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Plans (173) .. , . . ,. f! e30.3. Li 1016 51 1-0.5 ............. rtt.1.447.NEJ _____,,, di r„,,_, 46,,,,I, (Lev? ii }------- ---] ---,, Nov 2 7 2018 1 , 70 1 ,,,,___,________.) - .atalemmiadhaamegaim. VVE r piv cmi oF liGARD 91JIL D'NG DIVISION 9,, x ,-8„ — 81 -.6" , -, 1-q- isJ 14 i4- ( )M2100M 10'.-9' X917" ----E'Tk xio.- , to 1:--t- -----f3- tr-I 0 — gre Aa _23068 ...,.., LqLL J 1_ F Xl5TING ciAr\Aa 2 6 - - - ----- — — FAMILY ROOM OFFICE COPY '-4"X 121-0" - — -t- _1 81-6"aG, CITY OF TIGARD _ REVIEWED FOR ODE COMPLIANCE Approved: I VI OTC: [ I I 1 Permit#: IANe5T30te6— 0032---) Address: suite #: By: Or Date: G K:1?:AL II\FOOVAflON ____ _ -- 165' 167' OWNEP: 1W1 MCKEE --� AO121T55:iiiif 15210 SW GENTLE WOODS CT TIGAP.t, 01160N 9722.4 TAX LOTIb: 25112CAO2a00 PFOPtPTY LINF PPOPEPCY ID: PI2'57780 PPOPEPIY TYPE: 1010-PESI12EN11AL IMPROVED NEIGHP0M-100P COC. : I2MT6 �)NOL15� LEGAL: GENTLE WOOP5 Lot:IS LOT SIZE: ,I5 ACRES PULPING 5F: 1,968 5F 1 1 ______- - 12IVWAY i`�___ __------- 5 E FLAN G�NMAL NO-IFS: I. CONIPJCIOP SHALL VERIFY EXISTING CONI21110N5 SHOWN OP ,55.4,1 l:"- IMPLIW PFIOF TO 5TA;T OF CON5TFUCTION--NOTIFY DESIGNER OF ANY GISCI?FPANCIE5, 2, WHERE PERVIOUS GRADE SUr;FACE5/our THE NEW RESIDENCE, 165' Nils woaGscalu SLOPE CAME DOWN AND AWAY FROM FOUNDA110N WALL5 % MIN,FOP NO LESS THAN SIX FEET, SCOPE PEPVIOU5 SURFACES AWAY FROM FOUNDATION WALL5 I% MN,UNLE55 NOTED OTHERWISE, ./). CONTP.ACTOR TO MAINTAIN MN,6"CLEARANCE FROM 1 OV1OM OF MUD 5111 AT WOOD-FRAMED EXTEP!OF WALLS TO EXPOSED 170' FINISH GRADE, Wf 91COA51 G151GN&L AR-11C5,LLC MCKtt Pt 51G1\1(1. itAvrkraN,af:97CX)7 152105W G-Hilt w0095 cr.r1 ,OP.97221p 1':!�(r-7g1-92 4 E:nrotta:wc-clq.can W www.wc-dq,um - 51-I- ��A1 N / 16" I I I ,.....0 t;cezvel r.sart{cs.i . . _. . 7 .. GENEVAL NOTE5 ,. . L ALL CONSTRUCTION 15 TO CONFOIN TO OP160N . It 5112ENTIA. srtamy com 2017(OV5C 2017), -- b'-2'1— • 9 --4 _ a 2. USE SIMPSON 1-1A1ZPWAI:E MEM APPPOITIATE, 1 ▪ 1 _IIIHI —... ________ I 16' I" - - ''"i"--T1 -- 1 I I - ,1/4 LN . . • _ L__.1 1 N7—I I II . Pr mo WALL EXISTING WALL / N J-1 L I I L NW WALL -A I I F- 1 I 1 1 II - - ______ PEMOVE EXISTING WALL,TYP, — --... UNLESS NOV)OTHEMSE - — -- - — —Ei: -11 MOVE ExisfiN6 WALL,PPOV1PE TEMPOPAY SLITTOTT WALL — ' * . ,.._ Ii 111)..'61)1.111= IP"- r_______ _.— X15.11NIG ELOOP,JOIST LAYOUT \--------- 9M0 PLAN W4;51 cow P!..'5IGN&6PAP9IC5,LIC Maff gt 5I2Na ItAMION,OP,9/007 I h210 5W 67:"Kr-V W0005 c-r,fmt.7,01;9122,1 2r IV 0 FLAN - 1/ 16 " - 11-0" v, (3,-7,11-92N. :nrca4@wc-d4com W www,wc- cr ...„ SIMPSON 1-12112 HOL12-f70WN5 W/ 13' ANCHOR POLE ____ -- EXISTINC 4050 f3Ep1:00M GENERAL NOTES MINrOW 10 REMAIN I, CON5TRUCT1ON TO CONFORM TO OF5C 2017, �,-4'-.- 2, USE 5IMPSON I.1ARPW/l;C WHERE APPI:OrIlATE, 401Fr i :n�o8 — III =�. :.F- 4" 1 - outErs nLow2' J"I a u, o — LEGENI2 �J WEI Mk' -- _-- ___ --. x 9'"8' I C F>C�E12f:00M COUN1Et;FOr?pW 12EM0 WALL __ _ _ _ 10'- '' X 9'-7' �� ��� EXISTING WALL pLOCAr�n )'-1Q13 I _ 8 6"dal, _- .. o 1215{', NEW WALL WA51wIFp/I2f;YEI'. 