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i1- oo)._c'7 12� 7 , 0 sw tea(( BIvc( Ole sId 10175 SW Barbur Blvd Suite200B Portland, OR 97219 Gnn�ulr�nK_En�ineers__ —_ Ph: 503.892.9700 Fax: 503.892.9797 STRUCTURAL CALCULATION Project: Apex Industries Re: Rooftop Equipment Client: Ed Arthur Job No.: 11 -1040 Date: June 15, 2011 Pages 1 thru 20 and SK -I thru SK -2 contain the calculations and sketches for the rooftop equipment anchorage and framing design for Apex Industries located in Tigard, OR. This set of calculations is based on the loads and assumptions stated within the set. If these loads and assumptions are not correct, this set should be revised. R ip PR Op£ � FN01NEFR 9 109 71266PE � EGO N 4 8 K AMP EXPIRES: 6/30/11 Sm cmraf Construction .Management Engineering Drafting • • JOB: APEX INDUSTRIES i0175 sw Wxtw Bt d. SHEET NO.: OF 51. to 200P • • Pont503.892.9700 972 i 9 CALCULATED BY: DS DATE 6/15/11 ! Ph: . — Pax: 503.892.979 CHECKED BY: DATE _. . Consulting - -' - -- - - - -' —'— PROJECT NO.: / / - /040 PRO,1FCT INFORMATION • SEISMIC AND WIND DESIGN OF ROOFTOP EQUIPMENT .ANCI 0RAGE • AND ROOF STRUCTURE FRAMING AT APEX INDUSTRIES LOCATED IN TIGARD. OR. • Building Code: 2009 IBC • • • Seismic Design Criteria Wind Design Criteria SDS: 0.705 Wind exposure: B Importance, Ip: I .0 Wind speed: 95 mph ap: L Importance, Iw: i . 15 Rp: ; .O Roof height, h: 30 ft • • • • • • • • • • 7. JOB /& )C l N T... ak AZH CONSULTING ENGINEERS SHEET NO. 2- OF 1, - ? , . �.:' ; . � i J 1 0175 5W BARBUR BLVD. T , s SUITE 200e CALCULATED BY S DATE ,A.\ PORTLAND, OR 97219 -- --- I PH:_ 503.892.9700________ • FAX: 503.892.9797 CHECKED BY DATE CONSULTING ENGINEERS PROJECT NO. \ `- \ 0 M J E °iPhAEN ` mA, R.TV -1. 2TU - - '' IP1cAc ) ', L y . t F -- Io sg- (/ A.X gy, "-c"..N, 1 , 1� g, S/ I)s - )2 �c'7 /-"Ax l.*- C �, \! . Q ?. � ^.L C..... - -i I G u 4; :. µ = zy Mix '- 1 P-- 1 C...x.) 5 - re:› _ o' rRx 1 �JC`L IJC� E C 1�P3=C ) 1.3 IT 1 c.) RP _. -) Gc.0 L , -'- - C_I y o7- - •-_•- •..1>._ IC- (5 l" ' t V 1 ..1. 4 fa.- d • . • • 2 I- Al .% ,r,! _ci.;) bx '.2 C':i jr Y P. ` nV1` t\ c1 — -- Ne1-> TeTv /G0 .. 1031 . M•11 I 1. r 0 F 7 P A M'/ -- ---- : A , ,-i.: !....3 @ /,)- c.,) ! h-� rr 71s,CTU. - CCN91RUCTION ■ANAGID.CNf - • 9C19MC CW.C1 • CNGINCC2IK 02ARN.G • • • JOB: APEX INDUSTRIES (L:Ve. '0. 75 5 : 5�v 32008 a•ar Blvd. SKEET No.: 3 or Pozu 972!9 CALCULATED BY: 05 DATE 6//5/1 I • Ph: 503c3.88 92.9700 Pay: 503.892.9797 CHECKED BY: DATE Consulting Engineers— PROJECT NO.: l / - 1040 EQUIPMENT DATA RLU 1. `•Np(max) = 1058 Ibs Wp(m!n) = 849 lbs L= 88.6 53.3 in h = 46.9 in Curb height, h2 = 24.0 in (maximum) Determine location of center of gravity: . Xcg = 44.3 in Ycg • 26.6 in Determine wind pressure area: A = L • (h + h2) / 144 = 43.6 ft • • • • • • • • Ed Arthur - Rooftop Units ' May 13, 2011 Unit Dimensions - 3 -10 Ton R-410A PKGD Unitary Cooling Rooftop l i Item: Al, A2 Qty: 2 Tag(s): RTU- 1,'RTU -2 ,—TOP PANEL 1 T EVAPORATOR - - --- ----- -- - -- — .— / . SECTION ACCESS PANEL CONDENSER FAN CONDENSATE DRAIN (ALT) /� 3/4 - -14 NPT DIA HOLE !l \�� CONDENSER COIL 11 ' 4 1/41 III • �L UNIT CONTROL WIRE 7B" DIA HOLE '1 011,1 I 27 518" / `Ss� \ \ \ �. . 47 7/8" - SERVICE GAUGE PORT ACCESS 1 318" DIA. HOLE 2 ELECTRICAL CONNECTION � - UNIT POWER WIRE (SINGLE POINT POWER WHEN HEAT INSTALLED) ; /' - ' AND COMPRESSOR ACCESS PANEL • THROUGH THE BASE . CONDENSATE 1..