7.047ft +0.60D 0.0000in 0.000ft 0.0000in 0.000ft Sketches F y I , �., , _ I 1fi „ ', ` fi ' , + ` si I C II O i , I i to t li I 1I . 3' x6 ' x i' , ..] if i I� t€ j7 L i 4.50 in a �. HAYDEN Title Block3 change this area ENGINEERS using the"Settings" menu item and then using the"Printing& STRUCTURAL C I V I L Title Block" selection. Title Block Line 6 Wood Column File:21013 studs and posts.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17 LIc.,#:;:KWQ64Q6543 .,? .. ,. '� t=.' . ._ ...' "s , HAYDEN CONSUUING ENGINEERS DESCRIPTIO 5th floor- king studs -7.17ft trib -corner Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Methc Allowable Stress Design Wood Section Name 4-2x6 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Heigh 14 ft Wood Member Type Sawn (Used for non slender calculations) Exact Width 6.0 in Allow Stress Modification Factors Wood Specie Douglas Fir-Larch Exact Depth 5.50 in Cf or Cv for Bending 1.30 Wood Grade No.2 " Cf or Cv for Com ressioi 1.10 Fb+ 900.0 psi Fv 180.0 psi Area 83.18833.0 inA2 p Ix inA4 Cf or Cv for Tension 1.30 Fb- 900.0 psi Ft 575.0 psi ly 99.0 inA4 Cm:Wet Use Factor 1.0 Fc- PHI 1,350.0 psi Density 31.210 pcf Ct:Temperature Fact 1.0 Fc- Perp 625.0 psi Cfu: Flat Use Factor 1.0 E : Modulus of Elasticity. . .x-x Bending y-y Bending Axial Kf: Built-up columns 1.0 NDS 15.3.2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr : Repetitive No Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns : X-X (width) axis Fully braced against buckling ABOUT Y-Y Axis Y-Y(depth)axis Unbraced Length for buckling ABOUT X-X Axis= 11 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included : 100.132 lbs * Dead Load Factor BENDING LOADS . . . Lat. Uniform Load creating Mx-x, W= 0.2590 k/ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.8116 : 1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.60W Top along Y-`/ 1.813 k Bottom along Y-Y 1.813 k Governing NDS ForU1i mp+ Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 7.047 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are. Along Y-Y 0.7140 in at 7.047 ft above base Applied Axial 0.1001 k for load combination: +D+0.420W Applied Mx 3.807 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc Allowable 485.990 psi for load combination : n/a Other Factors used to calculate allowable stresses. . . PASS Maximum Shear Stress Ratio= 0.1717 : 1 Bending Compression Tension Load Combination +D+0.60W Location of max.above base 14.0 ft Applied Design Shear 49.445 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.346 0.006566 PASS 0.0ft 0.0 PASS 14.0 ft +D+0 0W 1.600 0.205 0.8116 PASS 7.047 ft 0.1717 PASS 14.0 ft +D+0.450W 1.600 0.205 0.6087 PASS 6.953 ft 0.1288 PASS 0.0 ft +0.60D+0.60W 1.600 0.205 0.8097 PASS 7.047 ft 0.1717 PASS 14.0 ft +0.60D 1.600 0.205 0.003746 PASS 0.0 ft 0.0 PASS 14.0 ft Maximum Reactions Note:Only non-zero reactions are listed.. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k- ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 0.100 +D+0.60W 1.088 1.088 0.100 HAYDEN Title BlockLine 1 Ea You can change this area ENGINEER $using the"Settings" menu item and then using the"Printing & STRUCTURAL I c1viLTitle Block" selection. Title Block Line 6 Wood Column File:21013 studs and posts.ec6 Software copyright ENERCALG.INC,1983-2420,Solid:12_20.8.17 Lit.#:KW-06008643 HAYDEN CONSULTING ENGINEERS% DESCRIPTIO 5th floor-king studs-7.17ft trib-corner Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+0.450W 0.816 0.816 0.100 +0.60D+0.60W 1.088 1.088 0.060 +0.60D 0.060 W Only 1.813 1.813 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000in 0.000ft 0.0000in 0.000ft +D+0.420W 0.0000in 0.000ft 0.7140in 7.047ft +D+0.3150W 0.0000in 0.000ft 0.5355in 7.047ft +0.60D+0.420W 0.0000In 0.000ft 0.7140in 7.047ft +0.60D 0.0000in 0.000ft 0.0000in 0.000ft Sketches IQ r i li k fa;f fili li' 1.'''''''1414) 1 4'11 i ' I' ., ',-.';:.t;V:*-f i fi Ittili i. - ,- . 