Loading...
Plans (90) 1 Fe 1.-516te,- : I 5/ 6 '.1? ;,:, ........ _ T 7 C"-- C4(111/1,Peik, 5 ' j 0 . 7,A9)3 N LA), cd4 I V) CITY OF TIGARD c.., Approved Ey PI,anning . -,,----- Date: S ...._ .. . Initials: LS" ........Ni , s?.3 ,..,„ v) .1) (-) ' J -' . 1 1 _ 1, e-- 4-- . ------------ / 9:--1 „ ,or it if- 1, 146— : 15/ 40 1K .:- UP 2 . Masc. ,- :L51 i' -- 70 ( _ orr:cE con Ti I c--. CA41440ekt, 5 ' 1 igou30 so st4itina, Cite/Si”t ern 4 1, ' rfi 1 04, 617,,Q3 I N 4...,A3 04 --.1 \r), CITY OF TIGARD ... Approved Iy P nning Date: s Initials: Ni M LI, OFFICE COPY ?..., :4' CITY OF TIGAR.D P ....‘ REVIEW D FOR CODE COMPLIANCE m) ' o Approved ] s* OTC: 1 I \-/ Permit#: h.).5-1•49.93 I-7 — o oo 0 4. Address: p.000 ..sv)".0-$4., crc..5 i iii suite#: By: F1-)- Dates IT i 9.:,), . - _.., „.2f.,-.--g', '„,.,,,i',:: : ! TREX SELECT® RAILING HOW TO INSTALL ALUMINUM GATE/CONTINUED F ' TREX ALUMINUM NOTES: a All Trex Select Railing lengths are manufactured at ON CENTER dimensions(spanning from center of each post):67-5/8”(1718 mm)for 10tititjAii 1 n �. s 6'(1.83 m)on center,and 92-5/8"(2353 mm)for 8'(2.44 m)on center.Note that railings are designed to be slightly longer that required to allow , , , . 8 l 111 1 for very slight play in post placement—trimming may be required.IT IS VERY IMPORTANT TO MEASURE FIRST. , . •ci i , ,. .. , .14-4.5.1; 1 . ...: .,., p Ir_,----,--7 ,i.,.1**,>- - 0 ' ' , , ' �� . „ i �, i 1 # . P, �''` PARTS �� a c 01( # ®i. : ! �fl -� r.r'f it �1 \ '� Txa1� �`• �Ia... 1111111., ' it �'i F'4 OCk1.41111:111: i . _ .. , .. _ .r ........, . .... ** . .... . . _ .... ,. . .. ,, _ . ..., , „........ . . _ (ID— ,1 0 �, _ ,,. ...._ ...,,, 10. Place gate in opening on blocks. Sweep between �� 8. Secure posts to panel with four#8-18 short bottom of gate and top of deck cannot exceec d " � self-tapping screws(provided)in each location. 4"(102 mm)per IRC/IBC code regulations. Ensure — .Ilo_ ', bottom gate posts will be high enough to clear skirts 111111111111 SEI ,■�IE� 9. Attach shorter side of on bottom of deck posts. J hinge to the gate. 9 — iri 11. Make sure posts are �� B �I F ��� � � ` j plumb and gate is level. 11 �� -�� .,, •. ,..,.,, ,..,,,„..,,,,::,:„.„,.,,,,,,, �: NOTE:Refer to x, Attach longer side of ' �� �® instructions included i 1 , , . , . , , in hardware package. I hinges to post using ` ! p� ® I� �� p g '; i t appropriate hardware �i' �� Be sure to use correct ,, ! �, P r ,,,,,„,,,, , �11� fasteners for aluminum. '1 1 - for type of post installed. , �� I i' Install hinge cover. „ t� See chart below. ., ', ',,',,.,,,, 1 !,, .1: ,: '' i,,,.. e, , M 45L":417:6?'I''I'' ' 1 L '''''''''-'.- A.,:,;,1 -I NOTE:Both wood and 11 i L $I ,,�2 �; A aluminum screws are : ) �, L � CIL(� a I A. Select top rail � 1 / included in hardware kit. rail DETERMINING BALUSTERS NEEDED , r �' B. Select bottom �'� (Refer to chart under Step 9.) _ nr ` ' C. Select brackets MINIMUM FASTENER SIZE D. Select bracket covers E. Select balusters ` '� SCREWS 12. After determining location and height of hinge ....,,t,%., SCREWS and hasp, installper instructions included with F. Adjustable foot block (Horizontal Application) 13 18 � ,, . hardware kit. G. Post sleeve cap* wood Screw 13. Ensure proper operation of gate.Hinge tension is H. Post sleeve skirt* . - ' � I. Post sleeve-4"x 4"(102 mm x 102 mm)or (StairApplicatian) ll ]5 :. 2-1/2"(64 mm) #9 adjustable(check hardware kit instructions for more 6"x 6"(152 mm x 152 mm)post sleeve)** '.' D ►\�\�\�\���\�\�\���� detail). p - 14. After gate installation, 14 .� % J. Trex decking 3' place blocks under 1 K. TrexTrimTM or Trex fascia ;� ' Metal Screw L. Code approved wood joist 2"x 8" ate for su ort. Use a � / g pp ' ' (51 mm x 203 mm) 2"(51 mm) #8-18 rubber mallet to install 1\Q\\�\\\�\QQ\\\\\\� cap onto gate post. i M. Code approved wood rim joist 2"x 8" Repeat for other gate i�. I 1 (51 mm x 203 mm)or larger post cap. Snap all hinge 1 * Item not included in the Select railing kits. z NOTE:Use of non-Trex hardware is not covers into place. , ' I I ! ' **Both 4°x 4°(102 mm x 102 mm)and 6"x 6°(152 mm x 152 mm)post Z F- sleeves are designed to fit over 4x4 pressure-treated post. 11- recommended and could result in serious ' iL. i Q injury or death. ,..' IG z?i NOTE:If installing 42"(1067 mm)railing,use longer posts sleeves and measure accordingly to ensure a proper cut(DO NOT CUT POST J '-,_--'"- -�`I '- SLEEVES TO ACTUAL 42"—THESE NEED TO BE LONGER TO ALLOW Q W FOR POST CAPS TO FIT). W NOTE:Pictorial representations shown may only show one style of railing, while others may also be used.Review detailed instructions to determine what railing styles and combinations can be used. ri, � ,- ° --......�__.,,.,....inr♦6u wind...n-to-date installation requirements. „..cki,t)P 7, S • 1: ', I ) 4* \ .. '-e--I - . , 7..._., t...... ..2.;.,..„...,,,„ i '‘'..1 r, \--, • cr'n,...A'. 1 '' i ItP 4 'it_eilails,e. (0"ac 1,1•F .. i I f r, 1 i t 1i i ,-...r ( \r'ef., /— — e, . : I 1 1 ' pe r VA COO KO 4 .--, ,,.... . 1 i 4 \'4) - - A( 4 . 0 . ! ' Y 1 . 1y ' ,, I I e f ' ---)t -----''.---"'i e,,,,•...1 1 J II f,c-,4‘..;,^1 (1.1) 1 , t‘ i., I i 1-\Gs h , I ' 1-17.---f7 •-, . ., N I 1)f”c V, C.( A ion l ) —__ • 0 _ o •I (kr 1 1 C /aWN DATE \„c ' 1 1.!...2 ENGINEERS ----I- /1"6(1 n Sv3 cA" -4"""cr Crt- '1' REV DATE STAUCTURAL I CIVIL 10,affC1 .,0,F., ctil_1„..s JOB NO_i_WI cbb (503)968-9994 p (503)968-8444 f _ _ SHEET 51S-2- op 3 —A f—r- - RAIL BYOTHERS EXIST.WALL 4x4 POST 4 4r on MAX FRAMING - ,�„ k i 2XIIYIJOIST W/ DECKING,PER (3)16d FA MISTcr r PIAN r 1 di n� 1�•B>s�■11111L67.r611�31IV :n .. .. 