--- 518' 1. THRU -THE -BASE ELECTRICAL IS NOT STANDARD ON ALL UNITS. w 2. VERIFY WEIGHT, CONNECTION, AND ALL DIMENSION WITH — 1/8" INSTALLER DOCUMENTS BEFORE INSTALLATION " -..".■*■N r ---- 7 - r - --1 • ' �U O v/ 1 { � ; 1 � ► r/1J�� 32 118' ` SUPPLY 33� RETURN 1 = - -,� - - -- ,- . . l 17 9 7/8• 1_17 1r2" ■ •• • • PLAN VIEW UNIT - DIMENSION DRAWING T I 11 ORIZONTAL RETURN 32 1/4" 46 [/8 AIR FLOW O O I SUPPLY :3171 � �I 4 3/4" t I 5 518" I�L�r — 1 I P q I I I 4 U4"--.- i -19 114" - .93/8" - 16 3/4" - 13 7B" ' I S 5/6 "-- .88 518" - - 7 5/8" ' CONDENSATE 531 /4" � I PACKAGED COOLING - , -, DIMENSION DRAWING • FLO = Furnished by Trane U.S. Inc. / Installed by Equipment Proposal Page 3 of 12 Others JOB: APEX (NDU5TRIE5 '0175 5w 93rbor 51v0' SHEET NO.: G J OF °–uite 2005 • Pornari.OR 97219 CALCULATED BY: D5 DATE 6/15/1% \ 'n: 503.592.9700 -- Paa. 503.592.979 CHECKED BY: DATE — - - --- — -- Consulting Engineers PROJECT NO.: / / -/ 040 I ATERAL ANALYSIS THE LATERAL LOADS DUE TO SEISMIC FORCES ARE DETERMINED USING THE REQUIREMENTS OF THE 2009 INTERNATIONAL BUILDING CODE (2009 IBC) Fp'= 0.4ap Sds /Rp'[ I +2'[z/h }]'Wp'0.7 Fpniin 0.3• Sds `lp'Wp•0.7 Pp max = I .6 • Sds • Ip ' Wp • 0.7 I 0.7 factor for allowable stress desian Fv= 0.2• Sds •Wp'0.7 I INPUT DATA ap: in- structure component amplification factor = 2.5 Sds: seismic coefficient = 0.705 I importance factor = Rp: component response modification factor = • 6 z: component attachment elevation from grade = h: structure roof elevation from grade = I z/h = CALCULATIONS Pp• = 0.247 Wp Fp min = 0. 148 Wp Fp max= 0.790 Wp Pp = 0.25 Wp (controlling Pp (ASD) I Fv = O. I 0 Wp (ASD) • r Conterminous 48 States 2009 International Building Code Latitude - = - 45 - 427852 Longitude = - 122.764433 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa .= 1.0 ,Fv = 1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 0.942 (Ss, Site Class B) 1.0 0.338 (S1, Site Class B) Conterminous. 48 States 2009 Internationar_Building Code Latitude = 45.427852 .• Longitude = - 122.764433 Spectral Response Accelerations SMs and SM1 SMs =Fax Ss and SM1 =FvxS1 Site Class D - Fa = 1.123 ,Fv = 1.723 Period Sa (sec) (g) 0.2 1.058 (SMs, Site Class D) 1.0 0.583 (SM1 Site Class D) . Conterminous 48 States 2009 International Building Code Latitude = 45.427852 Longitude = - 122.764433 Design Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class D - Fa = 1.123 ,Fv = 1.723 Period Sa (sec) 0.2 1.705 *s, Site Class D) 1.0 • -; • (SD1, Site Class D) • • • 4). ASCE7 6.5.13, Design Wind Load on Open Buildings and Others Structures • 7 F = q G C, A Eq. 6 -25 qZ .00256 K K K V I Eq. 6 -15 • Ht. z at the centroid of area Af = 30 ft Exp = B Exposure coefficient K 0.70 6.5.6.6, T -6 -3 for MWFR — -- - - Topography-factor- K1 = -1:00 6.5.7.2. -.. Directionality factor Kd = 0.9 Table 6-4 Wind Speed V = 95 mph Importance factor 1.15 Table 6-1 q = 16.74 psf Gust Effect factor G = 0.85 6.5.8 Force coeff C, = Figure 6-18 through 6-22 Design wind pressure. F /A, 7 18.50 psf • • • • ,1 JOB: APEX /NDU5TR/E5 8 75 Sw Baro r ��wn. St1EET NO.: OF Bute 2088 ^Orlian . OR 97219 CALCULATED BY: D5 DATE 6/l5// / • Pn: 503.892.9700 Fax: 503.892.9797 CHECKED BY: DATE Consultiiij Engineers PROJECT NO.: / / - /040 WIND VS. SEISMIC Wind Force = 18.50 psf X 1 .9 = 35.2 psf Seismic Force = 0.25 x Wp Unit Wind pressure area (ft WT. (Ibs) . Fwind (Ibs) Fp (Ibs) RTU- 1 . • 43.G 1 058 1 5.33 2G I WIND GOVERNS JOB: APEX /NOUSTR /ES \ \ O i %5 5W Barnur Blvd. SKEET NO.: OF .