5'-4' x to'- J� co - po 8 6 CLG, NEW rim?WALL 4 a9 �"CO. 2ND NY WALL AS NIEN2 P g 6- —._. IV PpOV112E MIN,pig -- 10"— i &'-2" v GENEPAL ST ucrunAL N011 s __ 506.8 i _ _ _ I, ALL CONSTRUCTION 15 TO CONFORM TO 0R5C 2017, USE 1N5ULA11ON 9_ -- ,, 7, S' ' '— 9" 5IMPSON I iAP17WAPC,Moore MILE 5 LV5/t'05f5 UNI >✓_�r »'` — _ CiEAMS AN12 ALIGN TO 50L112 GCAM/EOUNI7ATION GELOW, EXI511NG GAP.AG \ N "' 7 ,� ___ . - 3' I J �.-112, 2. MAME INTERIOR WALLS WITH 2X4 S(Ut25 @ 16" O,C, _ 3, USE 4X6 MINIMUM HEAVENS UNLE55 NOTE12 OTNERWI5E - -- _ ^- _ 4. EX118 Op WALLS 10 GE 51- A11-IE12 WITH 1/2 INCH AI'A — — PLYN0012,A"TACHEl2 WITH 612 NAILS AT 6 INCI-E5 EZE ANI?8 — — FAMILY POOM INCHES EIEL12, BLOCK PANEL EI7E5, IS'-4" X12 -0" — IN8'-6" CLG, ct I I 1- I 7 1---t ) —{___ 1200;TO uNtx-r THE 5TAIV5 NEW ELECTRICAL LEGENC2 a WALL MOLN1FP LIGHT • MN.80CFM GXW1a5r�M1 OILING',oilmen/I CE5W LIGN'? CONTKOL F12 GY MX SMOKE p 1�cror: PPOPOSI2(LOOPLAN rarxConQ�r: G yt�CA<tiJU MONOXvC IJ[fC(m W:51 COAST I2E51GN&(AZPHIC5,LLC mcKee I?E5IPENCF v4.AVCl:r0N.ON 97007 15210 5W G51�1.L W0005 Cr,11GflV,OK 97224 � r:'07-741-92>4 e: otta@wc-dm.con:W:www,v c-hamPt;DP05 12�LOOp FLAN I/�" - I'-011 -- INTERMEDIATE FRAMING GFNFPRAL NOTES _.-_-_ _.. I. CONSTRUCTION TO CONFORM TO ORSC 2.017. 2, INIFR5FCTION5 OF INTERIOR WALL5 WITH FXTFRIOR WAILS SHALL PF FULLY INSULATED THROUGH THIF U5F OF 5INGLF F3ACKFR C30AR175 O:Mr-WIGHT MOCKING WITH DRYWALL CLIPS, FXI51ING FLOOR JOISTS ---- NFW i}XI0 I3FAM TO --- HOUSFWRN',USF DuPonLTM Ttgvek®HomeWrap®,INSTALL PFR OR5C 703.2 SIFFORT STAIR I FAM WITH HOUaWP.AP NNSTALLFP HORIZONTALLY WITH UPPER LAYER OVER LOWER LAYER WITH A MN,2"OVFRLAP,INSTALL CONTINUOUS TO COVER ALL WALL5, EXISTING WALL TO f3F AFFIX WITH MANUFACIUTh S RFCOMMFNt2F17 ACTACHMFNTS, CONFIRM ITMOVFI2 MANUFACII, FR5 INSTALLATION INSTRUCTIONS, TAPE ALL%AMS, STAIR SUPPORT PFAMPLYWOOD SHFACING -- \ — SINGLE TOP PLATE HEADER,PFR ORSC — -- 'r________,_. ---------___,---'-'-------r-' \ NI10�}5.2,Nh iFN A \ NFADFR WITIIAGAPI" O:CPFATFI REQUIRE MINIMUM R-4 RIGID FOAM INSULATION MR FVFRY I" I OF THICKNF55. ilt TWO-511119 CORNER :v .,- CONFIGUP•ATION m ' A\ 01 . i4yUSF GYP C3OARD OI:CLIP / j :‘,.,:lii FOR CORNER DRYWALL � ��, CONDI11ON 2X6 FXTFRIOR FRAMING �1 ' --.- k r�16" 0.C, -----\ \ �I,�,\ DRYWALL _ I I . )16'.'''‘' - JACK 5TUP OR TRIMMFR5 AT OPFNINGS "'� ' 51.IPFLOOR 1,30TTOM PLATES 51M SC110N = 1/2 - 1 -0" INi M02IA11 ft/WING t2i 1A1. - 1/2'' = I'-0" VLSI COA57 M51614 a GI?APt-IIC5,LLC MCKEE 15IGENCE I I'k:AV1 tON,OV 97007 15210 5W b N1U W0025 Cf,1GAIZO,Ok 97224 rpAMING 19I.AN5 - 1/4" - 1'-O'' _ 11 503-791-9:_'34 E:nrottaewc-dm,comW:wwv,we-dq,cam /'C`�yj to -/ — 20'_q" _— to I I I I 5tC110N - 1/4" - I'-O" tN4SrCOAST.PE5I6 &an9HiC5,1.1C MCKEE I:E51 ENCS ttAVEkTON,O 99007 15210 5W c&NTLE WOOt25 Cl,tl(Ag7,Gt2 91221 5C'1.10N - 1/4" - I'_O" 17:905-111-9251 I:rroftaCvwc-clq•c tr W vmw.wc-4cc i u•r,r cn;,is auisccw+na.ur, I.2-><:::11 ^11 STRUCTURAL CALCULATIONS Remodel