11 , In 4- x6 _ i I it I ,`. liI #1 it - s ' 0201 HAYDEN Title Block Line 1 You can change this area ENGINEERS using the "Settings" menu item and then using the"Printing& STRUCTURAL I c i v l L Title Block" selection. Title Block Line 6 WoodColumnFile:21013 studs and posts.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17 LI4.#::KW-06005543 __ :... a ,r. HAYDEN CONSULTING ENGINEERS DESCRIPTIO 5th floor- king studs- 7.67ft trib-corner Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Analysis Methc Allowable Stress Design Wood Section Name 5-2x6 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Heigh 14 ft Wood Member Type Sawn (Used for non slender calculations) Exact Width 7.50 in Allow Stress Modification Factors Wood Specie Douglas Fir-Larch Exact Depth Wood Grade No.2 5.50 in Cf or Cv for Bending1.30 Fb+ 900.0 p si Fv 180.0 si Area 41.250 inA2 Cf or Cv for Compressioi 1.10 p Ix 103.984 in^4 Cf or Cv for Tension 1.30 Fb- 900.0 psi Ft 575.0 psi ly Cm :Wet Use Factor 1.0 Fc- Pr!! 1,350.0 psi Density 31.210 pcf 193.359 inA4 Fc- Ct:Temperature Fact 1.0 Perp 625.0 psi Cfu: Flat Use Factor 1.0 E : Modulus of Elasticity . . .x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 AIDS 15.3.2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr: Repetitive No Minimum 580.0 580.0 Brace condition for deflection (buckling) along columns : X-X(width)axis Fully braced against buckling ABOUT Y-Y Axis Y-Y(depth)axis Unbraced Length for buckling ABOUT X-X Axis= 12 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 125.165 lbs * Dead Load Factor BENDING LOADS . . . Lat. Uniform Load creating Mx-x, W= 0.2770 k/ft DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.6944: 1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.60W Top along Y-Y 1.939 k Bottom along Y-Y 1.939 k Governing NDS Fortileomp+Mxx, NDS Eq. 3.9-3 Top along X-)1 0.0 k Bottom along X-X 0.0 k Location of max.above base 6.953 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are. Along Y-Y 0.6109 in at 7.047 ft above base Applied Axial 0.1252 k for load combination: +D+0.420W Applied Mx 4.072 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 485.990 psi for load combination: n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.1469 : 1 Bending Compression Tension Load Combination +D+0.60W Location of max.above base 14.0 ft Applied Design Shear 42.305 psi Allowable Shear 288.0 psi Load Combination Results J 1axitnum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.346 D.006566 PASS 0.0 ft 0.0 PASS 14.0 ft +D+0.60W 1.600 0.205 0.6944 PASS 6.953ft 0.1469 PASS 14.oft +D+0.450W 1.600 0.205 0.5208 PASS 6.953 ft 0.1102 PASS 0.0 ft +0.60D+0.60W 1.600 0.205 0.6928 PASS 6.953ft 0.1469 PASS 14.oft +0.60D 1.600 0.205 D.003746 PASS 0.Oft 0.0 PASS 14.oft Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 0.125 +D+0.60W 1.163 1,163 0.125 HAYDEN Title Block Line 1 You can change this area E N G I N E E R S using the "Settings"menu item and then using the"Printing & STRUCTURAL I c1viLTitle Block" selection. Title Block Line 6 Wood ColumnFile.21013studs and posts.ec6 Software copyi{ghl ENERCALC,INC,1983 2020,Bulid12.20.6.17 LIC.0:f(W06008543 HAYDEN CONSUL.11NG ENGINEERS DESCRIPTIO 5th floor- king studs-7.67ft trib -corner Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+0.450W 0.873 0.873 0.125 +0.60D+0.60W 1.163 1.163 0.075 +0.60D 0.075 W Only 1.939 1.939 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only __ 0.0000in 0.000ft 0.0000in 0.000ft +D+0.420W 0.0000in 0.000ft 0.6109in 7.047ft +D+0.3150W 0.0000in 0.000ft 0.4582in 7.047ft +0.60D+0.420W 0.0000in 0.000ft 0.6109in 7.047ft +0.60D 0.0000in 0.000ft 0.0000in 0.000ft Sketches i' t r v i ., s t , ' " <�: I :a !. r i £ F `: f ti:iii i h { i, , rii-.1 ,. k,, i ' )I. 1 it 5- X6 ,, [' , _ Ili 7.50 in s( it t1 1•, l-{ tit l,t Title Block Line 1 13HAYDEN You can change this area ENGINEERS using the"Settings" menu item and then using the"Printing & STRUCTURAL I c i v l L Title Block" selection, Title Block Line 6 Wood Column Software 21013 studs and posts.ec6. , Software copyright ENERCALC,INC 1983-2020,Build:12.20.8.17 io.W:.KiN 600$543 s. „>s>:. HAYDEN CO SW-TING ENGINEERS DESCRIPTIO 5th floor- king studs-4.17ft trib Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Analysis Methc Allowable Stress Design Wood Section Name 2-2x6 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Heigh 14 ft Wood Member Type Sawn (Used for non slender calculations) Exact Width 3,0 in Allow Stress Modification Factors Wood Specie Douglas Fir-Larch Exact Depth 5.50 in Cf or Cv for Bending 1.30 Wood Grade No.2 Area 16.50 inA2 Cf or Cv for Compressiol 1.10 Fb+ 900.0 psi Fv 180.0 psi Ix 41.594 inA4 Cf or Cv for Tension 1.30 Fb- 900.0 psi Ft 575.0 psi I Cm :Wet Use Factor 1.0 Fc- Pill 1,350.0 psi Density 31.210 pcf y 12.375 inA4 Ct:Temperature Fact 1.0 Fc- Perp 625.0 psi Cfu: Flat Use Factor 1.0 E : Modulus of Elasticity . . .x-x Bending y-y Bending Axial Kf: Built-up columns 1,0 NDS 15.3.2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr: Repetitive No Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns : X-X(width) axis Fully braced against buckling ABOUT Y-Y Axis Y-Y(depth)axis Unbraced Length for buckling ABOUT X-X Axis=1z Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 50.066 lbs * Dead Load Factor BENDING LOADS . . . Lat. Uniform Load creating Mx-x, W= 0.0820 k/ft DESIGN SUMMARY Bending& Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.5139 : 1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.60W Top along Y-t 0.5740 k Bottom along Y-Y 0.5740 k Governing NDS Forlrt/Clump+ Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 7.047 ft Maximum SERVICE Load Lateral Deflections . .. At maximum location values are. Along Y-Y 0.4521 in at 7.047 ft above base Applied Axial 0.05007 k for load combination : +D+0.420W Applied Mx 1.205 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 485.990 psi for load combination :n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio = 0.1087 : 1 Bending Compression Tension Load Combination +D+0.60W Location of max.above base 14.0 ft Applied Design Shear 31.309 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.346 0.006566 PASS 0.0 ft 0.0 PASS 14.0 ft +D+0.60W 1.600 0.205 0.5139 PASS 7.047ft 0.1087 PASS 14.0 ft +D+0.450W 1.600 0.205 0.3855 PASS 6.953ft 0.08153 PASS 14.oft +0.60D+0.60W 1.600 0.205 0.5127 PASS 7.047 ft 0.1087 PASS 14.0 ft +0.60D 1.600 0.205 0.003746 PASS 0.0 ft 0.0 PASS 14.0 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 0.050 +0+0.60W 0.344 0.344 0.050 i HAYDEN Ttle Block Line 1 You can change this area 33[ ENGINEERS using the"Settings"menu item and then using the"Printing& STRUCTURAL I CI v It.Title Block"selection. Title Block Line 6 Wood ColumnFile:21013 studs and posts.ec6 Software copyright CNERCALC,INC 1983-2020,Build 12.20.8.17 tic.li:KW-96005543 HAYDEN.CONSULTING ENGINEERS, DESCRIPTIO 5th floor-king studs-4.17ft trib Maximum Reactions Note:Only non-zero reactions are listed. ii X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+0.450W 0.258 0.258 0.050 +0.60D+0.60W 0.344 0,344 0.030 +0.60D 0.030 W Only 0.574 0.574 Maximum Deflections for Load Combinations Load Combination Max,X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000in 0.000ft 0.0000in 0,000€t +D+0.420W 0.0000in 0.000ft 0.4521 in 7.047ft +D+0.3150W 0.0000in 0.000ft 0.3391 in 7.047ft +0.60D+0.420W 0.0000in 0,000ft 0.4521 in 7.047ft +0.60D 0.0000in 0.000ft 0.0000in 0.000ft Sketches L( iik : is 1. . i +X IT i wa,. �' s l a ti g 1. } 'till, 2--x6 Pr L,I r.d.,:. il :' 3.0 in a - t.,'