{� Su�cc 2008 / j Port und.OR 972!9 CALCULATED BY: D5 DATE 6/15/I / \ \. Ph: 903.992.97OO Par: 503.992.979 CHECKED BY: DATE Consulting — - - — - -- - ^' PROJECT NO / 1 - 1040 - -- - -- - EQUIPMENT OVERTURNING ANALYSIS RTU- I Equipment Data o Wp(max): 1 055 lbs L: 56.0 in (curb length) 1' e W w: 52.0 in (curb width) Cgv h: 70.9 in hag: 35.4 in -j= Cg l' Fwind 1 533 ibs Fph = 261 ubs Xcg = 44.3 in Yag = 26.6 in Compute RPaction5 • Mot = Fwind•hcg = 54334 m -lbs Mr = Wpw / 2 = 27505 in-lbs • Cmax = Mot / w + Wp'Ycg / w = 1 587 1125 ==> compression • • Tmax = (Mot - 0..6Mr) / w = •27 Ibs ==> tension . • Vmax = Fwind / 2 = 767 Ibs ==> shear Distributed Loads Applied at Long Edge of Curb: w = Compression load (side A) = Cmax / (2`Xcg) = • 2 1 5 plf w = Tension load (side B) = Tmax / (2'Xcg) = 99 plf w = Shear load (side A and 5) = Vmax / (2'Xcg) = 104 plf • JOB: APEX IN0U5TRIE5 01755WBarburenv. SHEET NO.: 1e) Or SNtc 2008 Pa:b:d. OR 9729 CALCULATED BY: D5 DATE 6 //5 // l Ph: 503.892.9700 Far: 503.892.9797 CHECKED BY: DATE — — C iii iVtin� Fn iaeers — — -- -- PROJECT NO.: / 1-1040 • EQUIPMENT OVERTURNING ANALYSIS -- Wp(min) RTU -I Ec(uipment Data Wp(min): 849 Ibs L: 86.0 in (curb length) 1 a w vd: 52.0 in (curb width) C9 v h: . 70.9 in • hcg: 35.4 in • }= Cgx • Fwind 1533 !I's Fph = 261 ibs • • Xcg = 44.3 in Ycg = 2G.6 in • Compute, Reactions Mot = Fwind'hcg = 54334 in Mr = Wp / 2 = • 22074 in - 1195 • Cmax = Mot / w + Wp'Ycg / w = 1 480 .Ibs =_> compression Tmax = (Mot - 0.6Mr) / w = 790 •Ibs = _ > tension Vmax = wind / 2 = • 767 lbs =_> shear • • • • Distributed Loads Applied at Long Edge of Curb: w = Compression load (side A) = Cmax / (2'Xcg) = 200 plf w = Tension load (side B) = Tmax / (2 = 107 plf w,� = Shear load (side A and B) = Vmax / (2'Xcg) = 104 plf • - j JOB A;7-c !NCUS i IzIE i AZH CONSULTING ENGINEERS SHEET NO. I \ OF • - - - 10 175 SW BARBUR BLVD. r _ li I SUITE 20013 CALCULATED BY T �� DATE 6 t PORTLAND. OR 97219 _ — .. _ PH: 503:892:9700 __.__-- _._.— ....— _— _.._. — FAX: 503.892.9797 CHECKED BY DATE CONSULTING ENGINEERS PROJECT NO. I I 1 0 9 J i E;:,c. i o1 , - w= cr S Frro c' ra. rc New ,1"0 "'i`'C- -.1 ' ;1__ T „... , . v .:,_. • _ ` 7 �J ' i I , _ :. . _, I __- C. -3 V� �' 7 :M } z w , • 1�r \ Q.C. 1 YI ,uOu r. - T-- = -_7 pt u 2 2 l4 �� y„ X67 ` ' L,,l -_-_- a, Li . . . . . . . . ____. i • ., . . . . A). \ 1-. .\• - k ‘ 1- ----- . 3 0 2 C,-'6 , C,. - /c Z , 11...., c7 kit =: c �� o..3 , c;. r , 5 ” / Z, --g C6 _ / a PD 5 .20o5 T // .� -+ 2 I i 3 U " 2 ` = 1 u 1. f b � _ �o g 1,3 = s %.. ..2 693 t3 2 ©g 331 ? po< ' Jkk , ra _ . ± • • CO4,1RUCTION MAfAGOACM • • SOSMC GRACING. • CNGINURI44 LRARUi.. • • . . . , . . . . . . . . . .. .. . . • .. . . . JOB c 6: X I &--) E: r.7.S if ' AZH CONSULTING ENGINEERS SHEET NO. OF U SW BAR BR BLVD. ' 'A(' SUITE 200B PORTLAND. OR 97219 CALCULATED BY r;) 5. DATE (D A ! -- -- RW-503.892.9.700 _ FAX: 503.892.979 CHECKED BY -. - DATE - CONSULTING ENGINEERS ■ , PROJECT NO. : _ !3:- vL gc)OF F..4,-..ki,G1-., . .-,,,,,;.>, ' M /587 . i --) / .1.1— L. •:>-•"," MI , ^ 1 = 0 . ' 1 / \ I". , ‘..)t.....,v, ( € ■ G.-.7 •, • .14.. \ V r. , ,Ay = - 7(0 ) ... ---- , -- - 1-- \ to ) . , , .,.., i 2 . ! s...)FoK ... -."