PROJECT: McKee Residence 15210 SW Gentle Woods Court Tigard, OR 97224 for West Coast Design & Graphics, LLC Beaverton, OR 97007 02D PR©pr,. , t‘14-x. UCT 5�R �R�< � �79336PE� O OREGON ^ � James G. Pierson, Inc. �� Since 7'945 < �‘4\C)(•- � /VG INess"'s EXPIRES: 12-31-18 James G. Pierson, Inc. Consulting Structural Engineers 610 S.W.ALDER SUITE 918 PORTLAND,OR. 97205 (503)226-1286 FAX 226-3130 November 21,2018 Remodel Project located in Tigard, Oregon GENERAL DESIGN LOADS: Project is designed in accord with requirements of the 2014 Oregon Structural Specialty Code. For this location the following desa � apply: parameters Occupancy Category II Seismic Site Class D,Design Category D Roof Snow Load 25 PSF Roof Dead Load 15 PSF Floor Live Load 40 PSF Floor Dead Load 25 PSF Wind: 120 MPH EXP B (ASCE 7-10) Allowable Soil Bearing Pressure= 1500 PSF (Assumed) Design Summary: The following calculations are for a remodel located at 15210 SW Gentle Woods Ct in Tigard, Oregon. The remodel consists of removing several bearing walls at the lower lever and replacing them with new glulam and doug fir beams. Calculations are for gravity loads only, all other design by others. The techniques and principles of structural analysis used for these calculations conform to generally accepted standards of the engineering community. These design calculations have been prepared based upon architectural drawings furnished by client. 1\1\ - :1'‘1:11.1l.'!:1tf,1111.i",0 r.;... , tart/v.:my/0m:m tooybp...)tivieno.ni:a 147h-11;1,204i:,a . HO-li ' 1117/I - NOL 015 17Z:Et.i.i 210'MIX".12 5e.00M 1111'1V MS 01Z: 1 L00L6 210 li0J21:JAV11 3)N1a1C21.1119W )11'54-ir.IV219 1.1491511 Y.;%/0),. .;:.1M NO1L)15 E-1 f-1 i_............. 6, • . ut,-.,gr.., • .1, ........._ _.....,,,_ ! : r i 3 Vie__ q� — i�� 6 i 3 t t Ca m .+tea .. L.--& __ _ ._ -, , 1'z, , '_— _—__ • H' -.� - : - _ u • - h• f X.. 1 { " , _6, • Project Job no, James G. Pierson, Inc. Location Date Consulting Structural Engineers 320 S.W.Stark,Suite 535 Portland,Oregon 97204 Tel: (503) 226-1286 Fax:(503) 226-3130 dent Sheet no. ------ _. ,k>z a _A - - - - -►-J 1 4.-(' . - .. is-C`: A :- - i. • • §2i-- A _71;6V- #3t mss. A A. c ' : ; a w-,:'rte r,-, i r' .. -- -�•• t -- ,may - __ `{«§Ty..y,�-.. "�:'", '__tea` r-�•33, - --_ __ _ '� '—____ 1 T}.. - _ -L . a • 0 - __ t___ . -..__. ,}app M 1. +r' `- f . i''.9-Jud :k - .[.._. - --Lf _ 1 �tai is �- ' i Project job no. James G. Pierson, Inc. til. F Z - Y Consulting Structural Engineers Location Date 320 S.W.Stark,Suite 535 Portland,Oregon 97204 ' `�iz -"F 5 Tel: (503) 226-1286 Fax: (503) 226-3130 IIent Sheet no. a � - c titaiCt 1. x`0,444" -e LC,,4 PAR Ss.X'¢..� - --� --- — -- —-- — -' R'' CO CP • a € _3_. . r- p 4c a.— ,!..Y -€i` 'E.a 0 ...0, 't' t _ - $ -tea: - _ ! — .,i- tz g�`ii --_.44 4_.G Dt:F!_ P F 7-[_L!!"-. t -._._.