1 .4 I DBL 10iST '* � 'b6 EASE.RR. FRAMING I •T POST.TYP� � 1 J 1 TYP.a� I: T _ SIMPSON 1.U210' 5-:-_ \ "DIA.BOLTS& k "T HANGER.Tr. 215 X i It WASHERS J1 4i P.T.EXIST.WALL FRAMING 2X LEDGER TO MATCH (2)SIMPSON'HD2A'W/%DIA. JOISTS ATTACH PER SCHED. �a_ BOW�- N' I C SPAN 1 , 1 '! DE(.ICBdCC,PER PLAN UJL SiMPSON HARDWARE IN CONTACT WITH P.T.P. MBHR 6 TO HAVE 2 MA1c COATI G CIX SOLID BUM ti) -2 LEDGER ATTACHMENT SCHEDULE = '�. • if) JOIST SPAN I REQUIRED FASTENERS AT 16'0/C MAX. 111 �f limn_Ckspan<8' I (3)1/4'DIA.x4 MIN.SCREWS motASSBABLY Ls<span<ItT (4)1/4'DIA_x4MIN.SCREWS 1p'<span<14' (6)1/4"DIA.x 4'MIN.SCREWS P.T.JOST.PER PIAN TA3� 1R<�<16'1 (6)1/4 DIA.x 4"MIN.SCREWS SCREWS: •SIMPSON SW-or-FASTEMA1US tmc 1oIC •LEDGER MUST BE FASTENED W/MIN.2'13dBE0INFO STUDS OR WITH RARNG PARAt1&TO JOBBMIN.1)T INTO RIM JOIST.TYPICAL 0 EXTERIOR DECK SECTION SCALE 3/4%1L0' .�L 12-MIN. 3"MIN. ',., A 1-1.MIN. 2X6 CROSS BRACINGTIP 30°-40° 411 4)(4 POSE i•DIA.BOLT 8 CROSS BRACE CONNECTION 53 SCALE 3/4".1'-0" 'Dr LL ..........„ • ----i _ r..... _ 1 M AX ! 1 i I , TIP IA 1 ....... A t , , i !, , it- i ,IV\ \,i. I i ' r , L• I ' A' ' - 1:k<ig. V6641eZ', Ple44-41C---A ) , ! 'Py t- X(, n i stxect '1)0/ ioa 0 1(o" cvc AJtx 1, 1 ; ; 1,0) ,re,c( a miadle sEr\rcy-] , see, 1/51K-3 A\ti,r krt it'd ra 1 , A.,......,„ (\'‘ Kt- G- 64i‘r Se44 it,. A ..., , . .. 1 ' 4 " *4:"" 1 • , ',.. • ilo ' r,, „ •, OREOO$ 1 , BY4 w, DATE 7-/Z-4/1 7 HAYDEN E ESTRUCTURALIlGIC1',1,/!, 3 (5,„...„,.. r._4( ce, 6.k 1)1.-r-1i/ REV DATE JOB NO (503) 968-9994 p (503) 968-8444 f SHEET e...V.-4 OF C. P L gx(peva. Dep.") Beam -. -C2) s tmpsoi • ',PA' Li f. (c)ori ectck s)oL o. Gac1/1 asommiT ,, ill Per pa • r r \ .. .,, -.. 4k,/ .41.404 r � 3• Fe' L2 1 To? G�n�n 'i :.!, Sk-5 I _ i / LID S w :son C 311 GI t Psi ci eat`V-: €ac s. .ri + r 1 r �4PT affLY� .� S� Qr 1 (Ai/ ' Hi i.t ' } phi Ski somaJAI m�� 3 , i-D Old 1 ' F°4-. 50L-E COf c it- 1 VW t ' BY V till DATE 21214 /11 ENGINEERS REV DATE STRUCTURAL 1 CIVIL ___ VVY,`', t..d S_../ t '. ''Oe.L JOB NO ‘to ( 7. 3 (503) 968-9994 p (503) 968-8444 f SHEET 6 S OF ___ . Structural Calculations for New Deck 12000 SW Summer Crest Dr Tigard, OR July 1 , 2016 DESIGN CODE 2014 Oregon Structural Residential Code LOADS Gravity Loads 10 psf (dead) 40 psf (Floor, Live) Wind 120 mph, Exposure"B" Seismic,Sds 0.76 �4 Ftf.O PROFF.,S mak? ,GINF /0' SCOPE OF WORK 4, F ,p r The attached calculations pertain to a new 2nd story wood framed / t deck lir lirOREGON ,1� 1r 14, l'‘' \451 /L.Q4 ca S . " EXPIRES: 12/31/2011 HAYDEN BY GM DATE ENGINEERS REV DATE STRUCTURAL I CIVIL JOB NO 16183 (503) 9684'994 p (503)968-8444 f SHEET OF kiey, Lt/41-- r' F P +. I I „ ._„:1,-,21,34,-,7,-,. ;',., -</06-3 , lQii, ab (. ,-.) ;;),-4: '(-2,<:-. / ..,-------t—EX 15-fo Slik- AL-jrc. / ..„.., - i r -/ ef) ...- I I I - , i.-i ..,.t...:: - .-- —.- -r.!‘ .-..'11 - l, / , . . . - ; f 1/," -- ; BY ym DATE__ 13 ENGINEERS - REV DATE 1 STRUCTURAL I CIVIL — a0:›0 SO Sumner CreS:P JOB NO (503) 968-9994 p (503) 968-8444 f SHEET I OF _ 1 ) ,. Gat Ic.,0 Ic.A.4.10:1 ( I /1."-,,,,'•t•, 1,,CAI S:;' .., ; h--- 1,,,(T:1 T.1 •''' '':i 1-) ',-1. ,,, T4 1R i S,' ::: /RAC --') C-',. = c-) ' - '- 7.0---- -- (-)47?- i, 1 g e rs%)( ..;•--1.: ,, ' i , 1 ASi fi?i, •,L,11S/(0.7 E1) ''•'' .- ' • : 1/1 ) :•-•--- -1)(_) , ' ., ' . - . .. . , ., ;-:. 7;.. )-, •, ' Pr''''11 - c.., t. '''. ) ' ' • - ' / ' I .t. . t tt ) . (:‘'.. (' r'\ :-. ), 0.. i',, •v, i‘, ,._. . , ... 1 r:).. 1 I-,'' ( ,1 • , 1'',/ 1 '/ tr I . _,' :d .• 1,k'I/., .,,,- t '''.-.ii 4'•( of i•-. -,/ , , , .',. Lit r; „ • / , (• ki -• . '. ,,-., (' 1,..1,--, ' 1 i ' - '.-•) r „...41.-;;,)', I ,t,'',,7 , f . I i lc ', c ',I' !( /c -' I• / t',) ;'" i),5. ./ii,•.- - /,',/.-'1 i e'..,... - , • ..,, . BY Vk. DATE 'HAYDEN !„1:1u?TlutkRIA!,E.R,,,S, 1 3 IXDOCD ' -.,1,t.1 S.ltymer C.re.,,c„4- „ REV DATE JOB NO (503) 968-9994 p (503) 968-8444 f SHEET 2- OF ___ t7U C& • rri„,•,,yr,1 • 0 , „ . • • 10, ). ; J nel .7.7 (/ , \rt.r),% 14-.. j ', • 61,1 -; ( 19 c(", 17- 6' (..) ( Ajn I Cr H7 ) rt AA 117: ( Ph -) ) , )(,) '±`) ' t ijj.IN/7 n k /\ ) 0- oc", - 1166 , /to 1522 7) ) O - ! ( ) 420 17A Irc4-1 /IIL. < pc/7 v „tr,, BY VAA DATE REV DATE HAYDEN - T. ENGINEERS STRUCTURAL I CIVIL PDC° S&t) ner JOB NO (503)968-9994 p (503) 968-8444 f SHEET 3 OF Sk€,'01-r\ine. —COn e 7 ,J; 101 -3 • I gt-X ci •I A S5t.>11 e *1.1 .1.1 1_ 1., ron u3 " C heck (Ho( 10r1 YR' „ SC( (13 YITT1 -- • \ )1) b..)/112-,. H BY VitAk DATE REV DATE HAYDEN DI ENGINEERS STRUCTURAL I CIVIL (DC)C) S S rn npp cre JOB NO I% SHEET 't OF (503)968-9994 p (503) 968-8444 f 5/10/2016 Connection Calculator Design Method,(;Allowable Stress Design (ASD) ♦ ,I Connection Typt ;Lateral loading Fastener Type Bolt Loading Scenariojji Single Shear- Wood Main Member • 1 Main MemberTypeJl Hem-Fir • Main Member Thicknessjf 3.5 in. Main Member:Angle of Load to Grain 40 1 Side Member Typeili Hem-Fir • ( ISide Member 1,5 in. Side Member:Angle of Load to Grain 10 IFastener Diameterjjf 1/2 in. • Load Duration Factorjli C D = 1.6 • [ Wet Service Factorjl'C Jvl = 1.0 • I Temperature Factor li C t — 1 0 • Connection Yield Modes Im "2216 lbs. Is "1296 lbs. II (885 lbs. IIIm 111°94 lbs. I IIIs IL'41 lbs. I I -- IV JI878 lbs. I Adjusted ASD Capacity 11741 lbs. JI • Bolt bending yield strength of 45,000 psi is assumed. • The Adjusted ASD Capacity is only applicable for bolts with adequate end distance,edge distance and spacing per NDS chapter I I. While every effort has been made to insure the accuracy of the information presented,and special effort has been made to assure that the information reflects the state-of-the-art, neither the American Wood Council nor its members assume any responsibility for any particular design prepared from this on-line Connection Calculator,Those using this on- line Connection Calculator assume all liability from its use. The Connection Calculator was designed and created by Cameron Knudson,Michael Dodson and David Pollock at Washington State University.Support for development of the Connection Calculator was provided by American Wood Council. http;//www.awc,orgrcalculators/conneotioncalc.160106/ccstyle.asp7design method=ASD&connection type=Lateral+loading&fastener types=Bolt&loading_acen... 1/1 .V1f f !( '- :�, t 1 � e (/ eft 3 S} ( 1 I rv't f1, - i I f 1 '4-'''7-1 'I c--). - , - '-ii.(--.),:.t..P . C1-- . ..--: s,,,,..:„kk' 4 , I I „,t1t' ( ( 1I 11 r) f t w � ia I ,l{, i + ",'�..J. ,... ' 1 t 1 t;1 { 'i 'bit 1 )j0� t '7:. '- j tr �' F 1------ .1(,':'1 ,u, L.,7: (r 1 p ,:_er 1 Lir) _,„(:) (----.-H47, ' ) 7.--- Jib pl.P q7-414-1 D f A 111 c r ! .f ik1 r.*..:1 HAYDEN -:',t '-6. _.....-,,,e_c f: BY Vit.k DATE — E3 ENGINEERS �1�+-��0 —� � REV oDATE STRUCTURAL t CIVIL (o'S.JW S� SU�.ner CVIS+ JOB NO 16101 (503) 968-9994 p (503) 968-8444 f SHEET— OF J ` 1 to T `11, X ,`p 1/�� �' a L,4- /!\..� F �'{ i i i r� ' A lS + `40 (..-1)) C z -► 3) 15(011-MD44 BY (T"AA DATE 13 ENGINEERS _ _ REV DATE STRUCTURAL. 1 CIVIL _ _..-_ __. JOB NO t... (503)968-9994 p (503) 968-8444 f -- _ --- _ _-- ----- _ SHEET �I OF __ Steel Beam File=Z:lprojects12016PR-111618311116183E-1.EC6 ENERCALC,INC.1983-2015.Build:6.15.12.9,Ver.6.16.6.30 Llc.# KW-06005543 Licensee:hayden consulting engineers Description: 81 Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 Analysis Method: Allowable Strength Design Fy:Steel Yield: 42.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-10 I �, eta 1111.ro aRt Span=13.0 ft HSS6x4x1/4 1 Service loads entered.Load Factors will be applied for calculations, Beam self weight NOT internally calculated and added Uniform Load: D=0.110, L=0.440 k/ft, Tributary Width=1.0 ft Design OK Maximum Bending Stress Ratio = 0.650: 1 Maximum Shear Stress Ratio= 0.096 : 1 1 Section used for this span HSS6x4x1/4 Section used for this span HSS6x4x1/4 Ma:Applied 11.619 k-ft Va:Applied 3.575 k Mn/Omega:Allowable 17.877 k-ft Vn/Omega:Allowable 37.276 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 6.500ft 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 0.469 in Ratio= 332 Max Upward Transient Deflection 0.000 in Ratio= 0<330 Max Downward Total Deflection 0.586 in Ratio= 266 Max Upward Total Deflection 0.000 in Ratio= 0<180 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn.L= 13.00 ft 1 0.130 0.019 2.32 2.32 29.86 17.88 1.14 1.00 0.72 62.25 37.28 +D+L+H Dsgn.L= 13.00 ft 1 0.650 0.096 11.62 11.62 29.86 17.88 1.14 1.00 3.58 62.25 37.28 +D+Lr+H Dsgn.L= 13.00 ft 1 0.130 0.019 2.32 2,32 29.86 17.88 1.14 1.00 0.72 62.25 37.28 +D+S+H Dsgn.L= 13,00 ft 1 0.130 0.019 2.32 2.32 29.86 17.88 1.14 1.00 0.72 62.25 37.28 +D+0.750Lr+0.750L+H Dsgn.L= 13.00 ft 1 0.520 0.077 9.30 9.30 29.86 17.88 1.14 1.00 2.86 62.25 37.28 +D-'0.750L+0.750S+H Dsgn.1= 13.00 ft 1 0.520 0.077 9.30 9.30 29.86 17.88 1.14 1,00 2,86 62.25 37.28 +D+0.60W+H Dsgn.L= 13.00 ft 1 0.130 0.019 2.32 2,32 29.86 17.88 1.14 1.00 0.72 62,25 37,28 +0+0.70E+H Dsgn.L= 13.00 ft 1 0.130 0.019 2.32 2.32 29.86 17.88 1.14 1.00 0.72 62.25 37.28 +D+0.750Lr+0.750L+0.450W+H Dsgn.L= 13,00 ft 1 0.520 0.077 9.30 9.30 29.86 17.88 1.14 1.00 2.86 62.25 37.28 +0+0.750L+0,750840.450W+H Dsgn.L= 13.00 ft 1 0.520 0.077 9.30 9.30 29.86 17.68 1.14 1.00 2.86 62.25 37.28 +1)40,750L+0.750S+0.5250E+4-1 Dsgn.L= 13.00 ft 1 0.520 0.077 9.30 9.30 29.86 17,88 1.14 1.00 2.66 62.25 37.28 +0,60D40.60W+0.60H Dsgn.L= 13.00 ft 1 0.078 0.012 1.39 1.39 29.86 17.88 1.14 1.00 0.43 62.25 37.28 t Steel Beam File=Z:yxojects 016PR-1051831-1116183E-1.EC6 L tC. :KW-06005543 ENERCALC,INC 1983-2015,Build:6.15.12.9,Ver:6.16.6.30 Description: B1 Licensee:hayden consulting engineers Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega +0.60D+0.70E+0.60H Dsgn,L= 13.00 ft 1 0.078 0,012 1.39 1,39 29.86 17.88 1.14 1.00 0.43 62.25 37.28 Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Deft Location in Span +D+L+11 1 0.5858 6.537 0.0000 0.000 Support notation:Far left Is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.575 3.575 Overall MINimum 0.429 0.429 +041 0.715 0.715 +O+L+H 3.575 3.575 +D+Lr+H 0.715 0.715 +0+5+H 0.715 0.715 +D+0.750Lr+0.750L+H 2,860 2.860 +D+0.750L+0.750S+H • 2.860 2.860 +D+0.60W+11 0.715 0.715 +0+0.70E+H 0.715 0.715 +0+0.750Lr+0.750L+0,450W41 2.860 2,860 +D+0.750L+0,7505+0.450W41 2.860 2.860 +D+0,750L+0.750S+0.5250E41 2.860 2.860 +0.60D+0.60W+0.60H 0.429 0.429 +0.60D+0.70E+0,60H 0.429 0.429 D Only 0,715 0.715 Lr Only L Only 2.860 2.860 S Only W Only E Only H Only 9 00 OIU111r1 File=Z:lprojects\2016PR-11161831-1116183E-1.EC6 ENERCALC,INC.1983-2015,Build:6.15.129,Ver.6.16.6.30 Lic.#:KW-06005543 Ucensee€:ha den consulting engineers Description: P1 Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2012 General Information Analysis Method: Allowable Stress n Desi 9 Wood Section Name 4x4 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 7.0 ft Wood Member Type Sawn (Used for non-slender calculations) Wood Species Hem Fir Exact Width 3.50 in Allow Stress Modification Factors Wood Grade No.2 Exact Depth 3.50 in Cf or Cv for Bending 1.50 Area 12.25 ine2 Cf or Cv for Compression 1.150 Fb-Tension 850.0 psi FY 150.0 psi Fb-Compr 850.0 psi Ft 525.0 psi lx 12.505 in^4 Cf or Cv for Tension 1.50 Fc-PrIl 1,300.0 psi Density 26.830 pef ly 12.505 in^4 Cm:Wet Use Factor 1.0 Fc Perp 405.0 psi Ct:Temperature Factor 1.0 E:Modulus of Elasticityx x BendingCfu:Flat Use Factor 1.0 •.• y y Bending Axial Kf:Built-up columns 1,0 NUS 15 32 Basic 1,300.0 1,300.0 1,300.0 ksi Use Cr:Repetitive? No(non-gib only) Minimum 470.0 470.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=7.0 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included: 15.977 lbs*Dead Load Factor - AXIAL LOADS.., Axial Load at 7.0 ft,0=0.9260,L=2.470 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.4698:1 Maximum SERVICE Lateral Load Reactions.. Load Combination - +D+L+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 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 At maximum location values are... Maximum SERVICE Load Lateral Deflections.,. Applied Axial 3.412 k Along Y-Y 0.0 in at 0.0 ft above base 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 592.82 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+0.70E+0.60H Location of max.above base 7.0 ft Applied Design Shear 0.0 psi Allowable Shear 240.0 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 0.900 0.262 0.1321 PASS 0.0ft 0.0 PASS 7.0ft +D+L+H 1.000 0.262 0.4698 PASS 0.0ft 0.0 PASS 7.0 ft +D+Lr+H 1.250 0.262 0.1258 PASS 0.0ft 0.0 PASS 7.0 ft +D+S*H 1.150 0.262 0.1271 PASS 0.0 ft 0.0 PASS 7.0 ft +D+0.750Lr+0.750L+H 1.250 0.262 0.3732 PASS 0.0ft 0.0 PASS 7.0 ft +D+0.750L+0.750S+H 1.150 0.262 0.3770 PASS 0.0ft 0.0 PASS 7.0 ft +D+0,60W+H 1.600 0.262 0.1228 PASS 0.0 ft 0.0 PASS 7.0ft +D+0.70E+H 1.600 0.262 0.1228 PASS 0.0 ft 0.0 PASS 7.0 ft +D+0.750Lr+0.750L+0.450W+H 1.600 0.262 0.3642 PASS 0.0ft 0.0 PASS 7.Oft +D+0.750L+0.750S+0,450W+H 1.600 0.262 0.3642 PASS 0.0 ft 0.0 PASS 7.0 ft +D+0.750L+0,750S+0.5250E+H 1,600 0.262 0.3642 PASS 0.0 ft 0.0 PASS 7.0 ft +0.60D+0.60W+4.60H 1.600 0.262 0.07367 PASS 0.0 ft 0.0 PASS 7.0 ft 1° Wood Column File=Z:lprojecls 12016PR-11161831-1116183E-1.E06 LiG.#:KW06005543 ENERCALC,INC.1983.2015,8ulld.6.15.12.9,Ver.6.16,6.30 Description: P1 Licensee ha den consulting engineers 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+0.70E+0.60H .600 0.262 0.07367 PASS 0.0 ft 0.0 PASS 7.0 ft Maximum Reactions Note:Only non-zero reactions are listed X-X Axis Reaction ----_-.__ Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+H +D+L+}{ k k 0.942 k +D+Lr+H k 3.412 k +D+S+H k k 0.942 k +D+0.750Lr+0.750L+H k k 2.794 k +D+0.750L+0.750S+H 2.794 k +D+0.60W+H k k 0.942 k k k 0.942 k +D+0.70E+H k k 0,942 k +D+0,750Lr+0,750L+0,450W+H k k 2,794 k +D+0.750L+0.750S+0.450W+H k k 2.794 k +D+0.750L+0,750S+0.5250E+H k k 2.794 k +0.60D+0.60W+0.60H k k 0.565 k +0.60D+0.70E+0.60H k k 0.565 k 0 Only Lr Only k k 0.942 k L Only k k k S Only k k 2.470 k W Only k k k k k E Only H Only k k k k Maximum Deflections for Load Combinations Load Combination -'�' --- Max X-X Deflection Distance Max.Y-Y Deflection Distance 0.0000 in 0.000 ft 0.000 in 0.000 ft *H 0.0000 in 0.000 ft ,��r+H 0.000 In 0.000 ft 0.0000 In 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0,750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0,750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 In 0.000 ft 0.000 in 0.000 ft +0+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0,7505+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.7505+0.5250E+H 0.0000 in 0,000 ft 0.000 In 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0,000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft W Only 0.000 in 0.000 ft y 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 In 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft 1 Wood Column File=2 tprolectst2016PR-11161631-1116163E-1.EC6 #: KW-06005543 ENERCALC,iNC 1983.2415.Build:6.15,12.9,Ver:6.16.6.30 Description; P1 Licensee:ha den consultin. engineers Sketches 3 3B8k • Load.i x Si it - O d � I 3 50 In Loads are total entered value.Arrows do not reflect absolute direction. tee Column File=Zlprojects12616PR 1/161631 1116163E-i.EC6 ENERCALC,INC 1963.2015,Build:6.15.12,9,Vor:6.16.6.30 Lic.#:KW-08005543 Licensee ha den consulting engineers Description: P2 Code References Calculations per AMSC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 General information Steel Section Name: HSS4x2x1/4 Overall Column Height 8.0 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 42.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=8.0 ft,K=1.0 Load Combination; ASCE 7-10 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=8.0 ft,K=1.0 A lied Loads ��-- Service loads entered.Load Factors will be applied for calculations. Column self weight included:70.480 lbs*Dead Load Factor AXIAL LOADS.,. Axial Load at 8.0 ft,0=1.570,L=4.20 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.2419 :1 Maximum SERVICE Load Reactions.. Load Combination +D+L+H Top along X-X 0.0 k Location of max,above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are.,. Top along Y-Y 0.0 k Pa:Axial 5.840 k Bottom along Y-Y 0.0 k Pn/Omega:Allowable 24.145 k Maximum SERVICE Load Deflections... Ma-x;Applied 0.0 k-ft Mn-x/Omega:Allowable 6.162 k-ft Along Y-Y 0.0 in at 0.0 ft above base Ma-y:Applied 0.0 k-ft for load combination Mn-y I Omega;Allowable 3.752 k-ft Along X-X 0.0 in at 0.0ft above base for load combination: PASS Maximum Shear Stress Ratio= 0.0 :1 Load Combination Location of max.above base 0.0 ft At maximum location values are•., Va:Applied 0.0 k Vn/Omega:Allowable 0.0 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D+H 0.068 PASS 0.00 ft 0.000 PASS 0.00 ft +D+L+H 0.242 PASS 0.00 ft 0.000 PASS 0.00 ft +D+Lr+H 0.068 PASS 0.00 ft 0.000 PASS 0.00 ft +D+S+H 0.068 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0,750Lr+0.750L+H 0.198 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750L+0.750S+H 0.198 PASS 0.00 ft 0.000 PASS 0.00 ft +0*0•60W+H 0.068 PASS 0.00 ft 0.000 PASS 0.00 ft +0+0.70E+H 0.068 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+0.450W+H 0.198 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750L+0.750S+0.450W+H 0.198 PASS 0.00 ft 0.000 PASS 0.00 ft +D+O.750L+0.750S+0.5250E+H 0.198 PASS 0.00 ft 0.000 PASS 0.00 ft +0.60D+0.60W+0.60H 0.041 PASS 0.00 ft 0.000 PASS 0.00 ft +0.600+0.70E+0.60H 0.041 PASS 0.00 ft 0.000 PASS 0.00 ft Maximum Reaction Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+{I k k _-__ 1.640 k • Steel Column File=Z:\projects\2016PR-1\161831-1116183E-1,EC6 ENERCALC,INC.1983-2015,Build:6.15,12.9,Ver:6.16.6.30 Lk.# KW06005543 Description; P2 Licensee;hayden consulting engineers Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base k - -k 5,840 k +D+Lr+H k k 1.640 k +D+S+H k k 1.640 k +D+0.750Lr+0.750L+H k k 4,790 k +D+0,750L+0.750S+H k k 4.790 k +D+0.60W+H k k 1,640 k +D+0.70E+H k k 1.640 k +D+0.750Lr+0.750L+0.450W+H k k 4.790 k +D+0.750L+0,750S+0.450W+}{ k k 4.790 k +D+0.750L+0.750S+0.5250E+H k k 4190 k +0.60D+0.60W+0,60H k k 0,984 k +0,60D+0.70E+0.60H k k 0.984 k D Only k k 1.640 k Lr Only k k k L Only k k 4,200 k S Only k W Only k k k k k E Only k k k H Only k k k Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max Y-Y Deflection Distance +D''1-1 0.0000 in 0,000 ft 0.000 in0.000 ft +D*I-+H 0.0000 in 0.000 ft 0,000 In 0.000 ft +D''Lr+H 0.0000 in 0,000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 In 0.000 ft +0+0.750Lr+0.750L+f 0.0000 in 0.000 ft 0.000 In 0,000 ft +D+0.750L+0.7505+H 0.0000 in 0.000 ft 0.000 In 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0,750L+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.450W+H 0.0000 In 0.000 ft 0,000 in 0.000 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0,6OW+0.60H 0.0000 in 0.000 ft 0.000 In 0.000 ft +0.60D+0.70E+0.60H 0,0000 in 0.000 ft 0.000 in 0,000 ft D Only 0.0000 In 0.000 ft 0.000 in 0.000 ft Lr Only 0,0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 In 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 , In 0.000 ft H Only 0.0000 In 0.000 ft 0.000 in 0.000 ft 14- ISteel Column File=Z:1proJecls12016PR-A161831-1116183E-1.EC6 ENERCALC,INC.1%3-2015,Build:6.15.12.9,Ver 6.16.6,30 Lic.#: KW-06005543 Licensee:ha den consulting engineers Description: P2 Steel Section Properties : HSS4x2xii/4 Depth = 4.000 }n 1xx. = 4.49 inM J = 3820 in^A S xx - 2.25 in^3 Cw = 3.051n^6 Width = 2.000 in R xx - 1360 in Wali Thick = 0.250 in Zx - 2.940 in"3 Area = 2.440 i02 1 yy = 1.480 inM C = 3.050 iO3 Weight = 8.810 pit S yy = 1.480 In53 R yy - 0.779 In Zy = 1,790In"3 Ycg - 0,000 in *rl c 8 iLoa•.1Lj_ x a v m iiZ s , 2_o0in Loads are total entered value.Arrows do not reflect absolute direction. l . f 1 , S.E0,Alf S l:71iy-,3e,4-9 . , . ,-. 0)-1,?'' , iii..-,. (15 i)t 40 i,,,., i_ 4_ LA) ' = g.a.5piV t * GO Ot L + 'b 7,13 p 4'-2 . .., -.) „, ..--f., ___J 26-4 .w,i _p,67 s;,,, ,H,,11 ADk : 111:).5 a i -7., Ly(--- . . . , 1 Lcid\cliskq ! lecky'f‘ i , MOM t0----- (1.5ps -I- , 1, . ‘ ?C) Itz L 4-"" P,, I. 1.1:-,s (--Ed • i pL ,,)( 4, 7 11)(4. Pc).5/-3 Go/ 11+9 . . . , it.5.e a (g . -4i5ed wirr eteld 4-1 0 v)kt 1 ic.), a 4001 1,-.0.4) P . , . = It70 110-. b t-1, 41$0110,, Li , . 17s° 11,, r) 41-3*o k 't .2,t 01 , . . ! , . . . . : . , . , . . . . . . , . , . . . . . , 1 . . . , , 1 - , . 1 . . - , , . 1 I , . . i . . I I , 1 , , ' I I 1 , . , ; I , 1 I . , . , 1 BY M. DATE 2/17/1r Dte.lc 6 REV DATE Ea ENGINEEERS 12004D Sc.j S01-14_-_e_Li C/jILL--'4 JOB NO 1C9 145% STALIC TURAL I CIVIL (503) 96$-9994 p (503) 968-8444 f -1-__ __f AA OR Cr:V7C}k "6 SHEET M OF '*.O, ) • , , . . , . . _ .0444,, , , . V "III 0 OREGON . ,,:- , % '-o I fttLA S. • .,3'- CY v ---- --------- ----71 MS& `2„411 If Y lac' - --, • ....,... (2 ., / . .!.. }1., 41 &-:.."' - •03-4- t . ',,-;-- .-- 1. - , 1,--, .. ,200.4td— / 4 • , , e otck H-sS 2.e et"?.% 4-3Y• . t ___c '1 t 0.0‘k '0 : 1 • vii.v...ikr,) P.,,,--,1 wn Oit a 111 ,,,,,,,_> • k\,-- (0-x4v ‘,,: fLA. j I (e•-• N(A., e.'.s __...A.)... 4-/-1A 2''''''''- - 2S. a. ---4 ' ' 4 ; ---- , 1 \ err Sk- p 3' r ,4,.el,. . r,:`, i !'' ,,,,:, .,,,,,, N( I -1' ,''' I. rA' .6 rf , 1. . - ' - " '----, r Pe' .?.- , : , 1 - ,...-"ar,v0 "' 0 P 1.......6 •-•- —— ''—'''----*----"TrTT-T.-'7"TTT: ,„ p,/\ iiy , - , , ,... , - -- . . _ . . --- :..Y1 t- A y'.., ...._____... — NTG 1 ' E __Ii, cAl-t Q., DATE HAYDEN - l'2,o0 -, 4.7, <-:2,,,,,,,,,,,,,,,i ENGINEERS - - STRUCTURAL I CIVIL - — -I +,',2. 1'\°. ' C' 'C.4i; REV DATE ' ' JOB NO (503) 968-9994 p (503) 968-8444 f SHEET. j OF 3 • ,4.30:P-134-, ,,, , , 1832 \ZV VrC ', F.. ; > �,�� 1: 1 ' ie.l.r --9 ' i 0,;A.;,,,,, , ,..,,, -6,e,..,t\--- Ai-7-- . C�r( i1caV�ii I� l- ayC 1 '� M � t� r 1 1 I ! �! F 11 A C k�flit. rat w;. «11 . • +... I1 X6` 1 Pl.�r� ' , I 1 1 �� , (*tie_ i am E r +'') A . f 7'.. 'p fey B O 6 .,...,,,, ‘, i , , HAYDEN i , '. r . BY __ DATE 1,1 v ENGINEERS3 n S5v3 '`+�,ttil riV-( LAG S� _..__ REV DATE ^ STRUCTURAL I CIVIL �1n12Q2Cd O O . Q ez--1- JOBNO ((011 (503) 968-9994 p (503) 968-8444 f SHEET 5K-2- OF 3 RAIL BY OTHERS EXIST.WALL111111 POST FRAMING 0/C MAX ply` 2X RIM JOIST WI :::,.. ... '�y�rDECKING,PER (3)l6d EA.JOIST PLAN �� ' >I! 1IIII V '1!1i FIR.FRA `FRAMING ` saw A - 1=4- SIMPSON111210' %"DIA.BOLTS d, EXIST.WALL HANGER.TYP. 2)¢'x 2k�"PL.WASHERSo FRAMING II P.T.2X LEDGER TO MATCH (2)SIMPSON'HD2A'W/%'DIAL 1 A' JOISTS ATTACH PER SCHED. BOLTS(ALT.:SIMPSON'DTT2T) ( `� SPAN —_ �, .„, DECKING,PER PLAN . .: NOTE: 4X SOLID BLK'G T® 0 ALL SIMPSON HARDWARE IN CONTACT WRH P.T.LUMBER IS TO HAVE 7-MAX COATING. d v) NIIIIIIIIIIIIIIIIIIIIIIIIIIIIII. \,... LEDGER ATTACHMENT SCHEDULE j; \\Z JOIST SPAN REQUIRED FASTENERS AT 16"0/C MAX. �'"`�� RAIUNG 0.<span<8' (3)1/4"DIA.x4 MIN.SCREWS "L 1 8'<span<10' (4)1/4"DIA.x 4 MIN.SCREWS ASSEMBLY 10<s n<14' I Pa (6)1/4"DIA.x 4'MIN.SCREWS P.T.JOIST,PR PLAN (2)SIMPSON"A34' 14'<span<16. (6)1/4"DIA.x 4'MIN.SCREWS EA SIDE,(4)TOTAL SCREWS: -� •SIMPSON'SDS'-or-FASIB'IMATELS 7IDGEtLOK' •LEDGER MUST BE FASTENED W/MIN.7 EMB )INTO STUDS OR WRH MIN.1J INTO RIM JOIST.TYPICAL a RANNG PARALLEL TO JOISTS A EXTERIOR DECK SECTION S SCALE 3/4"=l'-0" , 12 MIN. 3"MIN. 121MIN. r►�'i.. 44 74iir 2X6 CROSS BRACING 1 . _► i 1 4X4SCHEDhillir DIA.BOLT 4111 B CROSS BRACE CONNECTION 5' SCALE:3/4"=l'-0" • Structural Calculations for New Deck 12000 SW Summer Crest Dr Tigard, OR July 1 , 2016 DESIGN CODE 2014 Oregon Structural Residential Code LOADS Gravity Loads 10 psf (dead) 40 psf (Floor, Live) Wind 120 mph, Exposure"B" Seismic,Sds 0.76 PRDpfiss SCOPE OF WORK f 1 Ntc �o The attached calculations pertain to a new 2nd story wood framed 4 P deck / OREGON )' 14 .10 4, 'p�FL LA S . \\. EXPIRES: 12/31/201k, HAYDEN BY GM DATE ENGINEERS REV DATE STRUCTURAL I CIVIL --- JOB NO 16183 (503) 968-9994 p (503)968-8444 f SHEET OF . .. i I, A DF Pos.+ :i /O f2'.'p.6 141) 5 16 0 • - b ( ,) ''''-} .:li ' I(X- _ , a . _ , . . . . , ...... I .,. - 1„, , _ , I, .7--,._ ,L; I,,i, , ,;, -"t ' ' * / . „, i -/ I ...174-TS ....... , .... .• .......... .... ......4 .-.... ......- 10 ,Ar,.,.. \ 1 ......f . \ I ., .) 1 1 Ill — t I I - 1L. 1 1 yi, '( ' F7- , k_.,.1,.. 11 - -1(--1 --r-1.-'.,, -- -AI * r.--f- lk 1(.- i ' I I ._• . .. 1 . ,..,.•, ..1',' ‘) 1 • ,,A,,,) .....: (1 LislutlilL,,,,L0 j ..,... ; . BY VM DATE REV DATE 13 ENGINEERS STRUCTURAL I CIVIL Y800 St0 5t),1011P r (74,-',4-. JOB NO ( Cl 9AR-9994 n fArIll 9AR-R444.f SHEET I OF - C:.- '- -171 1 i• _I l ‘ :,_'i.=''' c),,,.,C:,,,71,,,,,i, ,,,,,,,,:i:):::,...::: 7:4(__) i11g.),•:-:,t,‘ ,_„0.,_,i,L,,: ,,,i., 61",,,,,),,ti:. _‘,,1_Iii,_, :},,,,,,,1,Iii1:, t_.,,..,,,..:),, ,,,,,,, i,,,, ;(:)k.,,,,2_,,, 0:7 ,. ) i i, -- l , --, - / ) , Ji. ' ('iY' r(,•-• iC, ' i(" . .'-‘1'4' ,----.‘ '-: ,, . , I I' : -/I.,LA'''.)-,(11(1 1„' P, - `),. K,,,,, !) r , , I (..,) \ =.. 1(\: , !,,, ,, 1\ , s. t . , , „.., .__ ,..4 r. t.,-.,I to, ,,...„ ,, -, ,1, ./. „,..,,,,,,,- 'I . •,_., , - , , ,,,,,. ), ..•41 in ,. ,, . , i - .. .. 1117-'6 c .: '---...7 /L,,---,/ 3q'.., ii-(., i;..,,fd t. 11 r: '- .-1 - ' ) ''' ' ' / , v, ,,,,m,, ).1 --' i t., 1,....) It--,16-, 7 ?/ n) 0 , . , f i / I, n hr-) / , Il‘, , , ) ), ,, ,--. / c , ),...„„ • ..,,, L 4 PI _...., - ..., HAYDEN ENGINEERS _ I 3 STRUCTURAL I CIVIL BY VAI DATE REV DATE — i ag—A..A....) '.:,:.)Go,) St lifteirtp.r C.re-5:1- JOB NO (503) 968-9994 p (503) 968-8444 f SHEET 2. OF -,-, Se,:syv}t•(7., i- 0 ,J 7)i ,.) .•(.1 •1 , 'II ' - t;' c -- c' '' . ' VE31(''1 11-'— ) • ' ' — ,- ----.: ---:..t.::il:: i,A,,,,'",.:,__" L) 4- I DC") ', }.i n') r),'":'V i' i'(11 ,,- j • ' (i r ' , [1 i V ___ NCI(1) 16/11,..) ( 1 ,,/ , ) , 1c), c27 iL., ,L7 7/: L,72,7117c/ 5. .,4,{1. 6, .,,. .:,• ,:,., ),1,,,,z, • iv,,..,v, 4., Q t. , ,•,' (ti ,, , :, 1 -) .. A "I ,_ i .1 ._ 4....: , (., - L_,.. _I `--1 . ,' 'l'1' ' - f\c(v, • ,- (' - I . . - 11\`.1>'..', ..4' ,C cLI(1q1" ' :' -- ;A 0 : i '' L': ) V-- ( 197I , ( I'''1'''))/I"..„A 41) .) ) ".". I : — )4 ry), ; 1-,1 1 r---) .,,,..7 I 0.--, '...„/ 0 0‘... 1\--' ,•;....; ':,/ 1 .,-. 16 21.1) I - '‘-..,,, / r I f'-' , Z , 1 .) 1(.:r ' 4,.(,-.'0' 1(..).r r. 1 it:- cr/i f - 1 ' H 7/ ) JT , '', r ,,,, , r ,,4) - ,-),,' ,.-,._ , / \ r \ A) R '' (fi ...) FIT,.°, ) I 42 i ,J (,, 11) ii '6 /) )(s-..),(0 As b i Alit ay Pi -r-- ' i it,A- 1 1 I-------- 1 f I. ir3 -.7-,1 -i -:-, ,- t,-,r A , , r) ,,. );) ,... - .. 1--,,, v/ 0,a ...,,. 1--,,, iv, ( 11,6 .../ c ) ) ) cc)c, • ' ') _,------ - „ .., , .,) ,..., ... F ), .__•• i „.. , . , ,.. „••,.. ,-, . r,--, \ , l 'e -. ::: I 7 U,I:- /,(..C) ) (, .1. ; -- -. .) m ), \.I ' , 4 v - 0 ) .,') 1 Y1 ..... •C ' TA :--r' -- IC/t''. 11 1 1 if< F_ ... _ HBY VIA)\ DATE ENGINEERN - REV DATE STRUCTURAL I CIVIL ----- A000 SCA) 5,0r, ! , r( 1 -1 _16 II_ ,4L,-....., . _. JOB NO _ (503) 968-9994 p (503) 968-8444 f _ .______. _.._______ .__ SHEET 3 OF j d 1 s^ r t '�e .. A c t 1 n / . t K2C1-, .I"1 ?tom) f t^�; , '-' (' ',. I t,''�)i i tt P`Z ° - i/J 1 1 rrt'/, iJ i n t 1 1 1 t 1 _. t ;rt 1 j 1 i , ,/ li'! F ..fi"�r tC �,. —�jc',1 HAYDEN — BY VA`\ DATE13 ENGINEERS _- — REV DATE STRUCTURAL I CIVIL 1C7©0 SW_,_S0r r /' (;rPs4- JOB NO14 lig 1 (503) 968-9994 r (503) 968-8444 f SHEET [.1 OF 5/1092016 Connection Calculator Design Method I Allowable Stress Design (ASD) v Connection Type I Lateral loading • Fastener Type ; Bolt • ILoading ScenarioIII Single Shear Wood Main Member ♦ !) LMain Member Type (Hem-Fir Main Member Thickness I 3.5 in. v Main Member: Angle of Load to Grain ko Side Member Type )Hem Fir • ;1 Side Member Thickness], 1,5 in. Side Member: Angle of Load to Grain {0 L_ Fastener Diameter 11/2 in. • LLoad Duration Factor,I C D = 1.6 v Wet Service Factor I C_M = 1.0 Temperature Factorkc t = 1.0 Connection Yield Modes Im 2216 lbs. Is 1296 lbs 1_. .._._, II-- i 885 lbs. ._._._.__... . I___._ IIIm 1L94lbs. Ills 741 lbs. L iv ------- ]878 lbs. J _______ ____ _ (_ Adjusted ASD Capacity 1{741 lbs. il • Bolt bending yield strength of 45,000 psi is assumed. • The Adjusted ASD Capacity is only applicable for bolts with adequate end distance,edge distance and spacing per NDS chapter 11. While every effort has been made to insure the accuracy of the information presented,and special effort has been made to assure that the information reflects the state-of-the-art, neither the American Wood Council nor its members assume any responsibility for any particular design prepared from this on-line Connection Calculator.Those using this on- line Connection Calculator assume all liability from its use. The Connection Calculator was designed and created by Cameron Knudson,Michael Dodson and David Pollock at Washington State University.Support for development of the Connection Calculator was provided by American Wood Council. 5 http://www.awc.org/calculators/connectioncalc.160106/cestyle.asp?design method=ASD&connection type=Lateral+Ioading&fastener types=Bolt&loading seen... 1/1 . — ( e ,, 1 i`,- . , t- 4:- . A I T vi I i ,..„4 ic.., ;, (,,k : I.... 0 J IL, ; ' 101 1 Co. i 97 , i ,1. ,-i k,„,,,O1.1.:-() 1:•,' ') '.7') 6, _ ,i )•f [ ' '''''- I ..- 0 • i r:.:*0 Ar I It ) tV\ : 4 ,, /ir / /C,) i>"1-- c..)ki I i (H, - - d ir( 10 i 1 s ' : f )'-'V • ,,,, LU LA..!".2L -' 1--` ( IC.t ) - l't z.2 1 , 0•rti) Lr) - 4\- ----,-72-- I r b4- ii-4 ) -; 1 Ci( 1., _. . /7 - t .. t k 1 (3 Al (...-1 . .._ ..,.........,_.( rt HAYDEN BY At, DATE ..._ H ENGINEERS REV DATE , . . ....._ ,,,_ _,, l(:)W SCA) t..)ni ne.,r C.f4tc,-1-- JOB NO 161g3 STRUCTURAL I CIVIL (5031 968-9994 D (503) 968-8444 f _ SHEET G OF , . . ----- 7 TA • '.. . . (.- , p= (, (S-I (I CI (Z2) r 15(0%4 -r II-1(g DA Z, 2- , ._.,.... .. . . . ... . ! 1 .-.. ..x.' ,, , .... _...... . . .. . V 0 I . ' ;• 1 I . , 1 . , 1 . 1 ! . , i i . i I 1 BY () IV\ DATE 7 HAYDEN ENGINEERS - - =IL ISTRUCTURAL I CIVIL REV DATE JOB NO (503) 968-9994 p (503) 968-8444 f SHEET ..-7 OF Steel Beam File=Zlprojecls12016PR-11161831-1116183E-1.EC6 Lie.#:KW-06006543 ENERCALC,INC 1983-2015,Build:6.15.12.9,,Ver:6,16.6.30 Description; 81 Licensee:hayden consulting engineers Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 Analysis Method: Allowable Strength Design Fy:Steel Yield: 42.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-10 VNO.111140.44) Span=13.0 ft HSS6x4x1/4 Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load: D=0.110, L=0.440 k/ft, Tributary Width=1.0 ft Maximum BendingStress Ratio = - - Desi.n OK 0.650: 1 Maximum Shear Stress Ratio= Section used for this span 4x1/ 1 P HSS6x4x1/4 Section used for this span HSS6x4x1/4 Ma:Applied 11.619 k-ft Va:Applied 3.575 k Mn/Omega:Allowable 17.877 k-ft Vn/Omega:Allowable 37.276 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 6.500ft 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 0.469 in Ratio= 332 Max Upward Transient Deflection 0.000 in Ratio= 0<330 { Max Downward Total Deflection 0.586 in Ratio= 266 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega +D+Fi Dsgn.L= 13.00 ft 1 0.130 0.019 2,32 2.32 29.86 17.88 1.14 1.00 0.72 62.25 37.28 +D+L+H Dsgn.L= 13.00 ft 1 0.650 0.096 11.62 11.62 29.86 17.88 1.14 1.00 3.58 62.25 37.28 +D+Lr+H Dsgn.L= 13.00 ft 1 0.130 0.019 2.32 2.32 29.86 17.88 1.14 1.00 0.72 62.25 37.28 +D+S+H Dsgn.L= 13.00 ft 1 0.130 0.019 2.32 2.32 29.86 17.88 1.14 1.00 0.72 62.25 37.28 +0+0,750Lr+0.750L+H Dsgn.L= 13,00 ft 1 0.520 0.077 9.30 9.30 29.86 17.88 1.14 1.00 2.86 62.25 37.28 +D+0,750L+0.750S+H Dsgn.L= 13.00 ft 1 0.520 0.077 9.30 9.30 29.86 17.88 1.14 1.00 2.86 62.25 37.28 +D+0.60W+H Dsgn.L= 13.00 ft 1 0,130 0.019 2.32 2.32 29.86 17.88 1.14 1.00 0,72 62.25 37.28 +D+0.70E+H Dsgn.L= 13.00 ft 1 0.130 0.019 2.32 2.32 29.86 17.88 1.14 1.00 0.72 62.25 37.28 +D+0.750Lr+0.750L+0.450W+H Dsgn.L= 13.00 ft 1 0.520 0.077 9.30 9.30 29.86 17.88 1.14 1.00 2.86 62.25 37.28 +D+0.750L+0.750S+0.450W+H Dsgn.L= 13.00 ft 1 0.520 0.077 9.30 9.30 29.86 17.88 1.14 1.00 2.86 62.25 37.28 +D40,750L+0.750S+0.5250 E+H Dsgn.L= 13.00 ft 1 0.520 0.077 9.30 9.30 29.86 17.88 1.14 1.00 2.86 62.25 37.28 +0.60D+0,60W+0.60H Dsgn.L= 13.00 ft 1 0.078 0.012 1.39 1.39 29.86 17.88 1.14 1.00 0.43 62.25 37.28 g j Steel Beam File=Llproiects12016PR-11,161831-1116183E-1.EC6 ENERCALC,INC.1983.2015.Build:6.15.12.9,Ver.6.16.6.30 Lic.1't:KW-06005543 Licensee:hayden consulting engineers Description: Bi Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnxlOmega +0.60D+0.70E+0.60H Dsgn.L= 13.00 ft 1 0.078 0.012 1.39 1.39 29.86 17.88 1.14 1.00 0,43 62.25 37.28 Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+{.+H 1 0.5858 6.537 0,0000 0.000 Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.575 3.575 Overall MINimum 0.429 0.429 +O+H 0.715 0.715 +D+L+H 3.575 3.575 +D+Lr+H 0.715 0.715 +D+S+H 0.715 0.715 +0+0,750Lr+0,750L+H 2,860 2.860 +0+0.750L+0.750S+H 2.860 2.860 +D+0.60W+H 0.715 0.715 +0+0.70E+H 0.715 0.715 +0+0.750Lr+0.750L+0.450W41 2.860 2.860 +D+0.750L+0,7505+0.450W+H 2.860 2.860 +D+0,750L+0,750S+0.5250E+H 2.860 2.860 +0.60D+0.60W+0.60H 0.429 0.429 +0.60D+0.70E+0.60H 0.429 0.429 D Only 0.715 0.715 Lr Only L Only 2.860 2.860 S Only W Only E Only H Only 9 [wood• O umn File=Z:\projects12016PR-11161831-t116183E-_1.EC6 ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver,6.16.6.30 Lic.#: KW-06005543 Licensee hayden consulting engineers Description: P1 Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used: IBC 2012 General Information Analysis Method: Allowable Stress Design Wood Section Name 4x4 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 7.0 ft Wood Member Type Sawn (Used for non-slender calculations) Wood Species Hem Fir Exact Width 3.50 in Allow Stress Modification Factors Wood Grade No.2 Exact Depth 3.50 in Cf or Cv for Bending 1.50 Fb Tension 850,0 psi Fv 150.0 psi Area 12.25 in^2 Cf or Cv for Compression 1.150 Ix 12.505 104 Cf or Cv for Tension 1.50 Fb-Compr 850.0 psi Ft 525.0 psi ly 12.505 in"4 Cm:Wet Use Factor 1.0 Fc-Prll 1,300.0 psi Density 26.830 pcf Ct:Temperature Factor 1.0 Fc-Perp 405.0 psi E:Modulus of Elasticity... x-x Bending y-y Bending Axial Cfu:Flat Use Factor 1.0 Kf:Built-up columns 1.0 NDS 15.3 2 Basic 1,300.0 1,300.0 1,300.0 ksi Use Cr:Repetitive 7 No(non-sib My) Minimum 470.0 470.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=7.0 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included: 15.977 lbs Dead Load Factor AXIAL LOADS. . . Axial Load at 7.0 ft,D=0.9260,L=2.470 k DESIGN SUMMARY _-- Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.4698:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+L+H Top along Y-Y 0.0 k Bottom along Y-Y 0,0 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of maxabove base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum Location values are,,. AlongY-Y Applied Axial 3.412 k 0.0 in at 0.0 ft above base Applied Mx 0.0 k-ft for load combination: n/a Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 592.82 psi for load combination:n/a Other Factors used to calculate allowable stresses,.. PASS Maximum Shear Stress Ratio= 0.0:1 Pending Compression Tension Load Combination +0.60D+0.70E+0.60H Location of max.above base 7.0 ft Applied Design Shear 0.0 psi Allowable Shear 240.0 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+H 0.900 0.262 0.1321 PASS O.Oft 0.0 PASS 7.0 ft +D+L+H 1.000 0.262 0.4698 PASS 0.Oft 0.0 PASS 7.Oft +D+Lr+H 1.250 0.262 0,1258 PASS 0.0 ft 0.0 PASS 7.0 ft +D+S+H 1.150 0.262 0.1271 PASS 0.0 ft 0.0 PASS 7.0 ft +D+0.750Lr+0.750L+H 1.250 0.262 0.3732 PASS 0.0 ft 0.0 PASS 7.0 ft +D+0.750L+0.750S+H 1.150 0.262 0.3770 PASS 0.0ft 0.0 PASS 7.0ft +D+0.60W+H 1.600 0.262 0.1228 PASS 0.0 ft 0.0 PASS 7.0 ft +D+0.70E+H 1.600 0.262 0.1228 PASS 0.0 ft 0.0 PASS 7.0 ft +D+0.750Lr+0.750L+0.450W+H 1.600 0.262 0.3642 PASS 0.0 ft 0.0 PASS 7.0 ft +D+0.750L+0,750S+0.450W+H 1.600 0.262 0.3642 PASS 0.0 ft 0.0 PASS 7.0 ft +0+0.750L+0.750S+0.5250E+H 1.600 0.262 0.3642 PASS 0.0 ft 0.0 PASS 7.0 ft +0.60D+0.60W+0.60H 1.600 0.262 0.07367 PASS 0.0ft 0.0 PASS 7.0 ft 1° ood Column File Zlprojecls12016PR-11161631-1116183E-i.Ec6 ENERCALC,INC.1983-2015,BeIld:6.15.12.9,Ver.6.16,6.30 Lic.#:KW-06005543 Licensee tha den consultin. engineers Description: P1 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+0.70E+0,60H 1.600 0.262 0.07367 PASS O.Oft 0.0 PASS 7.0 ft Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+H k k 0.942 k +D+L+H k k 3.412 k +D+Lr+H k k 0.942 k +D+S+H k k 0.942 k +D+0.750Lr+0,750L+H k k 2.794 k +D+0,750L+0.750S+H k k 2.794 k +D+0,60W+H k k 0.942 k +D+0,70E+H k k 0.942 k +D+0.750Lr+0.750L+0,450W+H k k 2,794 k +D+0.750L+0.750S+0.450W+H k k 2.794 k +D+0.750L+0.750S+0.5250E+H k k 2.794 k +0.60D+0.60W+0.60H k k 0.565 k +0.60D+0.70E+0.60H k k 0.565 k D Only k k 0.942 k Lr Only k k k L Only k k 2.470 k S Only k W Only k k k k k E Only H Only k k k k Maximum Deflections for Load Combinations Load Combination -� - „Max X-X Deflection Distance Max.Y-Y Deflectioonn Distance 0.0000 in 0.000 ft 0.000 in 0.000 ft +0+L4'H 0.0000 in 0.000 ft 0.000 In 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0,750Lr+0.750L+H 0.0000 In 0,000 ft 0.000 in 0,000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0,000 ft 0.000 in 0.000 ft +D+0.750L+0,750S+0.450W+H 0,0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0,60D+0.60W+0,60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.600+0.70E+0.60H 0.0000 In 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 In 0.000 ft L Only 0.0000 in 0.000 ft 0.000 In 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft \ � • Wood Column Fee=Dproiects12016PR-1\161831-1116183E-1.EC6 ENERCALC.INC.1983-2015,Build:6.15.12.9,Ver.6.16.5.30 Lic.# : KW-06005543 Licensee ha den consulting engineers Description P1 Sketches 3 3B6k r a Load\ x 3,50 In Loads are total entered value.Arrows do not reflect absolute direction. 12- Steel Column FIIe=Zaprojects12016PR.-11161831--1t161e3E-1.EC6- ENERCALC,INC.1983.2015,Build:6.15.12.9,Ver:6.16.6.30 Llc.#: KW-06005543 Licensee:hayden consulting en sneers Description: P2 Code References Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Steel Section Name: HSS4x2x1/4 Overall Column Height 8.0 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top& Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 42.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=8.0 ft,K=1.0 Load Combination: ASCE 7-10 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=8.0 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:70.480 lbs"Dead Load Factor AXIAL LOADS... Axial Load at 8.0 ft,D=1.570,L=4.20 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.2419 :1 Maximum SERVICE Load Reactions.. Load Combination +D+L+H Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 0.0 k Pa:Axial 5.840 k Bottom along Y-Y 0.0 k Pn/Omega:Allowable 24.145 k Maximum SERVICE Load Deflections... Ma-x:Applied 0.0 k-ft Mn-x/Omega:Allowable 6.162 k-ft Along Y-Y 0.0 in at 0.0ft above base Ma-y:Applied 0.0 k-ft for load combination: Mn-y/Omega:Allowable 3.752 k-ft Along X-X 0.0 in at 0.0ft above base for load combination: PASS Maximum Shear Stress Ratio= 0.0 :1 Load Combination Location of rnax.above base 0.0 ft At maximum location values are,,. Va:Applied 0.0 k Vn/Omega:Allowable 0.0 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D+H 0.068 PASS 0.00 ft 0.000 PASS 0.00 ft +D+L+H 0.242 PASS 0.00 ft 0.000 PASS 0.00 ft +D+Lr+H 0.068 PASS 0.00 ft 0.000 PASS 0.00 ft +D+S+H 0.068 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0,75OLr+0.750L+H 0.198 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0,750L+0.750S+H 0.198 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.60W+H 0.068 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.70E+H 0.068 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+0,450W+H 0.198 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750L+0.750S+0.450W+H 0.198 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750L+0,750S+0.5250E+H 0.198 PASS 0.00 ft 0.000 PASS 0.00 ft +0.60D+0.60W+0.60H 0.041 PASS 0.00 ft 0.000 PASS 0.00 ft +0,60D+0.70E+0.60H 0.041 PASS 0.00 ft 0.000 PASS 0.00 ft Maximum Reaction's Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base k -1.640 k ' � 6 Steel Column File=2:lprojects12016PR-11161831-1116183E-1.EC6 ENERCALC,INC.1983-2015,Build:6.15.12.9 Ver:6.16.6.30 Lic.#: KW-06005543 Licensee t'hayden consulting engineers Description: P2 Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base - - -_ k k 5.840 k +D+Lr+H k k 1,640 k +D+S+H k k 1.640 k +D+0.750Lr+0.750L+H k k 4.790 k +D+0.750L+0.75US+fi k k 4.790 k +D+0.60W+H k k 1.640 k +D+0.70E+H k k 1.640 k +D+0.750Lr+0.750L+0.450W+H k k 4.790 k +D+0.750L+0.750S+0.450W+H k k 4.790 k +D+0.750L+0.750S+0.5250E+H k k 4.790 k +0.60D+0,60W+0.60H k k 0.984 k +0.60D+0.70E+0,60H k k 0.984 k D Only k k 1.640 k Lr Onlyk k L Only k k k 4.200 k S Only k W Only k k k k k E Only k k k H Only k k k Maximum Deflections for Load Combinations Load Combination - - Max.X-X Deflection Distance Max,Y-Y Deflection Distance +0+1-1 0.0000 in 0,000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 In 0,000 ft 0,000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 In 0,000 ft 0.000 In 0.000 ft +D+0,750L+0,750S+H 0.0000 in 0.000 ft 0.000 In 0,000 ft +D+0.60W+H 0.0000 in 0,000 ft 0.000 in 0.000 ft +0+0.70E41 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0,750Lr+0,750L+0,450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.7505+0.450W+H 0,0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.7505+0,5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0,60W+0,60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.70E+0,60H 0.0000 In 0.000 ft 0,000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 In 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0,000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0,000 ft W Only 0.0000 in 0,000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0,000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Column File=Zaprojecls12016PR-1t161831-1116183E- .EC6 ENERCALC,INC 1983-2615,Build:6.15.12.9,Ver.6.16.6.30 Lic #: KW-06005543 Licensee;ha den consultin• engineers Description: P2 Steel Section Properties : HSS4x2x114 Depth p = 4.000 in I xx - 4.49 in^4 J = 3820 in"4 S xx - 2.25 103 Cw 3.051n^6 Width = 2.000 in R xx = 1.360 in Wall Thick = 0.250 in Zx = 2.940 in^3 Area = 2.440 In^2 I yy - 1.480 In^4 C - 3.050 In^3 Weight - 8.810 plf S yy = 1.480 iO3 R yy - 0.779 in Zy = 1,790 in^3 Ycg = 0.000 in 5 770 k p bpi C o ai a .,1 X c Q k 11 :sh Ili 2:001n Loads are total entered value.Arrows do not reflect absolute direction. 1 /(q;