---k ) i J . r •t :. )(..), , 1 ••• Pt) C]7' 1.... 0 j0:".. S '• - 1- C" A r: er•:- C.. ■ I e 1 ... ---______,......._______..... . „ . ,...., s .. , ,-, ....: - •.,-, 1,-- - r .'-- - a P z-L 1 .>" L , 17 ....-, F - i 1 ..-_- 2 c.). pS, -4 , D 4- 0.. - 7 c L . , + c). (Ai . - SL ...-- 2 p.4 --). e - c ‘. .. ! . . . ...._____ , . `- ?‘ x , P 5 ..": f (:" p(ir • -,-___--) -5.-e:," c_ ,_,.._....,...,.... ok ,...„ ,....,,,....,„ ,,,,...,,A,,.....„.. ,,,,.. ..,,, ..„...,....„„, .... ,.. :...."*... A i s K f ,...,c: - L_) s . L. -- g ) N. 2_,0 pi: = 2.06 p! -... . '- f.:;_er c: ..:11_ I 1..5.: s c: . :. :.:.,.., " '5 ;•-•••-,, TT" . --, " 2.0 I tss L.) 5:- "1- Ai /4 u 6/ 0 FA-CC: AA c= u.krr A/A/JE" . t ' ) / . /V — I in d F4c= k fr - I.E)( :: • SIR uCTI.07,1 • CONSTRuCropu w,......•541 . • 7E15 BRA0 • - et•GIN:Zr.m.:. or... - To specify your title block on Title : Job # these five lines, use the SETTINGS Dsgnr: Date: 1153PM, 15 JUN 11 13 Description : main menu selection, choose the Printing& Title Block tab, and ent Scope : your title block information. ' Rey 550100 Page 1 - -- __ . .; _wer..10V:05 52t. Ver5 : 5.0,25 - sep_2001 • . _General Beam I tc ENERCALC NERCALC Engineering Software - - - ----- c:ldocuments•and Mdesignerldesktoplec • -- Description Existing 6x12 x 20ft span (D + S) • I General Information . Calculations are designed to 1997 NDS and 1997 UBC Requirements a -:- m +•.,_;..... ::... v. - ..��•.wa .:.a ,...,"a.:�,:, - -,.R. . cr.c. - ;a....m......vx,..x .+....r.�,,, -c2 ... ..,. ,:.. _:. r,.u. _:..zrw ... •.. - ,a;� .a., .. .r ....._..,.... ✓<:,.:,.z.�.�. r.•,r...:w Section Name 6x12 Center Span 19.75 ft Lu 1.00 ft Beam Width 5.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 11.500 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 Fb Base Allow 1,350.0 psi Load Dur. Factor 1.150 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi E 1,600.0 ksi `Full Length Uniform Loads Center DL 96.00 #/ft LL 160.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL • # /ft LPoint Loads Deed Load a 265.0 lbs 265.0 lbs lbs lbs lbs • lbs lbs • Live Load lbs lbs lbs lbs lbs lbs lbs ...distance 6.417 ft 13.583 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft r Summary w Beam Design OK Y; n, rrn: r_. n,. �;;, aw:. r .•�:::,::.�;as:v_;rars�:';:ri° Span= 19.75ft, Beam Width = 5.500in x Depth = 11.5in, Ends are Pin -Pin Max Stress Ratio 0.903 : 1 Maximum Moment 14.1 k -ft Maximum Shear * 1.5 3.8 k Allowable 15.7 k -ft Allowable 6.2 k • Max. Positive Moment 14.15 k -ft at 9.875 ft Shear: @ Left 2.79 k Max. Negative Moment 0.00 k -ft at 19.750 ft © Right 2.80 k • Max © Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @Center 0.605 in Max. M allow 15.67 @ Right 0.000 in • Reactions... I fb 1,400.59 psi - fv 60.56 psi Left DL 1.21 k Max 2.79 k Fb 1,550.85 psi Fv 97.75 psi Right DL • 1.22 k Max 2.80 k • Deflections � � • , Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.404 in -0.895 in Deflection 0.000 in 0.000 in .- .Location 9.875 ft 9.875 ft ...Length /Deft 0.0 0.0 ...Length /Deft 587.3 264.91 Right Cantilever... Camber ( using 1.5 • D.L. Defl ) ... Deflection 0.000 in 0.000 in © Center 0.605 in ...Length /Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in • To specify your title block on Title : Job # these five lines, use the SETTINGS Dsgnr: Date: 1:53PM, 15 JUN 11 Ili Description : main menu selection, choose the . Printing & Title Block tab,, and ent Scope : • your title block information. user: Kw-0602521, Vet. 5._5,0. 25-Sep:200t ' Rev: 55431°° G Page 2 Ti mber ra! Tier Beam _ -- l (^) -20°1 ENERCAi Engineering Softwaie - - -- c:�documents•and settingskiesignerkiesktop1ec ' Description Existing 6x12 x 20ft span (D + S) • Stress Calcs I Bending Analysis Ck 26.035 Le 2.059 ft Sxx 121.229 in3 Area 63.250 in2 Cf 1.000 Rb 3.066 CI 0.999 Max Moment Sxx Req'd Allowable fb • @ Center 14.15 k -ft 109.48 in3 1,550.85 psi @ Left Support 0.00 k -ft 0.00 in3 1,552.50 psi @ Right Support 0.00 k -ft 0.00 in3 1,552.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 3.82 k 3.83 k • Area Required 39.084 in2 39.187 in2 Fv: Allowable 97.75 psi . 97.75 psi . Bearing @ Supports • Max. Left Reaction 2.79 k Bearing Length Req'd 0.812 in Max. Right Reaction. 2.80 k ' Bearing Length Req'd 0.8.13 in ' Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00k -ft 2.79 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00k -ft 0.00 k 0.0000 in • • • • • To specify your title block on Title : Job # • these five lines, use the SETTINGS Dsgnr: Date: 1:53PM, 15 J 11 � Description main menu selection, choose the Printing & Title Block tab, and ent Scope : ' your title block information. Rev. 550100 Page 1 Ozer: Kw 0602571. Vat 5 = 001 General Timber Beam -- - - - I - (c) 1983 - 2001 ENERCALC Engineenng.Software - - -_ _ _ _ __Odocuments and setlings(desi9ner\desktop\ec __. _ St 11n1 : Description Existing 6x12 x 20ft span (D + W) General Information Calculations are designed to 1997 NOS and 1997 UBC Requirements Section Name 6x12 Center Span 19.75 ft Lu 1.00 ft Beam Width 5.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 11.500 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 Fb Base Allow 1,350.0 psi Load Dur. Factor 1.150 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi E 1,600.0 ksi Full Length Uniform Loads Center DL 96.00 #/ft LL #/ft • Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft • Point Loads - Dead Load 794.0 lbs 794.0 lbs lbs v lbs lbs lbs lbs ' Live Load lbs lbs lbs . lbs lbs lbs lbs ...distance 6.417 ft 13.583 ft 0.000 ft 0.000 ft • 0.000 ft 0.000 ft 0.000 ft • Summary • . • B eam Design OK - - I Span= 19.75ft, Beam Width = 5.500in x Depth = 11.5in. Ends are Pin -Pin • Max Stress Ratio 0.618 : 1 • Maximum Moment 9.7 k -ft Maximum Shear * 1.5 2.5 k • I Allowable 15.7 k -ft Allowable 6.2 k Max. Positive Moment 9.68 k -ft at 9.796 ft Shear: @ Left 1.73 k • Max. Negative Moment 0.00 k -ft at 19.750 ft © Right 1.75 k . .. • • Max © Left Support 0.00 k -ft • Camber: © Left 0.000 in ' Max @ Right Support 0.00 k -ft @ Center 0.931 in • Max. M allow 15.67 @ Right 0.000 in Reactions..: fb 957.90 psi N ' 39.39 psi Left DL . 1.73 k Max : 1.73 k . i Fb 1,550.85 psi Fv 97.75 psi Right DL 1.75 k Max .. 1.75k • . ^ -_ -. Deflections _ Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.621 in -0.621 in Deflection 0.000 in 0:000 in ...Location 9.875 ft 9.875 ft ...Length /Defl 0.0 0.0 ...Length /Deft 381.7 381.69 Right Cantilever... Camber ( using 1.5 ' D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.931 in ...Length /Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in • To specify your title block on Title : Job # these five lines, use the SETTINGS Dsgnr: • Date: 1:53PM, 15 JUN 11 Description : • main menu selection, choose the Printing & Title Block tab, and ent Scope : your title block information. Rev: 55 0100 i I u6er .Kwoeo2521,ver Sep2 General Timber Beam Page 2 � c)t983.200i ENERCALC Engineerinq'Software c:rdocuments and settin sldesi nerldeskto 1ec -- • Description Existing 6x12 x 20ft span (D + W) Stress Calcs . ,,. w x u Bending Analysis ' Ck 26.035 Le 2.059 ft Sxx 121.229 in3 Area 63.250 in2 Cf 1.000 Rb 3.066 CI 0.999 Max Moment Sxx Req'd Allowable fb • @ Center 9.68 k -ft 74.88 in3 1,550.85 psi • @ Left Support 0.00 k -ft 0.00 in3 1,552.50 psi @ Right Support 0.00 k -ft 0.00 in3 1,552.50 psi Shear Analysis @.Left Support @ Right Support Design Shear 2.46 k 2.49 k Area Required 25.181 in2 25.489 in2 Fv: Allowable 97.75 psi 97.75 psi Bearing @ Supports ' • Max: -Left Reaction 1.73 k Bearing Length Req'd 0.504 in . Max. Right Reaction 1.75 k Bearing Length Req'd : 0.510 in Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 1.73 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in • • To specify your title block on Title : Job # 1 these five lines, use the SETTINGS Dsgnr: Date: 1:53PM, 15 JUN 11 Description : main menu selection, choose the Printing & Title Block tab, and ent Scope : • your title block information. Rev 550100 Page -_ _ _ _ _;U - ser_ KW .05025:t.Vo _ ... _ - ._ General Timb.eLB @afTl I Ic;t983i00t ENERCALC Engin S c:ltlocuments antl sWesi nendesk tec ' Description Existing 6x12 x 20ft span (D + 0.75S + 0.75W) I General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x12 Center Span 19.75 ft Lu 1.00 ft Beam Width 5.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 11.500 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 Fb Base Allow 1,350.0 psi • Load Dur. Factor 1.150 Fv Allow 85.0 psi • Beam End Fixity Pin -Pin Fc Allow 625.0 psi E 1,600.0 ksi Full Length Uniform Loads . Center DL 96.00 #/ft LL 120.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever • DL #/ft LL #/ft • 1 Point Loads - 1u,,. Dead Load 794.0 lbs 794.0 lbs lbs lbs lbs lbs lbs • Live Load lbs lbs lbs lbs lbs lbs lbs ...distance 6.417 ft 13.583 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft • F Summary Beam De sign OK Span= 19.75ft, Beam Width = 5.500in x Depth = 11.5in, Ends are Pin -Pin Max Stress Ratio 0991 : 1 Maximum Moment 15.5 k -ft Maximum Shear * 1.5 4.1 k Allowable 15.7 k -ft Allowable 6.2 k i Max. Positive Moment 15.53 k -ft at 9.796 ft Shear: @ Left 2.92 k Max. Negative Moment 0.00 k -ft at 19.750 ft @ Right 2.94 k Max @ Left Support 0.00 k -ft Camber. @ Left 0.000 in • • • Max @ Right Support 0.00 k -ft @ Center 0.931 in Max. M allow 15.67 • @ Right 0.000 in Reactions... • fb 1,537.02 psi fv 64.80 psi Left DL 1.73 k Max 2.92 k • Fb 1,550.85 psi Fv 97.75 psi Right DL 1.75 k Max 2.94k I Deflections ANIZIZZIF Center Span... Dead Load Total Load • Left Cantilever... • Dead Load Total Load Deflection -0.621 in -0.989 in Deflection 0.000 in 0.000 in ...Location 9.875 ft 9.875 ft ...Length /Dell 0.0 0.0 • ...Length /Deft 381.7 239.58 Right Cantilever... Camber ( using 1.5' D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.931 in ...Length /Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in To specify your title block on • •Title : Job # these five lines, use the SETTINGS Dsgnr: Date: 1:53PM, 15 JUN 11 1C /S Description : main menu selection, choose the Printing & Title Block tab, and ent Scope : • your title block information. I Rev: 550100 P 2 _ u,1r:.06 0252+. Car 5.5 0. zssec?oCt _Ge.n B eam __ - (0983.23- 200f ENERCALC Engineering Software " - - -cAdocuments and settin s \desi nerldeskto \ec- — Description Existing 6x12 x 20ft span (D + 0.75S + 0.75W) i Stress Calcs • Bending Analysis Ck 26.035 Le 2.059 ft Sxx 121.229 in3 Area . 63.250 in2 Cf 1.000 Rb 3.066 CI 0.999 Max Moment S o Reg'd Allowable fb @ Center 15.53 k -ft 120.15 in3 1,550.85 psi @ Left Support 0.00 k -ft 0.00 in3 1,552.50 psi • @ Right Support 0.00 k -ft 0.00 in3 1,552.50 psi ' Shear Analysis @ Left Support @ Right Support Design Shear 4.07 k 4.10 k Area Required 41.619 in2 41.928 in2 • Fv: Allowable 97.75 psi 97.75 psi Bearing @ Supports Max. Left Reaction 2.92 k' . Bearing Length Req'd 0.849 in Max. Right Reaction 2.94 k Bearing Length Req'd 0.854 in Query Values . M, V, & D @ Specified Locations Moment Shear Deflection • @ Center Span Location = 0.00 ft 0.00k -ft • 2.92 k 0.0000 in • @ Right Cant. Location = 0.00 ft 0.00k -ft 0.00 k . 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in . • • • To specify your title block on Title : Job # f"/ these five lines, use the SETTINGS Dsgnr: Date: 3 :22PM, 15 JUN 11 Description : main menu selection, choose the Printing & Title Block tab, and ent Scope : your title block information. Rev: 550100 User: 1 User: Kw- 0802521. V« 5.5.0. 25-Sep-2001 eering 00 i ___ _ General T Beam (c) 1983 - 2001 -ENERCALC-Englneering'Software - -- - -Oclocument5 and -settings\desiq ner\desktop \ec- --- . • Description New framing (D + S + W) 1 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements • Section Name 6x10 Center Span 8.00 ft Lu 1.00 ft • Beam Width 5.500 in Left Cantilever ft Lu 0.00 ft • Beam Depth 9.500 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.2 Fb Base Allow 875.0 psi Load Dur. Factor 1.150 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi E 1,300.0 ksi Full Length Uniform Loads Nenzuesmi Center DL 120.00 #/ft . LL 200.00 # /ft ._. , - Left Cantilever DL . #/ft LL #/ft Right Cantilever DL #/ft LL #/ft _ Point Loads r Dead Load 1,587.0 Ids lbs lbs lb s is lbs lbs Live Load lbs lbs lbs lbs lbs lbs lbs ...distance 4.000 ft 0.000 ft • 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft B Design OK 1 Span= 8.00ft, Beam Width = 5.500in x Depth = 9.5in, Ends are Pin -Pin . Max Stress Ratio 0.827 : 1 • Maximum Moment 5.7 k -fl Maximum Shear * 1.5 2.7 k i i Allowable 6.9 k -ft Allowable 5.1 k • • Max. Positive Moment 5.73 k -ft at 4.000 ft Shear: @ Left 2.07 k ' Max. Negative Moment 0.00 k -ft . at 8.000 ft @ Right 2.07 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in • • Max @ Right Support 0.00 k -ft @ Center 0.118 in @Right 0.000 in • Max. M allow 6.93 Reactions... ' • fb . 831.73 psi : fv 52.47 psi Left DL 1.27 k . . Max 2.07 k Fb 1,005.55 psi Fv 97.75 psi Right,DL 1.27 k - Max 2.07 k • - -^ Deflections -- - --- - .- -- _ __. .. i• Center Span... Dead Load Total Load Left Cantilever... • Dead Load 'Total Load Deflection -0.079 in ' -0.115 in Deflection 0.000 in 0.000 in ...Location 4.000 ft 4.000 ft ...Length /Deft 0.0 0.0 ...Length /Defl 1,216.6 834.87 Right Cantilever... Camber ( using 1.5' D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.118 in ...Length/Defl 0.0 0.0 © Left 0.000 in @ Right 0.000 in • To specify your title block on Title : • Job # these five lines, use the SETTINGS Dsgnr: Date: 3:22PM, 15 JUN 11 20 Description : main menu selection, choose the Printing & Title Block tab, and ent Scope : .. . - your title block information. • Rev 550100 Page 2 _ - i _({er; KW- Ver 5.5.0. 25- Sep2o01 General Timber Beam__ _. ._. icyjaro -20o ENERcACC E"n jine software ' 'c: tdocuments - and setting Mesignendesktoptec - - • Description New framing (D + S + W) Stress Ca lcs x Bending Analysis Ck 29.150 Le 2.059 ft Sxx 82.729 in3 Area 52.250 in2 Cf 1.000 Rb 2.786 CI 0.999 Max Moment Sxx Req'd Allowable fb @ Center 5.73 k -ft 68.43 in3 1,005.55 psi @ Left Support 0.00 k -ft 0.00 in3 1,006.25 psi @ Right Support 0.00 k -ft 0.00 in3 1,006.25 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.74 k 2.74 k Area Required 28.047 in2 28.047 in2 Fv: Allowable 97.75 psi 97.75 psi • . Bearing @ Supports Max. Left Reaction 2.07.k . Bearing Length Req'd 0.603 in Max. Right Reaction 2.07 k Bearing Length Req'd • 0.603 in ' Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 2.07 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in • @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in • • • • r / EQUIPMENT OUTLINE . i / EQUIPMENT TO CURB CONNECTION (BY OTHERS) _JL 1 V CURB (BY OTHERS) '' (E) TAG - z; DECKING `. 2 i 7^ /a" X 4" LAG SCREWS @ 24" O.C. Fr) ` (A SIDES) /' ;t \� .1)14 \ ° I I/2" MIN. • 4\// GY. 2, Ax .. I , N 1 / \ TYP. \ �--SIMPSON MUG W/ 18 - �GX10, TYP. • NAILS FACE it 8- I Gd NAILS JOIST, • TYP.ATEACHENDOFNEWGXIO • • 8' -0" MAX — -I I < , 9 ,0 PROFESS SECTION VIEW •'" c`� c NG 1 NEE o� 2 3/4" = 1' -0" c 71 266P `l ' i � .• EGON _ STRUCTURAL DRAWINGS DRAWING INFORMATION ,gyp N -, '- DRAWING ALE: 9 A- • 10 � N INDUSTRIES DRAWN BY: DS 11 -1040 ly B K AMP y1 CHECKED 5/ BY: SHEET No ('n,,.,,, m tp..,,, r. TIGARD. OR DATE: 6/15/201 1 ' — DATE: REVISION 1: • EXPIRES: 6/30/1 1 10175 S► Bmws 19d Sh 2003 Portlmu( OR 97219 DATE: REVISION 2: SK- 2 PA 501390700 h 907.192.9797 SCALE: • • 20' -0" MAX I 7' -4 5/8" I . I I i I I (E) GX 12 I (VERIFY # I OR BTR.) I 1 I I EQUIPMENT OUTLINE . I 1 . /t � Q j = , NEW GX I 0 D.F. #2 OR BTR., I I - I RTU / TYP, OF (4) I O in I I MAX WT= 1,058 LDS 1 • 1 I a I i I (E) GX 12 ,.I I (VERIFY #I ORBTR. I 2 -.EXISTING GLULAM BEAM. I r TYP. (DY OTHERS) I .. I I • • E D . PLAN VIEW TYPICAL RTU • 1/4" = 1' -0" c op PR OFE S �`��LNGI S / 04, ' 71266PE • r e aA STRUCTURAL DRAWINGS DRAWING INFORMATION JOB No DRAWING FILE: 9 63 7 15 10 , ti� - INDUSTRIES DRAWN BY: DS 11 -1040 CHECKED BY: q B K tkpl,F, C"n,yuin. En;/age's TIGARD. OR DATE: 6/15/2011 _ SHEET Na • DATE: REVISION I: EXPIRES: 6/30/11 '0175 SY Berber Bma 5n t°°° Pcollnnd. OR 97219 DATE: REVISION 2: $K I P4 50341L1700 h SOS21L1717 SCALE: V. — #12 "TRAXX" BY ITW BUILDEX . - • -,- . j - - — (2) MINIMUM PER . I SIDE. - . N ROOF TOP Q 1" G.I. CLOSURE HVAC UNIT FLASHING W/ SCREWS — PER PLANS. ® 8" O.C. 1" WIDE BUTYL 1 o /�� SEAL TAPE N M i i .. Li "MICROMETL" FULL ` PERIMETER, KNOCKED —DOWN BI —LEVEL ►. ' ROOF CURB. CONTINUOUS G.I. CANT I . STRIP FLASHING. (1) i ROOF DECK - col . . PER PLANS. 0 o , . ce I - #12 "TRAXX" BY ITW - BUILDEX © 36" O.C. MAX. 0 WITH (2) MINIMUM PER : n m ; SIDE. / ---1V . . ROOF FRAMING PER I a I STRUCTURAL- DRAWINGS. .0 N i • c � HVAC ROOF CURB NO SCALE [Page Too Large for OCR Processing]