—_ - _ -__- __- _ c`[ d ,;=iy Jr r F Project job no. James G. Pierson, Inc. fici, Location Date Consulting Structural Engineers . ,.x. ., _ , 320 S.W.Stark,Suite 535 Portland,Oregon 97204 �" °� 'teel r Tel: (503) 226-1286 Fax:(503) 226-3130 client Sheet no_ 6 1 t,TT.T Project Title: • Engineer: . Project ID: Project Descr: Printed:20 NOV 2018, 2:30PM Multipte �"Imple Beam File—Z'R1I3XtM M-YVOBF8 Nramiagcalculationsece Software copyright ENERCALC INC-1983-201a,8wid-10.1810 31-; , Lic.# Kt =05001 fi1S=, .;,-_,._,;?—_-_-,;.-7 ,, ' , :Licens _ ee JAMES G<PjERSON-IRR:_ Description : _ .� . ., . � - , __ , Wood:Beam Design :" BMI - Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 BEAM Size: 3.5x10.5,GLB, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-Pill 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 31.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 950.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: 0=0.0120, L=0.040 klft,Trib=13.0 ft Design Summary Max fb/Fb Ratio = 0.804 1 0(0 1560)L(0.52_0.) fb:Actual: 1 930.26 psi at 5.500 ft in Span#1 4,- ---____:_- _,11:7__7-1,--77--7-7--z-,:,==.-_- _,.=„,,, ,, Fb:Allowable: 2,400.00 psi34a,:i -s-,, .,.--_ j, ._-: ,,. . 7, Load Comb: +D+L+H 4 3.5x10.5 i, Max fv/FvRatio= 0.491: 1 11.0 ft fv:Actual: 130.00 psi at 0.000 ft in Span#1 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) 2 L Lr S w E H Transient Downward 0.283 in Total Downward 0.373 in Left Support 0.90 2.86 Ratio 465>360 Ratio 354 >240 Right Support 0.90 2.86 LC:L Only LC:+D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design :: BM2 Calculations per NDS:2012,IBC 2012,CBC 2013,ASCE 7-10 BEAM Size: 4x10,Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900 psi Fc-Prll 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 31.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: 0=0.0120, L=0.040 k/ft,Trib=6.0 ft Design Summary r --- _ _ Max fb/Fb Ratio = 0.568. 1 - o{o o7aa1 Lto 24x1 fb:Actual: 613.60 psi at 4000 ft in Span#1 . ,,.�- � a - ., Fb:Allowable: 1,080.00 psi - ” ; B . ,bYu Load Comb: +D+L+H ,.----1, _� .� 4x10 4 ' Max fv/FvRatio= 0.267: 1 ' fv:Actual: 48.09 psi at 0.000 ft in Span#1 8.0 ft Fv:Allowable: 180.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) 0 1 Lr S W E H Transient Downward 0.060 in Total Downward 0.080 in Left Support 0.32 0.96 Ratio 1594>360 Ratio 1199 >240 Right Support 0.32 0.96 LC:L Only LC:+D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: 1 Project Title: . Engineer: Project ID: Project Descr: Printed:20 NOV 2018, 2:30PM Multiple Simple Beam File=-Z•ia1l3XM-lMVOBFS-Ilrrarningcalculationsec6-.` ��{ Software capynghtENERCALC INC.1963-2018;:Build 101810.31 .�` 67 ;;? {60016 ":::.-e'=;;..--''''' _. k -- '''''-i•-;:".!.--;`.:.-----.' ' .: - .'icensee ifl�F . S:--Gi: I -.S e A Wood Beam Design : BM3 Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 BEAM Size: 4x10,Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Pril 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 31.210 pot Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0120, L=0.040 k/ft,Trib=2.0 ft Point: D=0.320, L=0.960 k @ 4.750 ft Design Summary Max fb/Fb Ratio = 0.956. 1 D(0 024o LLo o80J fb:Actual: 1,032.01 psi at 4.750 ft in Span#1 s Fb:Allowable: 1,080.00 psi Load Comb: +D+L+H s ` w " Max fv/FvRatio= 0.279: 1 .4 4x10 fv:Actual: 50.18 psi at 0.000 ft in Span#1 i 9.50 ft Fv:Allowable: 180.00 psi -- --Load Comb: +D+L+H Max Deflections Max Reactions (k) D L j,• a w E H Transient Downward 0.121 in Total Downward 0.163 in Left Support 0.31 0.86 Ratio 945>360 Ratio 699 >240 Right Support 0.31 0.86 LC:L Only LC:+D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood-Beam Design : BM4 Calculations:per NDS 2012;IBC 2012,CBC 2013,ASCE 7-10 BEAM Size 3.5x8.25,GLB, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade:24F-V4 Fb-Tension 2,400.0 psi Fc-Prll 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 31.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 950.0 ksi Applied Loads Beam self weight calculated and added to loads Unit Load: D=0.0120, L=0.040 k/ft,0.0 ft to 2.0 ft,Trib=7.50 ft Unif Load: D=0.0120, L=0.040 k/ft,2.0 to 7.0 ft,Trib=13.0 ft Point: 0=0.310, L=0.860 k @ 2.0 ft Design Summary (---- _ Max fb/Fb Ratio = 0.512. 1 fb:Actual: 1,229.58 psf at 3.127 ft in Span#1 D(0 090}L(0 30) D(0 1560 L(0 520) Fb:Allowable: 2400.00 psi �,4. `� '., Load Comb: +D+L+H4-A0 _ z µ E. Max fv/FvRatio= 0.425: 1 ..4 3.5x9.25 fv:Actual: 112.60 psi at 0.000 ft in Span#17.0 ft Fv:Allowable: 265.00 psi I Load Comb: +D+L+H Max Deflections Max Reactions (k) 0 L Lr S Al E H Transient Downward 0.082 in Total Downward 0.109 in Left Support 0.68 2.06 Ratio 1020>360 Ratio 769 >240 Right Support 0.64 2.00 LC:L Only LC:+D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: 8 Project Title: Engineer: ` Project ID: Project Descr: Printed:20 NOV 2018, 2:30PM i iii ad lifir. File=2:1R113XM-vuMv09F5-11framingaatc;lations.ecs:utpe.Sipie. Software copyright ENERCALc INC`.1983-2018,Build 101810 31 z ,-,: __ _4 _,, ,-.beg see JiAMEs P ,P1EIS,¢N.uktg; Wood Beam Design : BMS Calculations per NDS 2012,IBC 2012,CBC 2013,-ASCE`7-10 BEAM Size: 4x6,Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch : No.2 Fb-Tension 900.0 psi Fc-Pill 1,350.0 psi Re180 0 psiade Ebend-xx 1,600.0 ksi Density 31.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0si Ft p575.0 psi Eminbend-xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: 0=0.0120, L=0.040 k/ft,Trib=6.0 ft Unif Load: D=0.0150, S=0.0250 kift,Trib=13.0 ft Unif Load: D=0.0120 k/ft,Trib=9.0 ft Design Summary _ Max fb/Fb Ratio = 0.812 1 tp3, aikj> l fb:Actual: 1,092.05 pal at 2.000 ft in Span#1 �K .� Fb:Allowable: 1,345.50 psi p - -- � ; Load Comb: +D+0.750L+0.750S+H =»�`� '_._..� ,. t , , r ace Max fv/FvRatio= 0.467: 1 axe fv:Actual: 96.77 psi at 0.000 ft in Span#1 a.o K Fv:Allowable: 207.00 psi --- — __ Load Comb: +D+0.750L+0.750S+H Max Reactions (k) Q L- kr $ W Max Deflections Left Support 0.76 0.48 E H Transient Downward 0.024 in Total Downward 0.060 in Right Support 0.76 0.48 0.65 Ratio 1980>360 Ratio 801 >240 5 LC:S Only .C:+D+0.750L+0.750S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: