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Specifications RECEIVED March 3, 2010 MAR 1 0 2 : CITY OF TIGARD BUILDING DIVISION STRUCTURAL CALCULATIONS FOR THE SOP2O(C)-- Luke Dorf Tigard Campus P�9Pz4O to_ ,k (Buildings A & B) City of Tigard A. 'roved Plans By °CI. Date 1e- 1 Ito TO BE CONSTRUCTED AT: t BV 11895 SW Greenburg RD g%ZSD C.E. Tigard, OR 97223 OFFICE COPY PREPARED FOR: Scott Edwards Architecture 2525 East Burnside Street Portland, OR 97214 ,`Z1/4 .O PROF-En Q c�� '72C517N2EF9 5 1°2•� PREPARED BY: , f.�-/ N � N E e ti� �'.o OREGON ryo° 1, t�`,Q AMBER�\ �� co ,, ��'Y G. W1��,\ �'� [EXPIRATION DATE: 3o-zo,o ) 2100 SW RIVER PARKWAY PORTLAND, OREGON 97201-4830 (503)223-6663 JOB # SEDW0000-0006 David Evans and Associates, Inc. PROJECT: SEDW0000-0006 1 2100 SW River Parkway LUKE DORF, BLDG.A B 8/13/2009 Portland, OR 97201 by: AVK 10:38 AM Dead Loads psf Roof Green Roof 40 1/2"PW Sheathing 1.5 Roof Framing 4 Insulation 1 5/8"Gyp. Board 2.5 Misc. 1 Total 50 psf Walls 2x6 @16`o.c. 1.5 Insulation 1 1x T&G(Interior) 2.5 1/2"Sheathing 1.5 Stucco 10 Total 16.5 psf Floor Finishes 2 Topping Slab 10 3/4"PW Sheathing 3 Wood Floor Framijng 5 5/8"Gypsum Finishes 2 Miscellaneous 3 Total 25 psf 2 • Project: SCCR00000-0001 Title: Job# p of Electric.Conduit Support Dsgnr: Date: 5:16PM, 10 AUG 09 • Description : Designer:AVK Scope: seool6 h ASCE 7-02 Earthquake Load Calculations user. 007 Page 1 L802 3-2007 ENERCALC Engineering Software Description Luke-Dorf Inc. Occupancy Category ASCE 7-02 Table 1-1, 2003 IBC Table 1604.5 "I" : Buildings and other structures that represent a low hazard to human life in the event of failu Occupancy Importance Factor = 0.00 ASCE 7-02 9.1.4 Seismic Use Group = ASCE 7-02 Table 9.1.3 Ground Motion ASCE 7-02 9.4.1.1, 2003 IBC 1615.1 • Latitude = 45.441 deg North Longitude = 122.775 deg West Location : PORTLAND,WASHINGTON County,OR 97223 Max.Ground Motions, 5% Damping,from USGS 1996 maps : S s = 1.067 g,0.2 sec response S 1 = 0.381 g, 1.0 sec response Site Classification ASCE 7-02 Table 9.4.1.2, 2003 IBC Table 16.15.1.1 "D" : Shear Wave Velocity 600 to 1,200 ft/sec = D Site Coefficients Fa& Fv ASCE 7-02 9.4.1.2.4, 2003 IBC 1615.1.2 (using straight-line interpolation from table values) Fa = 1.07 Fv = 1.64 Maximum Considered Eartquake Acceleration ASCE 7-02 Equation 9.4.1.2.4-1 &2, 2003 IBC Equations 16-38& 16-39 S Ms = Fa * Ss = 1.145 S M1 = Fv* S1 = 0.624 Design Spectral Acceleration ASCE 7-02 9.4.1.2.5, 2--3 IBC 1615.1.3 S DS= S MS* 213 = 0.763 SDI = SM1* 213 = 0.416 Seismic Design Category = ASCE 7-02 9.4.2.1, 2003 IBC 1616.3 (SDS is most severe) Basic Seismic Force Resisting System ASCE 7-02 Table 9.5.2.2, 2003 IBC Table1617.6.2 NOTE!See ASCE 7-02 for all applicable footnotes. Response Modification Coefficient " R' = 0.00 Building height Limits System Overstrength Factor "Wo" = 0.00 Category"A& B"Limit: Limit= Deflection Amplification Factor "Cd " = 0.00 Category"C" Limit: Limit= Category"D" Limit: Limit= Category"E" Limit: Limit= Category"F" Limit: Limit= 3 D DAVID EVANS ANOASSOCIATES INC' JN' Op���IOQ ` BY /✓ 7� DATE OO / JOB DESCRIPTION hi:LC -i f SHEET 3 OF SHEETS• CALCULATION FOR GF CHECKED BY DATE 3/0 _ /. ,S2GSrrl�� i��LGsys (/ e f�sCE ? -GS� 133 e,94r/vr9L//izf- /g/ e / faeces /2, ee7g ,e T = 6, foe ,vat/ f,e,9/-,7ga proa_< 4'- 5// v. SS1,1 F ,, 6y v CMS = / _ 5 - // '3 -- Sps - .� . - a?62 f,, S; = r� 6Ary sof 2/ 5 Ni e V/6 ,Ez,z e014-7/494 i -` S Z.4 G / 6 _At, 71/6./ o/967 /') = (2/9 cs a 0/ kGG/Z PLRoo - �O/'stt ' (35 ��35f 2k ,SSk f a -7)I- �s/73? x( 0S- X 1 LWeGls £ w =�q, 3U v"a3Sf A." ') X/SG=1L— 4 12/06/2006 I D 0 DAVID EVANS �j�J]�i�/pliQG-aOQ6- ANDASSOCIAT/ES INC. 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Ti.'C WI Fi CTf 9 aT.,AIUUwATaw AND 1E0.0. .,. I ORIERSIONS:VERIFY AU. ...13 Na ELEVATIONS,aM THE 3 TT OM H..E0 ' ,R I.REFERENCECNANICA ARO w0,ELECTRIC,ANO �n N aFR ORA.. 4 Oi 1w000 EAR050O o CONCRETE MEAMt 0 n. OP . .. FRE..ORA.SIRE.EE PRESNRnETREATEO.Au.ExTER loR faun ARE sot AT u.cc' 3nIMWALLS VMENE NOM.FOR THE STUD ORbE RIPER TO.,t.HE..8107.RUT MDT r C.TEOETO RE AA WHIN. ,WiA,E wlrq unO CONTRACTOR fti,L.COCRISHATE AMMON,WALL RJR.. ESP THICKNESS CONNECTORS CRD.C.OwNS O ON PLAN. • THAT EXCEED THE NC...RA,4 DAVID EVANS .wuww w9 AS SO C I ATE S!RR. NI.OEONTO ONRAi NET AL PER NHEORACRTEN Mao 3oN.�..1 Row Room, THIN OWRwMOA EROS POYRS 6.f.n 9I3Dt 0 HAP-P.c.sHEATHRIO TO DR.INRAING ON(TTF∎CAL wo)' P,ww:SO01ESOE8.3 It All STEEL LCUTE.0 OUTS.OF THE IPA..ENV•CPE WALE EE NOTOIPPEO Q.v...ono. 1 I I n mou �' IO ERRECORD io rwiHCU Ell.TO I • R ARWALLS fR THAN E E EwnHa 14.00R O ROOF SUPPORT. NOT EDR • i I PLAN KEYNOTES -- - .-- _-Fri——— OON OURS HF.Ew 0 I r o C.EACH SPAT • , R»E.>t'x yam • I A }--. .-_ �^ ———— —J� -- - — _--� -- -: ----- I'�zx la nr�E,.o,n.«�� v,..E.a -Rl •L — — _. ---- -- F— -- — ,n, /y� S O57,(rgRls xRE.AE Irr "o-c. AM I I r - 8 ® ©f XI ® , A O r,I /-1 �I ,moo } - luke aorf inc �I - a healing community . I� - LEGEND GE,r,k,'A4*duns SP.OPEC!.Cf Ve ARA ROOF SWARM.w of J .;, SE LUKE-DORF INC. I -me ® 7177)7777 ...Am an.PIFRA.KI CAMPUS wD1,TE3WC.PD,TCCELR.ERIC w FOR SUE DEVELOPMENT 1 li _`�, a� r3 wR�.R. DNN J "....... ......---oIT ° ,�,S (\affu�/, /�^�.,�/� ° w.E4ON 11995 SW GREENSURG RD. •l ® 0 Y �v % s pa na,+EM cn iw Tr:�nµms' TIGARD-OREGON 97227 IC - y� .aaTESSITN AL D3HE.RwALL.,ATH.a B — -n- -'V:li�E';'Gltl — — ;.- - -�.--'--- , AND NENrvER aHPARwNA �--- - —. C-'-- . ur[ E..Ti�QTEFOOR fnfA%N4,3 SHALL EE TTRE M' — �7 V' , I OF ' t 0 _-S rocATES nnnCTURAE.ENING ENaoR SNEARwAU BLDG A ENLARGED 0 L• I 0 —.. NOU.TES Marna wAU FLOOR FRAMING PINT • ® IB I © WV , woaAE3En3,owUfua . -' .._ SECTOR OW•MAR wNwERSNE ET NLwSER 1� 0 0 I © aR9 NO: 0543 9Ef ` Q/ ,I ngDORw;rNMeaE'�-rtnEar.c r SCHEME. FS*Nano 525405 - V PACH END OF EHEARNUU uN ESS I I I i ...owls UAON PUN.V,.O ,.NO HOU.. D9,.: 07.22.2099 REOLIIRED..01.00.1 SPECIFIER FIFE TYPICALLY LNSTALIE0 ABOVE ANR Mow FLOOR LEVEL TO RCUNE STUDS WM N 0 N �I I So*NO . . I. RPFERpCE61.1 FOR.rrCrUU.OENtRKNm.,Ma. 8 f C I1 119 C l U f 0 4 3 1- 2 1 I o. r :ua o AND E1EVAn1..NL 9r..j� MaNnen0R9-ND.. 3. FOR ALL PAM CRAW AM3 41141.REPERENCE 14044/4441.. 1•Mane.La Mu I PallateD.EMT..MD 11.4.1.003RAWN34. .. COMPACTOR rlrsbE.ru Poll NInR.OI19RE..10I-q. .. w aar 9. *ow 11.. CONED 113 00.411(114 WEAr.N OR wTr,r OP I I IMMarwEwuNPr..wnwm. .r a.a II .. WADD I1 ,O1ss'� I I 40164.4341.34 OOPS Rolla FFORnn wam....1 . r MAORIS$410441.w6xN.PEaw.9MVIZ 1.N. / .o ifl 10 qt.� I I a I I l !_ I i[G . 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LUKE-DORF INC. 77,77.7. .aun..>EPIIMA.O CAMPUS I DEVELOPMENT Y ! ® woctmwaoo b..cwlwr.Lr.run.D.l.Drc �4 ,t1� { .aExm.00 kW/MUM EU. {i� - I I. ❑ NRUn.N.aauw 1.�.. 116968W OREENDURG RD. • m NOM.wuD1DE.i.•Itm.nl w.u.w.uMIL ^ \t1 A' I { wc�LoDEDAarrt.PER rnewnennl.a MAR..OREGON 977!7 1L/Y ,, I i I.� .CM[OWOLALL IMIVILLAMUMI L• ValIM O 111.. .'' 1 _ . t 0N[..Mp1E000r11.rE ON MAIL MOT L .�-( .NON. EnwcTwRaNMN0 NOO11MMw/Y �,,'l +' I - VJ \Q .. Mount arMOLW.1..NW. eIADeENUADEO I I I RocwrtEEm ND w� FLOOR FRAMING PLAN `` I#;• .. ./:l ��PI 0 530 cur.DMA 4. Aid., —1g,I .o TV Ta. _ - - _ 1 11 !a9 ND. 0616 T. • I 1 .& .rww.0 n..Ea-NrerOCEMM.Raa vMwE I. SOON N.N4.mimeo.at awwrdRt f9.NOD.: !26.099 MO GQ�ry 1 II p M4OOmNOECUR.4G1ERD01,1 Oa JaMIN l ' 00.Ha0E7*RACY.prt,2CMnnewl DEN: 0732.1009 A i (I� REa 441020tODR.I..PEVwaa�R.mrooWN II- I' Roe NJ I ; C V+ I SILO.. Design per 2006 International Building Code-ASCE 7-05 LOW ROOFS AND DECKS:Bldg A ASCE 7.7.1 and 7.9 Design Snow Load(Pg) = 25.0 psf -Minimum Allowed At End of Drift Slope Ce = 0.9 -IBC Table 1608.3.1 Ct = 1.0 --IBC Table 1608.3.2 Is = 1.0 -ASCE Table 7-4 Length of Upper Roof(lu) = 43.0 ft. Length of Lower Roof(W) = 26.0 ft. -Required for Sliding Snow Load calcs only Height Difference(ho) = 12.00 ft. Lower Roof Slope:12 = 0 -Minimum Pf applies for slopes<3:12 Upper Roof Slope:12 = 0 --Include Sliding Snow for slopes>2:12 Roof Snow Load(Pf) = 20.0 psf Pf=0.7*Ce*Ct*I*Pg>20*I Sliding Snow(Pss) = 0.0 psf (0.4*PrW) Snow Density(D) = 17.25 pcf y=0.13Pg+14<=30 Design Snow Height(hb) = 1.16 ft. hb=Pr/y Clear Height(hc) = 10.84 ft. hc=ho-hb hc/hb = 9.35 Drift Height(hd) = 2.16 ft. hd=0.43(l00.33)((Pg+10)^.25)-1.5 Snow Height(hb+hd) = 3.32 ft. Max.Snow Load(Pd) = 57.3 psf Pd=y(hd+hb) Note: Pd Decreases to Pg linearly Drift Width(w) = 8.64 ft. hd<=he then w=4hd-hd>hc then w=4hd`/hc Drift Width(w) = 74.80 ft. w<8hc Controlling Drift Width = 8.64 .ft. LOW ROOFS AND DECKS(Awning): ASCE 7.7.1 and 7.9 Design Snow Load(Pg) = 25.0 psf -Minimum Allowed At End of Drift Slope Ce = 0.9 -IBC Table 1608.3.1 Ct =. 1.0 -IBC Table 1608.3.2 Is = 1.0 -ASCE Table 7-4 Length of Upper Roof(lu) = 39.0 ft. Length of Lower Roof(W) = 6.0 ft. -Required for Sliding Snow Load calcs only Height Difference(ho) = 2.00 ft. Lower Roof Slope:12 = 0 -Minimum Pf applies for slopes<3:12 Upper Roof Slope:12 = 0 -Include Sliding Snow for slopes>2:12 Roof Snow Load(Pf) = 20.0 psf Pf=0.7*Ce*Ct*I*Pg>20*I Sliding Snow(Pss) = 0.0 psf (0.4*Pf*W) Snow Density(D) = 17.25 pcf y=0.13Pg+14<=30 Design Snow Height(hb) = 1.16 ft. hb=Pr/y Clear Height(hc) = 0.84 ft. he=ho-hb he/hb = 0.73 Drift Height(hd) = 2.04 ft. hd=0.43(l00.33)((Pg+10)^.25)-1.5 Snow Height(hb+hd) = 2.00 ft. Max.Snow Load(Pd) = 34.5 psf Pd=y(hd+hb) Note: Pd Decreases to Pg linearly Drift Width(w) = .19.85 ft. hd<=hc then w=4hd--hd>hc then w=4hd2/hc Drift Width(w) = 5.80 ft. w<8hc Controlling Drift Width = 5.80 ft. ROOF PROJECTIONS: Bldg A ASCE 7.8 Design Snow Load(Pg) = 25.0 psf -Minimum Allowed At End of Drift Slope Ce = 0.9 -IBC Table 1608.3.1 Ct = 1.0 -IBC Table 1608.3.2 Is = 1.0 --ASCE Table 7-4 Length of Roof(lu) = 70.0 ft. Height of Projection(ho) = 3.00 ft. Roof Slope:12 = 0 -Minimum Pf applies for slopes<3:12 Roof Snow Load(Pf) = 20.0 psf Pf=0.7*Ce*Ct*I*Pg>201 Snow Density(D) = 17.25 pcf y=0.13Pg+14<=30 Design Snow Height(hb) = 1.16 ft. hb=Pr/y Clear Height(hc) = 1.84 ft. hc=ho-hb hc/hb = 1.59 Drift Height(hd) = 2.10 ft. hd=0.7510.43(l00.33)((Pg+10)^.25)-1.5] Snow Height(hb+hd) = 3.00 ft. Max.Snow Load(Pd) = 51.8 psf Pd=y(hd+hb) Note: Pd Decreases to Pg linearly Drift Width(w) = 9.61 ft. hd<=hc then w=4hd--hd>hc then w=4hd2/hc Drift Width(w) = 12.70 ft. w<8hc Controlling Drift Width = 9.61 ft. 24 ..?riuvv unit loalculauon (' Design per 2006 International Building Code-ASCE 7-05 C� LOW ROOFS AND DECKS :Bldg B ASCE 7.7.1 and 7.9 Design Snow Load(Pg) = 25.0 psf --Minimum Allowed At End of Drift Slope Ce = 0.9 --IBC Table 1608.3.1 Ct = 1.0 --IBC Table 1608.3.2 Is = 1.0 --ASCE Table 7-4 Length of Upper Roof(lu) = 43.0 ft. Length of Lower Roof(W) = 26.0 ft. -- Required for Sliding Snow Load calcs only Height Difference(ho) = 12.00 ft. Lower Roof Slope :12 = 0 -- Minimum Pf applies for slopes < 3:12 Upper Roof Slope :12 = 0 -- Include Sliding Snow for slopes > 2:12 Roof Snow Load (Pf) = 20.0 psf Pf= 0.7*Ce*Ct*I*Pg >20*I Sliding Snow(Pss) = 0.0 psf (0.4*Pf*W) Snow Density(D) = 17.25 pcf y= 0.13Pg + 14 <=30 Design Snow Height(hb) = 1.16 ft. hb = Pf/y Clear Height(hc) = 10.84 ft. hc= ho-hb hc/hb = 9.35 Drift Height(hd) = 2.16 ft. hd = 0.43(l00.33)((Pg+10)^.25)-1.5 Snow Height(hb+hd) = 3.32 ft. Max. Snow Load(Pd) = 57.3 psf Pd =y(hd+hb) Note: Pd Decreases to Pg linearly Drift Width (w) = 8.64 ft. hd <= hc then w=4hd --hd > hc then w=4hd2/hc Drift Width (w) = 74.80 ft. w < 8hc Controlling Drift Width = 8.64 ft. ROOF PROJECTIONS : Bldg B ASCE 7.8 Design Snow Load(Pg) = 25.0 psf -- Minimum Allowed At End of Drift Slope Ce = 0.9 -- IBC Table 1608.3.1 Ct = 1.0 -- IBC Table 1608.3.2 Is = 1.0 --ASCE Table 7-4 Length of Roof(lu) = 35.0 ft. Height of Projection (ho) = 4.00 ft. Roof Slope :12 = 0 -- Minimum Pf applies for slopes < 3:12 Roof Snow Load (Pf) = 20.0 psf Pf= 0.7*Ce*Ct*l*Pg>20*I Snow Density(D) = 17.25 pcf y=0.13Pg + 14 <= 30 Design Snow Height(hb) = 1.16 ft. hb= Pf/y Clear Height(hc) = 2.84 ft. hc= ho-hb hc/hb = 2.45 Drift Height(hd) = 1.44 ft. hd = 0.75*[0.43(l00.33)((Pg+10)^.25)-1.5] Snow Height(hb+hd) = 2.60 ft. Max. Snow Load (Pd) = 44.8 psf Pd =y(hd+hb) Note: Pd Decreases to Pg linearly Drift Width (w) = 5.75 ft. hd <= hc then w=4hd --hd > hc then w=4hd2/hc Drift Width (w) = 19.60 ft. w < 8hc Controlling Drift Width = 5.75 ft. 25 a e aDAVID EVANS JN. ANOASSOCIATES INC. BY //+ DATE SHEET CT 1 OF SHEETS JOB DESCRIPTION CHECKED BY DATE CALCULATION FOR 01'11016 CC,- .t.--1 0/ ' CO 5S toot( S L')t-- : Co E for 04- (p0 Pi-F ( /2' 72a (GO{I.F 1 �LiPit. tL45S boo le_ +-t ft! L o r}0 59 7 et-F J1.L-. ��5�t F w_ 1 I m 5-?7 PLF 0D la...11 S-6 " 26 0 0 DAVID EVANS ANOASSOCIATES INC. JN. QY DATE JOB DESCRIPTION SHEET A (0 OF SHEETS CALCULATION FOR CHECKED BY DATE '7j,-Des,, PV At,3 NI tit C-1 1(1 I/e`' i LA S STL' rf.-L -J/ S J foil-? s °G 41-0 d If"'Tm S W_ c�"(1Gt.',_-- �::L,_r- .fit — .4 q er k.-. -72.•7: _ 5 PsF -; .0,-- I__or9-ry (I IJ c-..,»,k)L t)rL, ,r- _ S P F 1 x„, = �S esF ( 41)2 — 70 i# goo c8 —'Slat.car I) = o'�t - _ o, d 3 8 9 (/ 3 . 3 G/Doe, es,s.. (o,co> li`r e , — _ So ' ( V8 )z G 3 , o S i n '> 6, 0 3 c3 t1 3 oK 1hr Jiv , 5.0 PSF J,, , c.. t-vs = p(oPi_r Fir I � - p � , f�o°it , -r-,2 �� T �x a ,8`a # $40- .- [A,, V -% (2/) = t 40 Pl-e ( .c') (c.5V2-- IK _ /0se !t F)( barn) = /O 5 e# )0 58 0 .7 f 222 i - S>^ (9p S;ncto0-) r Z` - O(, ^L S tcy n v O,(.0 (-,A,)�,soy, �`' o E - 'ft0 M;,. \`4A \ai O �s, ., 315 ∎ 7_)o —� `� �' 3. 1, 27 12/06/2006 1 4 1• • DAVID ...ASSOC 21001bWnwN Pwr•. P1aun:1•: I rI I I I,i uI II I II L I I .• •: I I I I PLAN KEYNOTES .., 1 1 I I I L. 13 0.RW0001.011 0 — —11 11-1 --- ———— 1i ..o. I CP O'NJ.0OnO :..NAG•WCLAM..n,.O..laeaeArwla a.vreennw.rrop. II I 1 1 I N' �p0 J ■ 1 — — r L --- --- �ptRh�• • �luke< - a healing Q N LEGEND �'`�`' �� , idea sm.!HAMM00 x.APA AOV wA r ----\ ■ © Y:. ::r"xo•.a.a.ATPAn.A.aa...,•,� LUKE-DOF• 1 CAMPUS DEVELOPI o `/" /� yol I 1MI SW oREENSu L °_ ��' TIOARO.OREGON II I 7V Si' I� 4 I ' BLDG A ENIMOEC FLOOR FRAMING P - I I' I 1 I I I 11 1 A0p Na: 031 H.Nan1a:1 §IS O.w or: I1E; 1/56 MO* Raw. • • sna NW (7)BLDG A-ENLARGED FRAMING PLAN 4 S2 l°�1' N • Bldg.A Floor 11 7/8"TJI®1L65 @ 16"olc u:.r 5 7//2000+11AUa6AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS Pep.l Fngln.v.rslun6J60 FOR THE APPLICATION AND LOADS LISTED s le'V' Product Diagram Is Conceptual. LOADS: Ameryale Is for•Joist Member. Primary Load Group-Omc.Bldg.•OM..(p.0:60.0 Uve at 100%duration,26.5 Dead,15.0 Partition SUPPORTS: Input Swing V.rt1ea1 Reaction.(16x) Ply Depth Nailing Deal/ Other Width Length LivWD•.dNplIlgTotel Depth • 1 Vertical ledger on masonry net 1.60" Hanger 560/440/0/990 1 11.11' N/A F..11.1/Hanger Non. 2 Vertical ledger on meeanry MI 1.50' Hanger 650/110/0/990 1 11.65' N/A Fate Noll Hanger None -Web ellNener..re required...poorer):1,2.See TA JOIST INSTALLATION INFORMATION for noting requirements. HANGERS:Slmraon Strong-TIM!)Connectors Support Model Slops Skew Revere Top Flange Top Flange Support Wood Flange. Offset Slope Specks 1 Face Mount Hanger V310 0/12 0 No WA N/A Dougls.Fir 2 Face Mouth Hanger 1)310 0/12 0 No WA WA Doug/..Fir -N./tng for Support 1:Face:11.110,Top N/A.Member 6-N10 -Netting tar Support 2:Face:14-N10,Top N/A,Member 0-N10 DESIGN CONTROLS) M.a rnum Design Control R.fmt Laollon Sneer(Mal 1000 1000 1926 Passed(52%) RI.end Open 1 under Concentrated toeing Vert/cal Reaction libel 095 996 1666 Paned(53%) Bearing 2 under Concentrated loading • Moment(F11bel 6061 3961 6750 Pam.(69%) MID Open 1 under Floor lo.dno Live Load Den(Int 0.230 0,612 Peed(11117) 0/0 Span 1 under Flow lowing • Total Load Den(In) 0.414 0.013 Pasted(IJIT1) 0/0 Open 1 under Flow lowing TJPro 54 45 Passed Span 1 -Deflection Cr..:Spedpad(U/L/350,1LL/2 40). -Deflect.).novel.Is based on composite adorn with eingle leyar of 23/37 Panel.(N'Span Retina)GLUED 5 NAILED wood dealln.. -Bredng(LU):Al compr...lon edges(top end bailor))moat be braced•11'1'0/0 unton d.l0led olhervin.Proper ail.clertent end positioning 01 lateral braving is required to achieve member stability. -2000 eta concentrated bed requirement.for eland•rd non-re.ldentlet loose have been caned.r.d for reacllen and sheer. TJ-Pro RATING SYSTEM -The TJ-Pro Rating System v.lue provides additional low perfonnerlce Information end 10 b.ied an•GLUED A NAILED 23722'Panel.(24'Open Rating)decking with a poured Mooing overlay.TB.controlling span Is supported by wets.Additional considerations for this'cling Include:Ceiling•515"Direct Appled Gypsum Ceiling,Paul Flooring Overlay.A slludura/ ...lysle of the deck has not been performed by the program. ADOITIONAL NOTES; -IMPORTANrI The armhole pree.nled is output from eonwue developed by Revel®.Alowable product 0000.0.haven era In.ceordance with current ILn•le mtledeb and code ca.pred deelan v.ww.The specific product.pp0daddn.Input design toed.end.teed dimensions heve been provided by others 1 ).have net been ducked for conformance with the deign dr.wing.of lh.building,end hove not been reviewed by ILev.le Engineering. -THIS ANALYSIS FOR!Level*PRODUCTS ONLY( PRODUCT SUBSTrTUTION VOIDS THIS ANALYSIS. •A6owable Stress Dasign methodology was ue•d for Bulking Code IBC anely,na the(Level.Custom product Sled above. • PROJECT INFORMATION; OPERATOR INFORMATION) Luke-bed Craig McManus (Leval True Joist Commercial 0203 SW Gemini Dr..Suite A Beaverton.OR 97005 Phone:503-522-7104 r Ry •A 3/. m r as u.gl.tad t em Yoa• or 1 .1... .cru��l�• co .caore�is M e redincered Er...ark of Sim..Strong,.Coggin. Ind. N � I t non ma Manalt WI AVID . ...ASSOC =1e.e.r..• Palma on ,rjluii ►• •: PLAN KEYNOTES 8, _ Ili �o o W.�ab.rus,* 4 • / o .aeon.R.m R.v .c.[w...r.c. : mnNe. .,.ON . 2 , o I a %,''''A'‘‘, �� v�eE� V f; =t (��) lukec st TI.IS Iw l nq 4: : LEGEND wi.ort 1 wivaia rocewcmnarme�..o'roSc�Aim \�?l0 ,,,.�,ta LUKE-DOF 1 ,�,� �,V��„�,,,� CAMPUS d o 0 0� DEVELOP! ��� It195 SW GREENBU \ .J` TKMIID.OREGON S 4; :7_411 — — ---- LLDOA ENURGEc a.0.1•J ` ---• ROOF FRAMNGR A e \` P r fPr,° Ara Na oe• AP',:‘,-,i,% __ FM Now N. Sze oM a MP' Rw: � (� Sn..1No: l T l BLDG A-ENLARGED ROOF FRAMING PLAN( `,` S 2 ' l ,/t/ �{ L.1 0 • • N Bldg.A Rao( N 14"TJI®/L85 @ 24"0/c 710••mee36 Banal Number. User 7/7/2001111.6716 AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS p• Enpinevw4ertl]Bn FOR THE APPLICATION AND LOADS LISTED • Member Slope:0112 Roof Slope-0112 UJ' q9J 16'6^ 4 All dimensions are horizontal. Product Diagram is Conceptual. LOADS; Anaty•la Is fore Joist Member. • Primary Load Group-Snow(ptf):25.0 Live.i 116%durellon.50.0 Dud Venicai Loa. Type Clem. Llv. Dead Loa.tlon Application Comment Tapered(pal) Snow(1.16) 16.0 To 0.0 0.0 To 0.0 0 To a' Adds To Orin Tepared(nf) Snow(1.15) 0.0 To 16,0 0.0 To 0.0 12'a'To 16'6" Add.To DM SUPPORTS; Input Baring Vadkel Rosanne(1651 Ply Depth Netting Dotal! Other Width Length Llve/DeadlUplInlTot.l Depth 1 Verdleal ledger on masonry wall 1.60" Hangar 4721126 1011297 1 14.00' WA Face Nab Henget None 2 Venial ledger on meson'?wall 1.60" Venter 47211261011216 1 14.00' WA Face N.6 Hanger Nom -Web.11nenen.re required.1 euppen(s):1.2.Se.TA JOIST INSTALLATION INFORMATION for nding requirement.. HANGERS;Simpson Strong-TIee Connectors Support Model Slope Skew Revere. Top Menge Top Flange Support Wood Flange. Offset Slaps Specie. Fes.Mount H.ny.r /1610 0/12 0 No WA WA Douala.Fir 2 Face Mount Hanger U314 0/12 0 No WA WA Douala.Fir •Newry for 514660/117 Face:15-N10,Top WA,Member 6-N10 -Nang for Support 2:F.u:154/10,Top WA,Member 6-N10 DESIGN CONTROLS; Maximum Design Control Result Location Shaer(IN) .1276 .1276 2444 Passed(62%) Rt.and Open 1 under Snow loading Vertical Reaction(IMO 1276 1276 2160 Peeled(69%) Bearing 2 under Snow loading Momanl(Fl-Lb.) 5024 6024 9234 Pawed(61%) MID Span 1 under Snow toeing Live Lead Den fn) 0.146 0,542 Passed(Uan•) MID Span 1 under Snow Hinting Toll toed Den(In) 0.425 0.613 Paned(UM) MID Span 1 under Snow loading -Deflection Cnlede:Spedned(LL:U360,TL:U2e0). -Bndng(Lu):Al cornpreulon edge.(lop and bottom)mud be braced et 4'7'ofc unle.e detell.d oil erwl...Proper enachmenl and podlioning of lateral bracing Is required l0 achieve member inability. ADDITIONAL NOTES; -IMPORTANTI The.netrale presented le oulpul from software developed by Ilevele.Allowable product velum(shown.re In accordance with outran)ILaveRD mel.deb and rode accepted deelgn value..The 1p.dfe product applu0on,Input design bed.end slated dlm.nelons have been provided by other.( 1,hen not been checked for conformance with 1he design drawings of the bullding,end have not been reviewed by(Levee Engineering. -THIS ANALYSIS FOR Levan PRODUCTS ONLY( PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Ae0weble Sire..Deelgn methodology was used for Building Coda IBC enelydng Ina ILevalC Custom product llded above. PROJECT INFORMATION; OPERATOR INFORMATION; Loke.Dod Craig McManus (Level True Joist Commarcld 1206 5W Gemini 01.Suite A 0/my...,OR 117006 Phone:501520-1104 c'Irtl.nt• es1 0Y 00.60: 0.010.way, . and T xe.n[.n0 ..smack. a ves*. a.s.letet'ret6.1.M nnpeen atrenB Tla connectors to•r pL.zetM crb.w.xt of a.p on zcton9-TL.cmp•y. Inc. '^\ (J.1 r • LEm • Bldg.A Roof.Chaco et 100%Duration for P110 Rating 14"TJI®1L65 @ 24"o/c TJ-I.ema635 IMO number. Liner 7nrs00211.6137MA THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS • P..•+ Enanv.nton.e.55o FOR THE APPLICATION AND LOADS LISTED Q 0 16 6 Product Diagram is Conceptual. LOADS; An.lyS.1.for•J01.1 Member, Primary Load Group-0111Ce Bldg.-Office.(pen:26.0 Llv.el 100%duration.50.0 Deed V.niol Load.: Type Cl... Live Deed Location Application Comment T.peredlp.Q Snow11.15) 16.0 To 0.0 0.0 To 0.0 0 To 4' Adds To Drift • Topersdlp•f) Snw11.15) 0.0 To 16.0 0.0 To 0.0 12'rl•To 10•e- Add•To oat SUPPORTS: • Input Bearing Vortical Raactons Ob.) Ply Depth N.Iling Detail Other Width Length Llv./D.ad/UpllfUTolal Depth 1 Vertical ledger on me.onry wal 1.00• Hanger 472/1125/0/1297 + 14.07 NIA Face N.11 Hanger Nona 2 Vertical ledger on masonry well 1.60" Hangar 472 1 525 1 0/129a 1 14.07 N/A Face N.11 Hangar Nona HANGERS:Slmoson Strong-TIA Connactort • Support Model Slop. Skew Rw.ra. Top Flange Top P1.nge Support Wood Flange. ON..1 Slop. Spool.. 1 Face Mounl Hanger 1177314 0112 0 No N/A N/A Poppies Fir 2 Face Mount Hangar 111314 0/12 0 No N/A WA Douglas F1r -Nailing for Support 1:Face 14.510,Top N/A,M.ntber.2-510 .Noting for Support 2:Face,14-6110,Top NIA Member 2-N10 DESIGN CONTROLS: Maklmum D..Ign Control R..ult Location Shear(111) .1276 -1210 2125 Paned)51%) RI.end Span 1 under Floor loading Vortical R..c11on(lb.) 1219 1219 1665 P..s.d(05%) Bearing 2 undo,Floor loading . Moment(FI-Lbs) 5024 4061 9030 Passed(12%) MID Span 1 under Flom loading Live Load D.0 On) 0.122 0.542 posited(U0690) MID Span 1 under Snow loading Total Load Don(In) 0.357 0.113 P....d(11540) MID Span 1 under Snow loading TJPro 62 46 Named Span 1 -Del.otlon Criteria(Spe0Oed(LL:U26D,TL:1/240). .0efaalon analyole le based on composite ocllun wtlh.ingl.I.y.r of 23/32•Panel.(24'Span R.1105)GLUED 6 NAILED wood decking. •Bndng(Lu):Al compression edge.(lop and bottom)moot be 6roced al 4'7•o/e unto..detailed Mho/wis..Proper anechment and posl00nir+g of lateral brecing Is required to achieve .mbar.1.511111. .2000 lba conc.nua.11 load requlremanls 101 llendard non-raeldantlel floors have bun coneldered for r•.glon and an..r. - TJ-Pro RATING SYSTEM •Tha TJ-Pro Rating System velum pro0d.s.ddltion.l floor performance Information and Is bowl on•GLUED 1 NAILED 23/32'Fanelli(24.Span Rating)d.calng.The controlling open Is eupport.d by well.Addition.'consideration for this Wing Include:Calling-6/e•Dlrec1 Appl.d Gypsum Coiling.A.Immune anelysle of IM dock hes nor been pertmmed by m. program. p ROJECT INFORMATION: OPERATOR INFORMATION; Luke-Dort Cratg M.M.u. Ilov.l Tate Joist Commercial 0305 SW Gemini Dr:Sun.A Beaverton,OR 17001 PSefu:303.520.7104 cepyrionm by lL•..`e. .e. .t a , •. vurk•orl....l• a w .etr 9 le connector.,l••r•glscera.cr.ea.ark of elnp•on!Prong-Pia Company. Inc. L/.) tV MERL 61dg.A Roof Dooble.Cl OpeNng 2 Pcs of 14"TJI®/L65 : 7/200.:INurr oc. THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS .r I 7nrsdgn tat ail AM Pagel Engin*Ver..n:1.I5.0 FOR THE APPLICATION AND LOADS LISTED lac 16'6^ Product Diagram Is Conceptual. LOADS: Mary..le for Header(Flush B..m)Member.Tributary Load Width:4' Primary Load Group•0610e 6168.•Office.(pal):26.0 Live al 100%duration.60.0 Deed Vedic.Loads: TSP. CI... Live Dud Lac.tion Applloallon Comment T.p.rad(psq Snow(1.15) 16.0 To 0.0 0.0 To 0.0 0 To 4' Adds To Ddb Taperad(p.O Snow(1.16) 0.0 To 16.0 0.0 To 0.0 17 6"To 16'6" Add.To Drift SUPPORTS: Input Bearing V.rtM.l Reactions libel Ply Depth Nailing D.6611 Other Width Length Llr.lD..d/Upllll/Tatal Depth 1 Vem0.1 ledger on masonry wail 1.60- Hanger 046/1711/012651 1 14.00' N/A Face NW Harper None 2 Ver110.1 hdger on masonry wel 1.60' Hanger 045/1711/012B5B 1 14.00' N/A FN.N.1 Harper None HANGERS:Simpson strong-Tie®Connectorg Su69011 Model Slope Skew Top Flange Top Flang. Support Wood Flanged 0(66.6 Slope Species 1 Face Nee Hangar NONE FOUND 0/12 0 N/A N/A N/A Douglas Fir - 2 Fan Nell Menger NONE FOUND 0/12 0 N/A N/A N/A Dough.Fir PESIGN CONTROLS: Maximum Deelgn Control Result Location Sheaf(D.) -2110 -2490 4250 Peeled(60%) RI.end Span 1 under Floor 0.01,9 Vertical Reaction(Ibs) 2336 2535 5770 Pas.(67%) Bnrin)2 under Floor boding Moment(Fl-Lbe) 10292 10147 16000 Peee.6(63%) MID Span 1 under Floor lolling Live Loed Den(In) 0.145 0.642 Patea4(L/9994) MID Span 1 under Snow loading Total Load Den(In) 0.436 0.613 Patted(L/445) MID Span 1 under Snow loading -D.1.0600 Cdt.d.:6pedn.d(LLL/3e0,TLL/2401. -Eiredng(Lu):AI comment.edge.(lop and bottom)mull be brand at 4.7 arc unA.e 6.1.11.6 omerwlee.Proper aS.dunent and positioning of lelerS bracing h required to achieve member mammy. .2000 lba concanlralad loud requirement.for a1.nd.rd non-residential floors have been nndd.red for reaction and sheer. ADDITIONAL NOTES; -IMPORTANT]The angry.,pre.anled le output from eohwars developed by]level®.Allowable product values shown are In accordance 04/h currant Love*0.1.4.ls lid code ea.pled de.lgn valued.The spaclTe product epplutIon.Input d..Ign Man and Hated.mansion.haw.been prodded by others). )have not been checked for conformance with the design drawings of the building.and have not been reviewed by ILeve16 Englneering. -THIS ANALYSIS FOR 11.0.10 PRODUCTS OSLO PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable 511...Deelgn methodology was used or Building Cod.IBC an.ydng the ILevOO Custom product l.ed s0ove. -Not.:S..Level)Speemere/BdMere Outdo for multiple ply connection. PROJECT INFORMATION: OPERATOR INFORMATION; Luke-Dad Crelg McManus ]Lev.True Joist Commercial 6203 SW Gemini Dr:B.1.A 0.ay.401,OR 97008 Phan.:503.620.7104 CCn oNghc• f M 1.,vole, rad•r.t May,v orr lampoon eacc 9 ••connectors le ca raga.t•r•dl tr•d•nark of almp.on scrann-wa Company, Ina. LA7 Las/ 0 I 3. NOR TUT I ac I I I 0 I I I I ' I p wvto O raiz I I ...ASSOC r«rro '•- IT I L .1e.:a • I I I I - 112:1 01117,1 i I PLAN KEYNOTES ,!, �• II 0 WC00 001.1104“.. II 0«W.m«.«.15a..m. G _ p 1.1101.0•ED WALL FILM �m. p[ARM nwcNw.M1W.« 11 11 //�"v/ti afet ;; ,j7" Otere/6„9,L _ • ‘Ilkamac 11 (� - I to ke I i� LEGEND he4l1ny i LUKE-DOF CAMPUS / • /pn ���« / DEVELOP! 11105 SW WIEENEU �m. TIOMD.OREGON/ o ---- '''' 1 ,'I �,1 SLOG•ENlMOEL `,111, (10011 PMMN6I O -___-_ _ .. -----�--�- 1 400 N¢ 054 Pft P.m 020 ko.1.: oi: M O ———1 I I I I SN.•No: I ^^ l l� BLDG B•ENLARGED FRAMING PLAN c� J 1I -J L W 1P 9410.9-Flnnr at Conlin...a Span 11 7/8"TJI®/L65 @ 16"o/c TJ-6..,,C 0 06 6ea.1 Numear. User r/7r2ooe111967AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS i P'°" Enp1niOi4enie"° FOR THE APPLICATION AND LOADS LISTED Overall Dimension:19' 1114.1 Flo 7' 12' A Product Diagram is Conceptual. LOADS: Analysis I.for•Joie Member. Primary Load Group-01nce Skip-Offices(psi):50.0 live al 100%dorsllon,26.0 Deed,16.0 Parellon SUPPORTS; Input Belling Vertical Reaction.lib.) Ply Depth NollIng D.1./I Other Width Length Uva1Dead/UpIIR/Total Depth I Vertical leaper on masonry wed 1.60' Hanger 2151 671-221000 1 11.66' WA F..Nell Hanger None 2 Stud wag 5.60' 6.60" 526 1 663/0/1492 WA N/A WA Intern/80121e 1 Ply 11 7/5'TJI64L65 • 0 Vortical ledger on masonry wag 1,60" Hanger 041/260/0/405 1 11.00- N/A Face Neil Hanger None -Web stiffener.ere required el.uppon(s):1,0.Sea TJI JOIST INSTALLATION INFORMATION for nailing requirement.. • HANGERS;Simpson Strong-T(e®Connectors' • Support Model Slope Skew Revert. Top Flange Top Flange Support Wood Flange. Off Nat Slope Speckle 1 Face Mo0n1 Hanger U310 0/13 0 No N/A 14/0 Dough.Fir 3 Face Mount Hyper U010 0/12 0 No N/A N/A Douglas Fir -Nailing for Support 1:Face:14.910,Top N/A,Member:0-N10 -Nailing for Support 1:Face:/0-4110,Top N/A,Member:0-N10 DESIGN CONTROLS: Maximum Dealgn Control Rasull Location Sneer(®a) 1000 1000 1926 Paned(52%) RL and Span 2 under Concenlr.l.d ALTERNATE span loading Vortical Reaolon(Ms) 995 995 1666 Peso ail(50%) Bearing under Concentrated loading Moment(FI-Lb.) 1800 -1600 6750 Passed(24%) Bearing 2 under Floor loading Live LOBO Den(In) 0.048 0.296 P•..ed(L/5994) MID Span 2 under Floor ALTERNATE span l0.dln0 T0101 10.0 Deo(In) 0.082 0,594 Paned(U922.) MID Span 2 under Floor ALTERNATE alien loading TJPro 86 46 Pound Span 2 -Deflection Criteria Sp.dned(LL:U380,TL:1J240). -1LevePA m••Imum bearing I•nglh canlrol•median cap•dly.Unlit.:End•uppon•,3 I/O'.Inlarm.dlal.supports,5 I/1'. -Deflection analysis Is Domed on composite notion with single lever of 20/02"Panel.(24^Span Reling)GLUED Is NAILED wood decking. -Bradng(Lul:NI compression edge.((op and bottom)must be braced at 7'6"o/c unle.e deleted olhanMea.Proper.11achment and positioning of Wirral bracing Is required to echleve member.Iablllly. .2000 Ibt cancenlreled load requirement.for.lendard non-re.ldenllal floors have poen considered for reaction and.hear. 'The load conditions considered In Ihls dael0n analysis Include alternate member pattern biding. TJ-Pro RATING SYSTEM -The TJ-Pro Reting System value provides•0311/0nal floor performance Information and 1s bawd on•GLUED&NAILED 20/02'Panels(24'Span Raling)decking with is pound Snoring ovens,The controlling span 9 supported by wage Addlilonel considerations for Ills reling Include:Ceiling•515'Dried Applied Gypsum Calling,Pout Flooring Overlay.A almdural anetysie of the deck has Sol been performed by the program. PROJECT INFORMATION' OPERATOR INFORMATION; Luke-Dorl Craig McManus ILivel True Joie Commercial 9205 SW Gemini Dr.-Suite A Beaverton,OR 97000 • Phone:503-520-7104 n,n c000r• ey l rat e .f op.on err 9-1.•comarcer•is.r.9f•c•rad rr.d.werR of sionson srrenp-Tis Cop.ny, lac. ^ r CO toJ • Bldg.B-Floor Check at 100 PSF Live Load Neu SIN/ 11 718"TJI®/L65 @ 16"o/c TJ.S..ot CA6 Serial Numb•c U..r3 1/75001 1201:00 PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS P•Oe+ EnymNnln:a300 FOR THE APPLICATION AND LOADS LISTED a 18'6" 4 Product Diagram is Conceptual. LOADS; Aneyel.1.for•Joist Member. Primary Load Group.Office Bldg..Office.(pal):100.0 Uve.1 100%dureron.25.0 Dead SUPPORTS, Input Roofing V.rtte.l Reae3en.(lbs) Ply Depth Nailing Detail 0/her Width Length Lire/Doled/Uplift/Tots! Depth I Venlc.1 lodger on masonry well 1.60" Hanger 1100/270/0/1375 1 11.66" N/A Feca Nall Hong or None 2 V.nlcal Nag.,on masonry we. 1.60" Hanger 1100/276/0/1375 1 11.66• N/A Face Nell Hanger None •W.b.111 snows ere magi/Cod it.uppon(o)'.1.2.S..TJI JOIST INSTALLATION INFORMATION for nailing r.quir.manlo. HANGERS;Slmgvon Strong-71V!)Connectoro Support Model Slop. Skew R•v.re• Top Flange Top Flange Support Wood Flange. ON.ot Slope Species 1 Feu Mount Hanger .1314 0112 0 No N/A N/A Douglas Flr 2 Face Mount Hanger U314 0/12 0 No WA N/A Douglas Flr .N.l.ng or Suppon 1:Face:16-N10,Top N/A,Member:6-N10 .Neling for Support 2 Face 154410,Top NA,Msmber 6-N10 DESIGN CONTROLS; M.almum Dadgn Control Result Loe0tlon Sher(bs) 1364 -1354 1026 Passed(70%) RI.end Sp.n 1 under Floor loading V•nleal Reaction(bsi 1361 1354 1365 Pautd(72%) Bering 2 under Floor boding Moment(FI.Lba) 6601 5501 0750 Nimrod(62%) MID Span 1 under Floor lo.ding Live Load Dab(In) 0.450 0.642 P....d(IJ424) MID Span 1 under Floor belling Total Lob Dan(In) 0.675 0.513 Passed(1.1330) MID Span 1 under Floor boding TJPra 64 45 Paired Span 1 -D.fiediion Crawl*:Sp.dEed(LL:L/360,TL:L/240). -2.1.oion an•yN.I.booed on composite action wlln.Ingle Soy.,of 2302'Panel.(24"Span Riding)GLUED 8 NAILED wood deebng. -Bradng)Lol:All compr..aon.doe.(top and bottom)must be brand at 4'ele unto..delelled otherwise.Proper enechm.nl old poelllonlr/g of Moroi bradng I.required to.dllay. mambo,.isbllly. -2000%o eencenlr.I.d load requlremanto for.l.nderd non-r.NdanlI.i floors have be.n moldered for reaction and.beer. TJ-Pro RATING SYSTEM -The T..1-Pre Rating Syt.m v.l.,.prevld.s sdd01on.1 Soor performance Inrormellon and I.based on.GLUED 6 NAILED 23/32.Panels(24"Sp.n Rating)0.oking with a poured flooring overlay.The conlroang open Is eupporled by w.6..Addlllona considerations for Ihle rating Include-C•16ng-5/5'Direct Applied Gypsum Calling,Pour Flooding Overlay,A.lruclurel .neiy.lo of the dock om not been performed by the program. ADDITIONAL NOTES: -IMPORTANTI The enaysl.presented I.aulpul from e08ware d.vbped by ILovel®.Anowlete praduot value.shown.,•In accordion.1NIh current ILevel3 malarlaie and code accepted design value..The specific product application,Input d.dgn beds and elated dlmn.Ion.have been provided by ethers( I.hove not boon pocked for conformance wllh Iha design drawings of the building,and hove not bon reviewed by Il.vl®Engln..,Ing. THIS ANALYSIS FOR ILevala PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -.turn Otto.Outgo methodology w•a u..0 far Scouting Cu./00 enelydng the 11.0.16 Ca.tom prod...ted abnv.. PROJECT INFORMATION; OPERATOR INFORMATION; Luke Dort Craig McManus 11.x1 Tms Jolel Commercial 9205 SW Oemtnl01.Style A neavartn,OR 07008 Phan.:503-620.7104 YrNaa[• .'1 v.1•, raa...l w.,, M -) I.uJ rn 1 Nan MT I I VIDAVID O — —— I *ASSOC /\ i - .. I40•.11 a I t �,C»RIN b.. •G PLAN KEYNOTES S, II. I — I •./ pl woos mom. re" Of.Ty L� IpC i OMb..=NNL6P. .nna O WRNS 1.40C1,04 T...I Y I Il I t I I Q 1 1 g 41le TA ill 0� y , • •N.G 1 • k. it hike 1 '_�, �' i healing .r 1 I LEGEND ''`I` I — \-..a O ���\\ m *cum wRrsr.T.. LUKE—DOF IL — • CAMPUS Fa IV -•- DEVELOP! I Er — GI •_ -J rl, / Fl I I ! 11856 SW SWEENEY — r 10 rr !// POMO.OREGON. w I Y Rrn�. I z I I SLOG E EN ARGEC •N•.0 I ROOF MEMOn nNa. g O --- 1 8 "roc !..No: ••A a g S F Fu.Nom; EM I on.: o,. 3 o II IR.,. M7 SM..N.: BLDG B-ENLARGED ROOF FRAMING PLAN/ (,J S2 W J • Bldg.B-Roof 14"TJI®1L65 @ 24"ofc Vee0r3 maws 12:6N543 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS espa 1 Engine Version:6.35.0 FOR THE APPLICATION AND LOADS LISTED Member Slope:0112 Root Slope0112 I?1� �2❑ a 19'3" All dimensions are horizontal. Product Diagram Is Conceptual. LOADS; Anelyals Is for a.10111 Member. • Primary Loed Group-Snow(pal):26.0 Live el 115%duration.50.0 Dead V.Nral Loads: Type Clesa Use Deed Location Application Comment Teporcd(psf) 500041.16) 20.0 To 0.0 0.0 To 0.0 0To5' Adds To DAM SUPPORTS) Input Rearing Vertical Reactions(Ms) Ply Depth Milling 0.1211 Other Width Length U./Deed/Uplift/Total Depth 1 Venal ledger on masonry well 1.50" Hanger 389/981/011550 1 14.00' N/A Fen Nell Hanger None 2 Slud w1Y 2.75" 2.75' 494/964/0/1457 N/A N/A N/A End,TJI Blocking 1 Pty 14"TAW AS -Web alllfen..ere required II aup0nn(e):1.See TJI JOIST INSTALLATION INFORMATION for nellIng requirements. HANGERS:Simpson Strong-Tie®Connectors Support Model Slope Skew Severe. Top Fling, Top Flange Support Wood Flange* Offset Slope Specie. 1 Fete Mount Hanger U314 0/12 0 No N/A WA Doug!.Fir •Nating for Support 1:Fan:18-010,Top WA.Member:6-010 DESIGN CONTROLS: Maximum Design Control Result Location Shear(Ibe) 1527 1527 2444 Pseeed(52%) Lt.end Span 1 under Snow loading Venial Rsaclbn(IN) 1436 1435 1026 Pu.ed(75%) B.ering 2 under Snow Reding Moment(Fl-La) 6107 6857 8234 Paned(74%) MID Span 1 under Snow loading Live Load Dell(In) 0.283 0.530 Peued(LBW) MID Span 1 under Snow boding Total Load Dell)In) 0.760 0,949 Peeled IL/300) MID Span 1 under Snow loading -Deflection Corede:Speclted(LLL380,TLI1240). .Br.dng(Lo/:AI comprenton edges(lop and bottom)mull be bread.I 3'11'do unle.dell/led otherv/ae.Proper attachment and posllloving of lelerel bredng Is required l0 achieve member al.billy. ADDITIONAL NOTES) -IMPORTANT(The anelye/e presented Is output from ennwere developed by level*.Albweble eroded v.RU chows ere In accordance with current(Levert material.and code accepted design values.The epedSv product epploellon,Input d.dgn beds end staled dimensions have been provided by others( ),have not been checked for conformance with tbo design drewings of the bulling,and have not been reviewed by ILevel•Engineering. -THIS ANALYSIS FOR(Level®PRODUCTS ONLY( PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS, -Allowable Sireee Design methodology wee used for Bulling Code IBC analysing me Mewls Cullom product leled above. PROJECT INFORMATION: OPERATOR INFORMATION: Luke-Dorf Crag McManus (Level Tru.Joist Commerdel 9205 SW Gemini Or.-Suit.A Beaverton.OR 57008 Phan.:603-5204104 c0p.riaat• e.e by 1Leva'e. 100,0.1 ewyi ace. ear. ke of •••1•. e ]inpaonsarong-Tie coonsrrora to a reglacered etrrade..of]laPaon Strong-Tie cosy. Inc. w • Bldg.B-Rod at Combined DrIlling Near Gdd A 14"TJI®IL65 @ 24"0/c TJS..me 615 Soho ua.rnar User mr2009 ITS,34 P. THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS Ppei Engine Vernon.635.° FOR THE APPLICATION AND LOADS LISTED Member Slope:0/12 Roof Slope0)12 • • 1❑' e 19'3• All dimensions are horizontal. Product Diagram Is Conceptual, LOADS. Analyala le fora Jot.Member. Primary Load Group•Snow(pef):26.0 Uve el 115%duration,50.0 Dead Vertical Loads: Typo Class Lire Peed Location Application Comment • T.p.rad(pef( Snaw(1,16) 20.0 To 11.0 0.0 To 0.0 0 To 4' Add.To Drift • Unlform(pefl 5now(1,15) 12,0 0.0 4'To ie J' Adds To Drift • SUPPORTS; Input Bearing Vertical R.actlons llbe) Ply Depth Nailing Dotal) Other Width Length LIVS/DeadlUpllft1Tolal Depth 1 Vortical ledger on masonry well 1.50. Henget 757/961/0 f 1716 1 14.00. N/A Face NM Henger None 2 Slud well 2.75' 2.75. 724/954/0/1095 WA WA N/A End.TJI Blooldng 1 Pty 14"TJ/M65 HANGERS:SImoson Strong•Tle®Connectors Support Model Slop. Skew Reverse Top Fling. Top Flange Support Wood Fling.. Offset Slops Species 1 Feu Mount Henger MIU2.66/14 0/12 0 No WA N/A Douglas Fir -Nailing for Support 1:Face:22-N10,Top N/A,Member 2-N10 DESIGN CONTROLS; Mealmum D..Ign Control Result Location Shear(lb.) 1995 1696 2444 Passed(59%) LL and Span 1 under Snow loading Vertical Reaction(lb.) 1672 1672 1925 Passed(07%) Baring 2 under Snow loading Moment(Fl-Lbe) 7942 7942 9254 Passed(56%) MID Span 1 under Snow loading Llv.Load Deli(In) 0.280 0.533 Paned(1/559) MID Spin 1 under Snow loading Tot.Load Dell(In) 0.677 0.949 Peened(1/200) MID Span 1 under Snow loading -O.Il.dlon CMedc Spadled(LL:LJ260,TL(1/240). -Bredng(Lu):Al compression edges(lop end bottom)met be braced al 2'e-do uniese detailed olh.rwlea.Proper attachment end positioning of lateral bracing la required to achieve • member Meaty. ADDITIONAL NOTES; -IMPORTANTI The analyst.presented U Output from.0/Osl•developed by Lev.®.Allowable product value.shown are In accordance with current ILevSM materials and code creosoted design values.TM ep.clOo product appluuon.Input design bads and elated dimensions heve been provided by others( 1,have not been checked for coNmmenee MI5 IM design drawings of the building,and have not been reviewed by(Levan Engineering. -THIS ANALYSIS FOR ILavelC PRODUCTS ONLY( PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. .Allowable Stress Design methodology wet used for Building Code IBC snelytlng the Items Diatom product Wed shove. PROJECT INFORMATION: OPERATOR INFORMATION; Luke-Dort Craig McMenus Ilevel Trua Jolei Commercial 9205 SW Gemini Dr Sult.A Beaverton,OR 97008 Phone:600-520-7104 yrl�nt• b.t r.l a�Y•k.e.l ll•ekvae. J•of et•pro.rum of Slwv.le. pe on etc a le•connecnre 10•registered trades..at aiapaon atr p 1. zoo. 1^�v{ w 10 -UM UVI I 1 lydw V1111pUJ I rue: J0D IF Dsgnr: Project Desc.: G v-3 Project Notes: Printed:3 AUG 2009,4:52PIA I He FI SISEDW00000006 106001NF01ES%20Q9,08031ii1cisec6 `. Wood Beam Design ENERCALC,INC 1982-2008,Ver6.0.221 Lic.#:KW-06001022 License Owner:david evans and associates Description: Bldg B Upper Roof Joists Material Properties Calculations per IBC 2006,CBC 2007,2005 NDS Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Pill 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 he 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling ■ D(0.01)S(0.025) • 2x10, Span=18.40 ft A ■ 40rfat.4.0 Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.010, S=0.0250 k/ft, Tributary Width=1.0 ft _D SIGN.S1LMMARY _ _ _ ___ _________ Design OK Maximum Bending Stress Ratio = 0.839 1 Maximum Shear Stress Ratio = 0.178 : 1 Section used for this span 2x10 Section used for this span 2x10 fb:Actual = 830.94psi fv:Actual 32.03 psi FB:Allowable = 990.00psi Fv:Allowable = 180.00 psi Load Combination +D+S+H Load Combination +D+5+1-1 Location of maximum on span = 9.200ft Location of maximum on span = 17.664ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection = 0.411 in Max Upward L+Lr+S Deflection = 0.000 in Live Load Deflection Ratio = 537 Max Downward Total Deflection = 0.575 in Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 384 Maximum Forces&Stresses for Load Combinations _toad Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V C d Mactual fb-design Fb-allow Vactual fv-design Fv-allow +0 Length=18.40 ft 1 0.240 0.051 1.000 0.42 237.41 990.00 0.08 9.15 180.00 +D+L+H Length=18.40 ft 1 0.240 0.051 1.000 0.42 237.41 990.00 0.08 9.15 180.00 +D+tr+H Length=18.40 ft 1 0.240 0.051 1.000 0.42 237.41 990.00 0.08 9.15 180.00 +D+S+H Length=18.40 ft 1 0.839 0.178 1.000 1.48 830.94 990.00 0.30 32.03 180.00 +0+0.750L+0.750S+H Length=18.40 ft 1 0.689 0.146 1.000 1.22 682.56 990.00 0.24 26.31 180.00 +0+0.750L+0.750S+0.750W+H Length=18.40 ft 1 0.689 0.146 1.000 1.22 682.56 990.00 0.24 26.31 180.00 +D+0.750L+0.750S+0.5250E+H Length=18.40 ft 1 0,689 0.146 1.000 1.22 682.56 990.00 0.24 26.31 180.00 40 ,-u,c vvn I iyciu„cuiNua I IUe: JOD if Dsgnr: Project Desc.: Project Notes: Printed 3 AUG 2009,4:52Ptd 1 00d;:Beam,:De.si n _ hie:R1SISEDW0000000606001NF01ES120090803ca1:*6 g ENERCALC INC 1983.2008,3/e 60221 Lic #:KW-06001022 - License Owner:david evans and associates Description: Bldg B Upper Roof Joists Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.''Deft Location in Span Load Combination Max.*+"Defl Location in Span D+L+S 1 0 5748 9.292 0.0000 0.000 Maximum Vertical Reactions-Unfactored Support notation:Far left is#1 Support&Load Combination Support Reaction Support 1, (D+L+S) 0.322 k Support 2, (D+L+S) 0.322 k 41 LUNG L2VI I I IIydlU lid1IIpUs I itie: Job# Project Desc.: G1 Project Notes: PnnteC_3 AUG 2009,4 52FM e He:P SEDW0000000610600INFO= 12oo9a8o3 s Wpd Ledger Dsi - - ENERCALC,INC.1963-2008,Vec 6.0.221:,' Lic.#:KW-06001022 • - - License Owner:david evens and associates Description: Non Bearing Genera!Information Ledger Width 1.50 in Using Load Factoring&Design Methods foiASD Ledger Depth 14.0 in Wood Stress Grade: iLevel Truss Joist Ledger Wood Species Douglas Fir-Larch Fb Allow 1,700.0 psi G:Specific Gravity 0.50 Fv Allow 400.0 psi Bolt Diameter 5!8" in Fyb:Bolt Bending Yield 45,000 psi Bolt Spacing 24.0 in — Concrete as Supporting Member Using 6"anchor embedment length in equations. Using dowel bearing stength fixed at 7.5 ksi per NDS Table 11E —.. I --- - Pt Load 1 I _. 245 Bdi Sp"c _ 245 Bdt Sp"c . 245 Bd15p. - I Load Data Dead Roof Live Floor Live Snow Wind Seismic Earth Uniform Load... 0.050 k/ft k/ft 0.050 k/ft k/ft k/ft kift k/ft Point Load... k k k k k k k Spacing in Offset in Horizontal Shear k/ft k/ft k/ft k/ft k/ft 0.30 k/ft k/ft JESIGN SUMMARY Design OK Maximum Ledger Bending Maximum Bolt Bearing Summary Dowel Bearing Strengths Load Combination. .. Load Combination... (for specific gravity&bolt diameter) +D+L+H +0.60D+0.70E+H Ledger,Perp to Grain 2.80 ksi Moment 0.03 k-ft Max.Vertical Load 0.06 k Ledger,Parallel to Grain 5.60 ksi fb:Actual Stress 8.16 psi Bolt Allow Vertical Load 0.54 k Supporting Member,Perp to Grain 7.50 ksi Fb:Allowable Stress 1.70 psi Supporting Member,Parallel to Grair 7.50 ksi Stress Ratio 0.005 :1 Max.Horizontal Load 0.42 k Bolt Allow Horizontal Load 0.74 k Maximum Ledger Shear Load Combination... Angle of Resultant 8.1 deg +D+L+H Diagonal Component 0.42 k Shear 0.29 k Allow Diagonal Bolt Force 0.56 k fv:Actual Stress 13.59 psi Stress Ratio,Wood @ Bolt 0.764 :1 Fv:Allowable Stress 400.00 psi Stress Ratio 0.034 :1 42 tile. Jouif Dsgnr: Project Desc.: 6 .,C::, Project Notes: — — Printed 3 AUG 2009,4 52PM ne:P.1SISEDW00000006106001NFO ES12009,08 03 cales.ec6:- ood Ledger Design ENERCUC,INC.l9832aoe,vers:o.221: Lic.#:KW-06001022 License Owner:david evens and associates Description: Non Bearing Allowabel Bolt Capacity Bolt Capacity-Load Perpendicular to Grain Bolt Capacity-Load Parallel to Grain Note! Fem 2.80 Fern 5.60 Refer to 2005 NDS Section 11.3 for Bolt Fes 7.50 Fes 7.50 Capacity calculation method. Fyb 45.0 Fyb 45.0 Re 0.3733 Re 0.7467 Rt 0.250 Rt 0.250 k1 0.2966 k1 0.4216 k2 1.449 k2 1.411 k3 1.763 k3 1.20 Z-Im,Eq,11.3-1 1.050 k Z-1m,Eq,11.3-1 2.10 k Z-Is,Eq,11.3-2 5.625 k Z-Is,Eq,11.3-2 5.625 k Z-II,Eq,11.3-3 1.854 k Z-II,Eq,11.3-3 2.635 k Z-111m,Eq,11.3-4 0.5443 k Z-111m,Eq,11.3-4 0.7427 k Z-Ills,Eq,11.3-5 1.950 k Z-Ills,Eq,11.3-5 2.293 k Z-IV,Eq,11.3-6 0.7638 k Z-IV,Eq,11.3-6 0.9577 k Z:Ref.Design Value = 0.5443 k Z:Ref.Design Value = 0.7427 k 43 i nic. JUL/tt Dsgnr: Project Desc.: G'2.1 Project Notes: Printed.3 AUG 2009,4 52PM • Wood Ledger Design File:P:1 S1 sEDW0000000610600 lNFQES120090803calc'sec6 ENERCALC,INC.1983-2008,Vet.6,0,221 Liu#:KW-06001022 • • • License Owner:david evens and associates Description: Non-Bmg 2x4 General Information Ledger Width 1.50 in Using Load Factoring&Design Methods fofASD Ledger Depth 3.50 in Wood Stress Grade: Douglas Fir-Larch Ledger Wood Species Douglas Fir-Larch Fb Allow 900.0 psi G:Specific Gravity 0.50 Fv Allow 180.0 psi Bolt Diameter 518" in Fyb:Bolt Bending Yield 45,000 psi Bolt Spacing 24.0 in — Concrete as Supporting Member Using 6"anchor embedment length in equations. Using dowel bearing stength fixed at 7.5 ksi per NDS Table 11E t _ ft Load . 22k,5411 Spc . Nln 544 Spe , MI ••• lM 5p. Load Data Dead Roof Live Floor Live Snow Wind Seismic Earth Uniform Load... 0.050 k/ft k/ft 0.050 k/ft k/ft k/ft k/ft k/ft Point Load... k k k k k k k Spacing in Offset in Horizontal Shear k/ft k/ft k/ft k/ft k/ft 0.30 k/ft k/ft bESIGN SUMMARY Design OK . Maximum Ledger Bending Maximum Bolt Bearing Summary Dowel Bearing Strengths Load Combination... Load Combination... (for specific gravity&bolt diameter) +D+L+H +0.60D+0.70E+H Ledger,Perp to Grain 2.80 ksi Moment 0.03 k-ft Max.Vertical Load 0.06 k Ledger,Parallel to Grain 5.60 ksi fb:Actual Stress 130.61 psi Bolt Allow Vertical Load 0.54 k Supporting Member,Perp to Grain 7.50 ksi Fb:Allowable Stress 900.00 psi Supporting Member,Parallel to Grair 7.50 ksi Stress Ratio 0.145 :1 Max.Horizontal Load 0.42 k Bolt Allow Horizontal Load 0.74 k Maximum Ledger Shear Load Combination .. . Angle of Resultant 8.1 deg +D+L+H Diagonal Component 0.42 k Shear 0.30 k Allow Diagonal Bolt Force 0.56 k fv:Actual Stress 56.45 psi Stress Ratio,Wood @ Bolt 0.764 :1 Fv:Allowable Stress 180.00 psi Stress Ratio 0.314 :1 44 ..... U V.. - Dsgnr: Project Desc.: C7 Zc5 Project Notes: Prin ted:3 AUG 2009,4:52PM File:P:ISISEDW000OGOO6 0600INFO ESI2009,08.G3 c�cs ecfi ood Ledger Design ENERcni.C,INC.1983-2GOa,V,er6o221_:• Lic.#:KW-06001022 - • • • • • . - License Owner:david evens and associates Description: Non-Bmg 2x4 Allowabel Bolt Capacity Bolt Capacity-Load Perpendicular to Grain Bolt Capacity-Load Parallel to Grain Note! Fern 2.80 Fern 5.60 Refer to 2005 NDS Section 11.3 for Bolt Fes 7.50 Fes 7.50 Capacity calculation method. Fyb 45.0 Fyb 45.0 Re 0.3733 Re 0.7467 Rt 0.250 Rt 0.250 k1 0.2966 kt 0.4216 k2 1.449 k2 1.411 k3 1.763 k3 1.20 Z-Im,Eq,11.3-1 1.050 k Z-Im,Eq,11.3-1 2.10 k Z-Is,Eq,11.3-2 5.625 k Z-Is,Eq,11.3-2 5.625 k Z-II,Eq,11.3-3 1.854 k Z-II,Eq,11.3-3 2.635 k Z-Illm,Eq,11.3-4 0.5443 k Z-111m,Eq,11.3-4 0.7427 k Z-Ills,Eq,11.3-5 1.950 k Z-Ills,Eq,11.3-5 2.293 k Z-IV,Eq,11.3-6 0.7638 k Z-IV,Eq,11.3-6 0.9577 k Z:Ref.Design Value = 0.5443 k Z:Ref.Design Value = 0.7427 k • 45 I ItIt7• JUL/tr. Dsgnr: Project Desc.: ZC Project Notes: 1 Printed:3 AUG 2009,4:52PM Wood Ledger Design Fite.N:�S\SEDW00000006 10600INFOIES\2o0908.030414 , ENERCALC;lNC 19832008:Verb0.221.') Lic.#:KW-06001022 • License Owner:david evans and associates Description: Loaded General Information Ledger Width 1.50 in Using Load Factoring&Design Methods foiASD Ledger Depth 14.0 in Wood Stress Grade: iLevel Truss Joist Ledger Wood Species Douglas Fir-Larch Fb Allow 1,700.0 psi G:Specific Gravity 0.50 Fv Allow 400.0 psi Bolt Diameter 5/8' in Fyb:Bolt Bending Yield 45,000 psi Bolt Spacing 8.0 in — Concrete as Supporting Member Using 6"anchor embedment length in equations. Using dowel bearing stength fixed at 7.5 ksi per NDS Table 11E Pt Load I • [11„.milmiell ILoad Data Dead Roof Live Floor Live Snow Wind Seismic Earth Uniform Load... 0.320 k/ft kfft 0.40 k/ft k/ft Mt k/ft k/ft Point Load... k k k k k k k Spacing in Offset in Horizontal Shear k/ft Mt k/ft k/ft kfft 0.30 k/ft k/ft D_ESIGN.SUMMARY Design OK Maximum Ledger Bending Maximum Bolt Bearing Summary Dowel Bearing Strengths Load Combination... Load Combination... (for specific gravity&bolt diameter) +D+L+H +D+L+H Ledger,Perp to Grain 2.80 ksi Moment 0.03 k-ft Max.Vertical Load 0.48 k Ledger,Parallel to Grain 5.60 ksi fb:Actual Stress 6.53 psi Bolt Allow Vertical Load 0.54 k Supporting Member,Perp to Grain 7.50 ksi Fb:Allowable Stress 1.70 psi Supporting Member,Parallel to Grair 7.50 ksi Stress Ratio 0.004 :1 Max.Horizontal Load 0.00 k Bolt Allow Horizontal Load 0.74 k Maximum Ledger Shear Load Combination... Angle of Resultant 90.0 deg +D+L+H Diagonal Component 0.48 k Shear 0.62 k Allow Diagonal Bolt Force 0.58 k fv:Actual Stress 29.29 psi Stress Ratio,Wood @ Bolt 0.835 :1 • Fv:Allowable Stress 400.00 psi Stress Ratio 0.073 :1 46 .-w.■ •vn .iywu vial 9.u., I ILIC. JUU ft Dsgnr: Project Desc.: c 30 Project Notes: PnnteC.3 AUG 2009,4 52P 1 FIe.RISISEDW00000006106001NF01ES120090601#1ys,ecG Woo C� Ledger @Sigil ENERCALC,iNC.'1983-2008,Ver;60221 :- tic.#:KW-06001022 License Owner:david evens and associates Description: Loaded 1 Allowabel Bolt Capacity Bolt Capacity-Load Perpendicular to Grain Bolt Capacity-Load Parallel to Grain Note I Fern 2.80 Fern 5.60 Refer to 2005 NDS Section 11.3 for Bolt Fes 7.50 Fes 7.50 Capacity calculation method. Fyb 45.0 Fyb 45.0 Re 0.3733 Re 0.7467 Rt 0.250 Rt 0.250 k1 0.2966 ki 0.4216 k2 1.449 k2 1.411 k3 1.763 k3 1.20 Z-Im,Eq,11.3-1 1.050 k Z-Im,Eq,11.3-1 2.10 k Z-Is,Eq,11.3-2 5.625 k Z-Is,Eq,11.3-2 5.625 k Z-II,Eq,113-3 1.854 k Z-II,Eq,11.3-3 2.635 k Z-Him,Eq,11.3-4 0.5443 k Z-111m,Eq,11.3-4 0.7427 k Z-Ills,Eq,11.3-5 1.950 k Z-Ills,Eq,11.3-5 2.293 k Z-IV,Eq,11.3-6 0.7638 k Z-IV,Eq,11.3-6 0.9577 k Z:Ref.Design Value = 0.5443 k Z:Ref.Design Value = 0.7427 k 47 i-unc LA i I iydiu lacenNua 1 we: Job# Dsgnr: Project Desc.: 63( Project Notes: Pnnled:3 AUG 2009,4 52P • File P:SS\SEDW00000006106001NF0 1ES12009.0803p1c's,ec6 ;Steel Bearn esign ENERCALC INC.1993-2008,Ver..6.0.221 Lic.#:KW-06001022 License Owner:david evans and associates Description: RB-5 'Material Properties Calculations per IBC 2006,CBC 2007,13th AISC Analysis Method: Allowable Stress Design Fy:Steel Yield: 36.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsion buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination 2006 IBC&ASCE 7-05 D(0.02 5(0.12) L3X3X3/16, Span=5.0 ft Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.020, S=0.120 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.469: 1 Maximum Shear Stress Ratio= 0.048 : 1 Section used for this span L3X3X3/16 Section used for this span L3X3X3/16 Mu:Applied 0.438 k-ft Vu:Applied 0.350 k Mn/Omega:Allowable 0.933 k-ft Vn/Omega:Allowable 7.275 k Load Combination +D+S+H Load Combination +D+S+4-1 Location of maximum on span 2.500ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.062 in Max Upward L+Lr+S Deflection 0.000 in Live Load Deflection Ratio 969 Max Downward Total Deflection 0.072 in Max Upward Total Deflection 0.000 in Total Deflection Ratio 831 yMaximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Omega*Mnx Cb Rm Va Max Vnx Omega'Vnx Overall MAXimum Envelope Dsgn.L= 5.00 ft 1 0.469 0.048 0.44 0.44 1.56 0.93 1.00 1.00 0.35 12.15 7.28 +D Dsgn.L= 5.00 ft 1 0.067 0.007 0.06 0.06 1.56 0.93 1.00 1.00 0.05 12.15 7.28 +D+L+H Dsgn.L= 5.00 ft 1 0.067 0.007 0.06 0.06 1.56 0.93 1.00 1.00 0.05 12.15 7.28 +D+Lr+H Dsgn.L= 5.00 ft 1 0.067 0.007 0.06 0.06 1.56 0,93 1.00 1.00 0.05 12.15 7.28 +O+S+H Dsgn.L= 5.00 ft 1 0.469 0.048 0.44 0.44 1.56 0.93 1.00 1.00 0.35 12.15 7.28 +D+0.750L+0.750S+H Dsgn.L= 5.00 ft 1 0.368 0.038 0.34 0.34 1.56 0.93 1.00 1.00 0.28 12.15 7.28 +0+0.750L+0.750S+0.750W41 Dsgn.L= 5.00 ft 1 0.368 0.038 0.34 0.34 1.56 0.93 1.00 1.00 0.28 12.15 7.28 +0+0.750L+0.7505+0.5250E4l Dsgn.L= 5.00 ft 1 0.368 0.038 0.34 0.34 1.56 0.93 1.00 1.00 0.28 12.15 7.28 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.''Defl Location in Span Load Combination Max.'+'Defl Location in Span D+L+S 1 0.0722 2.525 0.0000 0.000 Maximum Vertical Reactions-Unfactored Support&Load Combinati Support Reaction Support 1, (D+L+S) 0.350 k Support 2, (D+L+S) 0.350 k 4 8 ".,., ,IVO,V%MI I,N,,, i we: Job# Dsgnr. Project Desc.: 3,-- Project Notes: Printed 3 AUG 2009,4 52PM 'Woodr He:P.151SEDW0000000610600INFOIES12009..08.03 c�ds.ec6 Beans Design ENERCALC,INC.1983-2008,Ver 6.0.221 Lic.#:KW-06001022 License Owner:david evans and associates Description: Re-3 Material Properties Calculations per IBC 2006,CBC 2007,2005 NDS Analysis Method: Allowable Stress Design Fb-Tension 2,900.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 2,900.0 psi Ebend-xx 2,000.0ksi Fc-NI 2,900.0 psi Eminbend-xx 2,000.0 ksi Wood Species :iLevel Truss Joist Fc-Perp 750.0 psi Wood Grade :Parallam PSL 2.0E Fv 290.0 psi Ft 2,025.0 psi Density 32.210pcf Beam Bracing : • W 0.08) ■ A 14.0 X 5.250, Span=15.50 ft A i Applied Loads 4,t, Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: W=0.080 kilt, Tributary Width=1.0 ft ----- -__--_--_..-_-- Design OK Maximum Bending Stress Ratio = 0.155 1 Maximum Shear Stress Ratio = 0.041 : 1 Section used for this span 14.0 X 5.250 Section used for this span 14.0 X 5.250 ft):Actual = 448.28 psi fv:Actual = 12.02 psi FB:Allowable = 2,900.00 psi Fv:Allowable = 290.00 psi Load Combination +D+W-'H Load Combination +D+W+H Location of maximum on span = 7.750ft Location of maximum on span = 15.113 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection = 0.000 in Max Upward L+Lr+S Deflection = 0.000 in Live Load Deflection Ratio = 0 <360 Max Downward Total Deflection = 0.310 in Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 599 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V C d Mactual tb-design Fb-allow Vactual N-design Fv-allow +D+L+H Length=15.50 ft 1 1.000 2,900.00 -0.00 290.00 +D+Lr+H Length=15.50 ft 1 1.000 2,900.00 -0.00 290.00 +D+W+H Length=15.50 ft 1 0.155 0.041 1.000 2.40 448.28 2,900.00 0.59 12.02 290.00 +D+0.750Lr+0.750L+0.750W+H Length=15.50 ft 1 0.116 0.031 1.000 1.80 336.21 2,900.00 0.44 9.02 290.00 +D+0.750L+0.750S+0.750W+H Length=15.50 ft 1 0.116 0.031 1.000 1.80 336.21 2,900.00 0.44 9.02 290.00 +0.60D+W+H Length=15.50 ft 1 0.155 0.041 1.000 2.40 448.28 2,900.00 0.59 12.02 290.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.''Defl Location in Span Load Combination Max.'+'Dell Location in Span W Only 1 0.3102 7.828 0.0000 0.000 49 . JOD lit Dsgnr: Project Desc.: 6- 33 Project Notes: Punted.3 AUG 2009,4 52P i Fie:P:1SISEDW0000000610600lNFO ES12009.08.03 calcs:ec6 Wood Beam Design ENERCALC,INC.1983-2008,Vet:6.0.221 Lic.#:KW-06001022 License Owner:david evens and associates Description: RB-3 Maximum Vertical Reactions-Unfactored Support notation:Far left is#1 Support&Load Combination Support Reaction Support 1, (W Only) 0.620 k Support 2, (W Only) 0.620 k 50 urge uon i!gam'ampus I Itle: Job# Dsgnr. Project Desc.: Ci 3¢ Project Notes: Printed 3 AUG 2009,4 52P Steel Beam Design File:P:1C1 SEDW000000O6\O6OOINFO\ESr20O9.0803c c's.ec6 ENERCALC,mNC..1983-2008,Ver.6.0.221 Lic.#:KW-06001022 License Owner:david evans and associates Description: RB-2 Material;Propeitles Calculations per IBC 2006,CBC 2007,13th AISC Analysis Method: Allowable Stress Design Fy:Steel Yield: 46.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination 2006 IBC&ASCE 7-05 S(0.265) • HSS5-1/2X5-1/2X1/4, Span=15.50 ft • - Applii a.t. . ;;° Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: S=0.2650 k/ft, Tributary Width=1.0 ft Moment: W=2.20 k-ft,Location=0.0 ft from left end of this span :DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.372: 1 Maximum Shear Stress Ratio= 0.056 : 1 Section used for this span HSS5-112X5-1/2X1/4 Section used for this span HSS5-1/2X5-1/2X1/4 Mu:Applied 7.958 k-ft Vu:Applied 2.054 k Mn/Omega:Allowable 21.393 k-ft Vn/Omega:Allowable 36.975 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 7.750ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.551 in Max Upward L+Lr+S Deflection 0.000 in Live Load Deflection Ratio 337 <360 Max Downward Total Deflection 0.551 in Max Upward Total Deflection 0.000 in Total Deflection Ratio 337 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Omega'Mnx Cb Rm Va Max Vnx Omega*Vnx Overall MAXimum Envelope Dsgn.L= 15.50 ft 1 0.372 0.056 7.96 7.96 35.73 21.39 1.14 1.00 2.05 61.75 36.98 +D+L+H Dsgn.L= 15.50 ft 1 0.000 35.73 21.39 1.00 1.00 -0.00 61.75 36.98 +O+Lr+H Dsgn.L= 15.50 ft 1 0.000 35.73 21.39 1.00 1.00 -0.00 61.75 36.98 +D+S+H Dsgn.L= 15.50 ft 1 0.372 0.056 7.96 7.96 35.73 21.39 1.14 1.00 2.05 61.75 36.98 +0+0.750L+0.750S+H Dsgn.L= 15.50 ft 1 0.279 0.042 5.97 5.97 35.73 21.39 1.14 1.00 1.54 61.75 36.98 +D+W+H Dsgn.L= 15.50 ft 1 0.103 0.004 2.20 2.20 35.73 21.39 1.67 1.00 0.14 61.75 36.98 +D+0.750Lr+0.750L+0.750W+H Dsgn.L= 15.50 ft 1 0.077 0.003 1.65 1.65 35.73 21.39 1.67 1.00 0.11 61.75 36.98 +0+0.750L+0.750S+0.750W+H Dsgn.L= 15.50 ft 1 0.319 0.045 6.82 6.82 35.73 21.39 1.12 1.00 1.65 61.75 36.98 +0+0.750L+0.750S+0.5250E41 Dsgn.L= 15.50 ft 1 0.279 0.042 5.97 5.97 35.73 21.39 1.14 1.00 1.54 61.75 36.98 +0.60D+W+H Dsgn.L= 15.50 ft 1 0.103 0.004 2.20 2.20 35.73 21.39 1.67 1.00 0.14 61.75 36.98 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.-'Defl Location in Span Load Combination Max.'+'Defl Location in Span S Only 1 0.5513 7.828 0.0000 0.000 51 Lune vUII I iydia iptm Iwe: JOD# Dsgnr: Project Desc.: ex S Project Notes: Printed 3 AUG 2009,4 52P Steel Beam Design File:P; SEDWG000000610600INFMES12009.08.03calcs c6 ENERCALC,INC 1983-2008,Ver.6.0.221' Lic.#:KW-06001022 License Owner:david evans and associates Description: RB-2 Maximum Vertical Reactions•Unfactored Support&Load Combinati Support Reaction Support 1, (S Only) 2.054 k Support 2, (S Only) 2.054 k 52 wnc vviI I iyaiu •auiNua i we: Job# Dsgnr: Project Desc.: G-3c Project Notes: Punted 3 AUG 2009,4.52P'1 Wood Beam Design File:P:ISISEDW00000006 106001NFO1E51200908.03i lcsec6 g -ENERCALC;INC.1983-2008,Verb.0.221 . Lic.#:KW-06001022 License Owner:david evans and associates Description: Bldg B Stair Stringer/Landing Support Header Material Properties Calculations per IBC 2006,CBC 2007,2005 NDS Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 2,400.0 psi Ebend-xx 1,800.0ksi Fc-Prll 2,500.0 psi Eminbend-xx 1,800.0 ksi Wood Species : iLevel Truss Joist Fc-Perp 425.0 psi Wood Grade : Parallam PSL 1.8E Fv 190.0 psi Ft 1,755.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling j D(0.13 L(0.65) ii �s�-4.' -'Y ,.ua:xo� i..�tr;.1.i. :•�' .,.! r_'4:fc�e.:,ci .�i,.s.x..�.is(...........2r.i...- . .;...::.. . . .- .:.._.. .., ,__.t x.ttwxv..-ti°. 3.5x14.0, Span=8.50 ft / Applied Loads Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.130, L=0.650 k/ft, Tributary Width=1.0 ft I _DFSIG11LS11MMABY --- --_ ---- -. Design OK Maximum Bending Stress Ratio = 0.30a 1 Maximum Shear Stress Ratio = 0.390 : 1 Section used for this span 3.5x14.0 Section used for this span 3.5x14.0 i fb:Actual = 739.35 psi fv:Actual = 74.08 psi FB:Allowable = 2,400.00 psi Fv:Allowable = 190.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.250ft Location of maximum on span = 7.353 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection = 0.053 in Max Upward L+Lr+S Deflection = 0.000 in Live Load Deflection Ratio = 1909 Max Downward Total Deflection = 0.064 in Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 1591 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V C d Mactual fb-design Fb-allow Vactual fvdesign Fv-allow +D Length=8.50 ft 1 0.051 0.065 1.000 1.17 123.23 2,400.00 0.40 12.35 190.00 +D+L+H Length=8.50 ft 1 0.308 0.390 1.000 7.04 739.35 2,400.00 2.42 74.08 190.00 +D+Lr+H Length=8.50 ft 1 0.051 0.065 1.000 1.17 123.23 2,400.00 0.40 12.35 190.00 +D+0.750Lr+0.750L+1l Length=8.50 ft 1 0.244 0.309 1.000 5.58 585.32 2,400.00 1.92 58.65 190.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.''Defl Location in Span Load Combination Max.'+'Defl Location in Span D+1+Lr 1 0.0641 4.293 0.0000 0.000 53 i WI I 119OIU I Rle: Job# Dsgnr: Project Desc.: G 3 7 Project Notes: Pnnted 3 AUG 2009,4 52PM File:P,IS\SEDW000d0006106001NF01ES120Q9.08.03 calc's.ec6 "(kid Beam Design ENERCALC INC.1983-2008,Ver.6.0.221 P- .#:KW-06001022 . . License owner:david evans and associates scnption: Bldg B Stair Stringer/Landing Support Header ...aximum Vertical Reactions-Unfactored Support notation:Far left is#1 pport&Load Combination Support Reaction Support 1, (D+L+Lr) 3.315 k Support 2, (D+L+Lr) 3.315 k 54 dill. JUUth Dsgnr: Project Desc.: Notes: Printed: 3 AUG 2009,4.52PM Fe.F.1S\SE0W00000006106001NF01ES12009 08 03 i dc's.ec6•Wood Beare Design - _ ENERCALC,ING.1983-2O08.Ver.6.0.221 :'; Lic.#:KW-06001022 • • .... ... license Owner:david evans and associates Description: -None- Material Properties Calculations per IBC 2006,CBC 2007,2005 NDS Analysis Method: Allowable Stress Design Fb-Tension 2,900.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 2,900.0 psi Ebend-xx 2,000.0 ksi Fc-Pill ,900.0 psi Eminbend-xx 2,000.0 ksi Wood Species : iLevel Truss Joist Fc-Perp 750.0 psi Wood Grade :Parallam PSL 2.0E Fv 290.0 psi Ft 2,025.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling . ! 1 D(0.788) • :.,W.is i;:a- .+S4a�m..`4I}1t.. ' '1.�61T &T ttiI°.allflait4I/ 1k 1.6'&11 .Fat IT6-Li. .:i;.kri ii: ..-. A 5.25x14.0, Span=18.50 ft ■ i Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.7880 k/ft, Tributary Width=1.0 ft ESIGPSUMMARY Desi-n OK _ Maximum Bending Stress Ratio = 0.813 1 Maximum Shear Stress Ratio = 0.451 : 1 Section used for this span 5.25x14.0 Section used for this span 5.25x14.0 . fb:Actual = 2,358.83psi fv:Actual = 130.90 psi FB:Allowable = 2,900.00 psi Fv:Allowable = 290.00 psi Load Combination +D Load Combination +D Location of maximum on span = 9.250ft Location of maximum on span = 17.390ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection = 0.000 in Max Upward L+Lr+S Deflection = 0.000 in Live Load Deflection Ratio = 0 <360 Max Downward Total Deflection = 0.872 in Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 254 • • Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V C d Mactual fb-design Fb-allow Vactual fv-design Fv-allow +D Length=18.50 ft 1 0.813 0.451 1.000 33.71 2,358.83 2,900.00 6.41 130.90 290.00 +D+L+H Length=18.50 ft 1 0.813 0.451 1,000 33.71 2,358.83 2,900.00 6.41 130.90 290.00 +D+Lr+H Length=18.50 ft 1 0.813 0.451 1.000 33.71 2,358.83 2,900.00 6.41 130.90 290.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.''Defl Location in Span Load Combination Max.'+'Deft Location in Span D Only 1 0.8719 9.343 0.0000 0.000 Maximum Vertical Reactions-Unfactored Support notation:Far left is#1 Support&Load Combination Support Reaction Support 1, (D Only) 7.289 k Support 2, (D Only) 7.289 k 55 Lunc wt t I I)dw l.,dn thus I itle: Job# Dsgnr: Project Desc.: 7 Project Notes: Printed:3 AUG 2009,4:52PM File:Beam Design "ENERCALC,INC.1983-2008,Ver•.6.0.221_ Lic.#:KW-06001022 Ucense Owner:david evans and associates Description: RJ-2 Material Properties Calculations per IBC 2006,CBC 2007,2005 Nos Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling S 0.086,0.O(.1)�O .OM)8(O O3) --. r 7 . • • • A2x10, Span=5.0 ft 4, plied Loads Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.10, L=0.080, S=0.050 kilt, Tributary Width=1.0 ft Varying Uniform Load: S(S,E)=0.0660->0.030 k/ft,Extent=0.0->>4.0 ft, Tributary Width=1.0 ft $LdaN L1MMARY: -- - - - Design OK - Maximum Bending Stress Ratio = 0.405 1 Maximum Shear Stress Ratio = 0.243 : 1 Section used for this span 2x10 Section used for this span 2x10 fb:Actual = 400.69 psi fv:Actual = 43.68 psi FB:Allowable = 990.00 psi Fv:Allowable = 180.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 2.450ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection = 0.015 in Max Upward L+Lr+S Deflection = 0.000 in Live Load Deflection Ratio = 3917 Max Downward Total Deflection = 0.024 in Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 2472 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V C d Mactual lb-design Fb-allow Vactual fv-design Fv-allow Length=5.0 ft 1 0.177 0.105 1.000 0.31 175.31 990.00 0.18 18.92 180,00 +D+L+fi Length=5.0 ft 1 0.319 0.189 1.000 0.56 315.56 990.00 0.32 34.05 180.00 +D+Lr+H - Length=5.0 ft 1 0.177 0.105 1.000 0.31 175.31 990.00 0.18 18.92 180.00 +O+S+H Length=5.0 ft 1 0.339 0.204 1.000 0.60 335.64 990.00 0.34 36.79 180.00 40+0.750Lr+0.750L+11 Length=5.0 ft 1 0.283 0.168 1.000 0.50 280.50 990.00 0.28 30.27 180.00 +0+0.750L+0.750S+H Length=5.0 ft 1 0.405 0.243 1.000 0.71 400.69 990.00 0.40 43.68 180.00 +0+0.750L+0.7505+0.750W+H Length=5.0 ft 1 0.405 0.243 1.000 0.71 400.69 990.00 0.40 43.68 180.00 +0+0.750L+0.750S+0.5250E+1-1 56 tie. JOD 10 Dsgnr: Project Desc.: 6(4-0 Project Notes: Printed:3 AUG 2009,4:52PM t Fite:P 1SI SEDW0000000613600INF0 1ES\2009.08 03 ca1c'skc'�"' Mood Beam Desn ERCALG 1NC.19832008,Ver.6:0.221 ic.#:KW-06001022 . , License Owner:david evans and associates )escription: RJ-2 Ad Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V C d Mactual fb-design Fb-allow Vactual fv-design Fv-allow Length=5.0 ft 1 0.405 0.243 1.000 0.71 400.69 990.00 0.40 43.68 180.00 Jverall Maximum Deflections-Unfactored Loads '.oad Combination Span Max.='Defl Location in Span Load Combination Max.'+"Deft Location in Span D+L+S 1 0.0243 2.500 0.0000 0.000 Maximum--VeltCargOactiOns-Unfactored Support notation:Far left is#1 Support&Load Combination Support Reaction Support 1, (D+L+S) 0.700 k Support 2, (D+L+S) 0.642 k 57 Luxe Lion I;gam L.ampus I rue: JOU ff Dsgnr: Project Desc.: Gketi Project Notes: Printed 3 AUG 2009 4 52PM File.P 1SISEDW00000006106001NFO)ES 12009;08.03 Wes ec6 WO¢C1 Bearn es191i k _ ENERCALC1NC 1983-2008,Ver."5,0.211`.:.. Lic.#:KW-06001022 License Owner:david evens and associates Description: RB-1 Material Properties Calculations per IBC 2006,CBC 2007,2005 NDS Analysis Method: Allowable Stress Design Fb-Tension 2,900.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 2,900.0 psi Ebend-xx 2,000.0ksi Fc-Prll 2,900.0 psi Eminbend-xx 2,000.0 ksi Wood Species : iLevel Truss Joist Fc-Perp 750.0 psi Wood Grade : Parallam PSL 2.0E Fv 290.0 psi Ft 2,025.0 psi Density 32.210pcf Beam Bracing : Beam bracing is defined as a set spacing over all spans Unbraced Lengths First Brace starts at 2.0 ft from Left-Most support Regular spacing of lateral supports on length of beam=2.0 ft I I... I.0. iI. �� � ��••Q&njs:EI&ZD al��� ..r 5 ... z:, r �... ... - * • • 5.25x14.0, Span=5.50 ft A 5.25x14.0, Span=13.0 ft A 5.25x14.0, Span=5.50 ft Applied Loads. . Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 - Uniform Load: D=0.5370, L=0.5970 k/ft, Tributary Width=1.0 ft Uniform Load: L=0.060 kilt, Tributary Width=1.0 ft Load for Span Number 2 Uniform Load: D=0.5370, L=0.5970 k/ft, Tributary Width=1.0 ft Uniform Load: L=0.060 k/ft, Tributary Width=1.0 ft Load for Span Number 3 Uniform Load: D=0.5370, L=0.5970 k/ft, Tributary Width=1.0 ft Uniform Load: L=0.060 k/ft, Tributary Width=1.0 ft 6EsJfiN SUMMARY :c Design OK Maximum Bending Stress Ratio = 0.34U 1 Maximum Shear Stress Ratio = 0.449 : 1 Section used for this span 5.25x14.0 Section used for this span 5.25x14.0 fb:Actual = 987.24 psi fv:Actual = 130.32 psi FB:Allowable = 2,900.00 psi Fv:Allowable = 290.00 psi Load Combination +D+L+H Load Combination +D+L+H _ =Location of maximum on span 5.500ft Location of maximum on span 11.848 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#2 Maximum Deflection Max Downward L+Lr+S Deflection = 0.058 in Max Upward L+Lr+S Deflection = -0.006 in Live Load Deflection Ratio = 2671 • Max Downward Total Deflection = 0.106 in Max Upward Total Deflection = -0.011 in Total Deflection Ratio = 1469 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V C d Mactual fb-design Fb-allow Vactual fv-design Fv-allow +D Length=1.949 ft 1 0.009 0.051 1.000 -0.39 27.34 2,900.00 0.72 14.77 290.00 Length=2.019 ft 1 0.071 0.127 1.000 -2.95 206.17 2,900.00 1.81 36.90 290.00 Length=1.532 ft 1 0.153 0.202 1.000 -6.35 444.01 2,900.00 2.87 58.61 290.00 Length=0.4937 ft 2 0.153 0.202 1.000 -6.35 444.01 2,900.00 2.87 58.61 290.00 58 LUNG LAM I I[yaw udn ipus I me: Job# Dsgnr: Project Desc.: a4 z--____ Project Notes: Punted.3 AUG 2009,4•929M -2 File:P 1515EDWC0000006106001NF01E512009.08.03 cc ec6 Mood Beam Design ENERCALC,INC.1983-2008,Ver:6.0.221 Lic.#:KW-06001022 . • • ••• .. • • License Owner:david evens and associates Description: RB-1 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V C d Mactual tb-design Fb-allow Vactual fv-design Fv-allow Length=1.975 ft 2 0.153 0.202 1.000 -6.35 444.01 2,900.00 2.87 58.61 290.00 Length=1.975 ft 2 0.153 0.202 1.000 -6.35 444.01 2,900.00 2.16 58.61 290.00 Length=1.975 ft 2 0.153 0.202 1.000 -6.35 444.01 2,900.00 1.10 58.61 290.00 Length=1.975 ft 2 0.153 0.202 1.000 -6.35 444.01 2,900.00 1.02 58.61 290.00 Length=1.975 ft 2 0.153 0.202 1.000 -6.35 444.01 2,900.00 2.08 58.61 290.00 Length=1.975 ft 2 0.153 0.202 1.000 -6.35 444.01 2,900.00 2.87 58,61 290.00 Length=0.6582 ft 2 0.153 0.202 1.000 -6.35 444.01 2,900.00 2.87 58.61 290.00 Length=1.462 ft 3 0.153 0.202 1.000 -6.35 444.01 2,900.00 2.03 58.61 290.00 Length=2.019 ft 3 0.153 0.202 1.000 -6.35 444.01 2,900.00 1.85 58.61 290.00 Length=2.019 ft 3 0.153 0.202 1.000 -6.35 444.01 2,900.00 0.76 58.61 290.00 +D+L+H Length=1.949 ft 1 0.021 0.113 1.000 -0.87 60.78 2,900.00 1.61 32.84 290.00 Length=2.019 ft 1 0.158 0.283 1.000 -6.55 458.42 2,900.00 4.02 82.04 290.00 Length=1.532 ft 1 0.340 0.449 1.000 -14.11 987.24 2,900.00 6.39 130.32 290.00 Length=0.4937 ft 2 0.340 0.449 1.000 -14.11 987.24 2,900.00 6.39 130.32 290.00 Length=1.975 ft 2 0.340 0.449 1.000 -14.11 987.24 2,900.00 6.39 130.32 290.00 Length=1.975 ft 2 0.340 0.449 1.000 -14.11 987.24 2,900.00 4.81 130.32 290.00 Length=1.975 ft 2 0.340 0.449 1.000 -14.11 987.24 2,900.00 2.46 130.32 290.00 Length=1.975 ft 2 0.340 0.449 1.000 -14.11 987.24 2,900.00 2.26 130.32 290.00 Length=1.975 ft 2 0.340 0.449 1.000 -14.11 987.24 2,900.00 4.62 130.32 290.00 Length=1.975 ft 2 0.340 0.449 1.000 -14.11 987.24 2,900.00 6.39 130.32 290.00 Length=0.6582 ft 2 0.340 0.449 1.000 -14.11 987.24 2,900.00 6.39 130.32 290.00 Length=1.462 ft 3 0.340 0.449 1.000 -14.11 987.24 2,900.00 4.52 130.32 290.00 Length=2.019 ft 3 0.340 0.449 1.000 -14.11 987.24 2,900.00 4.10 130.32 290.00 Length=2.019 ft 3 0.340 0.449 1.000 -14.11 987.24 2,900.00 1.69 130.32 290.00 +D+Lr+11 Length=1.949 ft 1 0.009 0.051 1.000 -0.39 27.34 2,900.00 0.72 14.77 290.00 Length=2.019 ft 1 0.071 0.127 1.000 -2.95 206.17 2,900.00 1.81 36.90 290.00 Length=1.532 ft 1 0.153 0.202 1.000 -6.35 444.01 2,900.00 2.87 58.61 290.00 Length=0.4937 ft 2 0.153 0.202 1.000 -6.35 444.01 2,900.00 2.87 58.61 290.00 Length=1.975 ft 2 0.153 0.202 1.000 -6.35 444.01 2,900.00 2.87 58.61 290.00 Length=1.975 ft 2 0.153 0.202 1.000 -6.35 444.01 2,900.00 2.16 58.61 290.00 Length=1.975 ft 2 0.153 0.202 1.000 -6.35 444.01 2,900.00 1.10 58.61 290.00 Length=1.975 ft 2 0.153 0.202 1.000 -6.35 444.01 2,900.00 1.02 58.61 290.00 Length=1.975 ft 2 0.153 0.202 1.000 -0.35 444.01 2,900.00 2.08 58.61 290.00 Length=1.975 ft 2 0.153 0.202 1.000 -6.35 444.01 2,900.00 2.87 58.61 290.00 Length=0.6582 ft 2 0.153 0.202 1.000 -6.35 444.01 2,900.00 2.87 58.61 290.00 Length=1.462 ft 3 0.153 0.202 1.000 -6.35 444.01 2,900.00 2.03 58.61 290.00 Length=2.019 ft 3 0.153 0.202 1.000 -6.35 444.01 2,900.00 1.85 58.61 290.00 Length=2.019 ft 3 0.153 0.202 1.000 -6.35 444.01 2,900.00 0.76 58.61 290.00 +D+0.750Lr-*0.750L+H Length=1.949 ft 1 0.018 0.098 1.000 -0.75 52.42 2,900.00 1.39 28.33 290.00 Length=2.019 ft 1 0.136 0.244 1.000 -5.65 395.36 2,900.00 3.47 70.76 290.00 Length=1.532 ft 1 0.294 0.388 1.000 -12.17 851.44 2,900.00 5.51 112.39 290.00 Length=0.4937 ft 2 0.294 0.388 1.000 -12.17 851.44 2,900.00 5.51 112.39 290.00 Length=1.975 ft 2 0.294 0.388 1.000 -12.17 851.44 2,900.00 5.51 112.39 290.00 Length=1.975 ft 2 0.294 0.388 1.000 -12.17 851.44 2,900.00 4.15 112.39 290.00 Length=1.975 ft 2 0.294 0.388 1.000 -12.17 851.44 2,900.00 2.12 112.39 290.00 Length=1.975 ft 2 0.294 0.388 1.000 -12.17 851.44 2,900.00 1.95 112.39 290.00 Length=1,975 ft 2 0.294 0.388 1.000 -12.17 851.44 2,900.00 3.98 112.39 290.00 Length=1.975 ft 2 0.294 0.388 1.000 -12.17 851.44 2,900.00 5.51 112.39 290.00 Length=0.6582 ft 2 0.294 0.388 1.000 -12.17 851.44 2,900.00 5.51 112.39 290.00 Length=1.462 ft 3 0.294 0.388 1.000 -12.17 851.44 2,900.00 3.90 112.39 290.00 Length=2.019 ft 3 0.294 0.388 1.000 -12.17 851.44 2,900.00 3.54 112.39 290.00 Length=2.019 ft 3 0.294 0.388 1.000 -12.17 851.44 2,900.00 1.46 112.39 290.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.''Defl Location in Span Load Combination Max.'+'Defl Location in Span 1 0.0000 0.000 D+L+Lr -0.0102 3.620 D+L+Lr 2 0.1061 6.582 0.0000 3.620 3 0.0000 6.582 D+L+Lr -0.0105 1.949 59 LUNG vvi I I iydiu■.dti ipua Hue: Job# Dsgnr: Project Desc.: 4-3 Project Notes: Printed:3 AUG 2009,4 52P Wood Beattl Design File:PAS c'5.ec6 .'ENERCALCJINC.1983-2008,Ver.6.0.221 Lic.#:KW-06001022 License Owner:david evens and associates Description: R6-1 Maximum Vertical Reactions-Unfactored Support notation:Far left is#1 Support&Load Combination Support Reaction Support 1, (D+L+Lr) 0.718 k Support 2, (D+L+Lr) 13.610 k Support 3, (D+L+Lr) 13.610 k Support 4, (D+L+Lr) 0.718 k 60 Lunnvini iiyaiu taco 1!pub Iwe: Job# Dsgnr. Project Desc.: G,{� Project Notes: `�-F- Printed:3 AUG 2009,4 53PM i file:P:1SISEDWD0000006106001NFOiE$12009.08.03 talc's ec6' 'Wood earn Design ENERCAI_C,INC.1983-7008,Ver.6.0121' Lic.#:KW-06001022 License Owner:david evans and associates Description: RB-9 Material Properties Calculations per IBC 2006,CBC 2007,2005 NDS Analysis Method: Allowable Stress Design Fb-Tension 2,900.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 2,900.0 psi Ebend-xx 2,000.0 ksi Fc-Pill 2,900.0 psi Eminbend-xx 2,000.0 ksi Wood Species : iLevel Truss Joist Fc-Perp 750.0 psi Wood Grade : Parallam PSL 2.0E Fv 290.0 psi Ft 2,025.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling , D(0.06)S(0.125) .. d .� a. ,SW A 7.0 X 5.50, Span=14.250 ft A I i ..... piied'LoadS applied Service loads entered.Load Factors will be a lied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D=0.060, S=0.1250 k/ft, Tributary Width=1.0 ft DESIGIalIMMARY' - _ Design OK Maximum Bending Stress Ratio = 0.576 1 Maximum Shear Stress Ratio = 0.174 : 1 Section used for this span 7.0 X 5.50 Section used for this span 7.0 X 5.50 fb:Actual = 1,671.02 psi fv:Actual = 50.52 psi FB:Allowable = 2,900.00 psi Fv:Allowable = 290.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 7.125ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection = 0.602 in Max Upward L+Lr+S Deflection = 0.000 in Live Load Deflection Ratio = 283 Max Downward Total Deflection = 0.933 in Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 183 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V C d Mactual lb-design Fb-allow Vactual N-design Fv-allow +D Length=14.250 ft 1 0.204 0.062 1.000 1.74 592.17 2,900.00 0.46 17.90 290.00 ±D+L+H Length=14.250 ft 1 0.204 0.062 1.000 1.74 592.17 2,900.00 0.46 17.90 290.00 +D+Lr+H Length=14.250 ft 1 0.204 0.062 1.000 1.74 592.17 2,900.00 0.46 17.90 290.00 +D+S+H Length=14.250 ft 1 0.576 0.174 1.000 4.91 1,671.02 2,900.00 1.30 50.52 290.00 +0+0.750L+0.750S+11 Length=14.250 ft 1 0.483 0.146 1.000 4.12 1,401.30 2,900.00 1.09 42.37 290.00 +D+0.750L+0.750S+0.750W+H Length=14.250 ft 1 0.483 0.146 1.000 4.12 1,401.30 2,900.00 1.09 42.37 290.00 +0+0.750L+0.750S+0.5250E+H Length=14.250 ft 1 0.483 0.146 1.000 4.12 1,401.30 2,900.00 1.09 42.37 290.00 61 .,,, tyo,,.V0/111J1.1•2 I iue: Job# Dsgnr: Project Desc.: c�.s Project Notes: Pnnted 3 AUG 2009,4.53PM File P:151SEDW00000006106001NFOTS12009.06:03tic's.e6 Wood Beam Design ENERCALC,INC.1983-2008,Ver.6.0.221 Lic.#:KW-06001022 License Owner:david evans and associates Description: RB-9 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max."2 Defl Location in Span Load Combination Max."+'Defl Location in Span D+L+S 1 0.9328 7.196 0.0000 0.000 Maximum Vertical Reactions-Unfactored Support notation:Far left is#1 Support&Load Combination Support Reaction Support 1, (D+L+S) 1.379 k Support 2, (D+L+S) 1.379 k 62 AMC LAM I nyai U Lau:j.u5 I we: JOb if Dsgnr: Project Desc.: , Project Notes: Ponied 3 AUG 2009,4:53P1s,' -File:P.ISISEDW00000005\o6001NF01ES12009.08.03 c�'s.ee6:`. Nood Beam Design ENERCAtc iNC:ass3-2008 Ver.6.0:221 lc.li:KW-06001022 Description: RBA License Owner:david evans and associates Material Properties Calculations per IBC 2006,CBC 2007,2005 NDS Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Pr!' . 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling • -_ - - _ i D(0.08 S(0.15) • A 4x10, Span=8.50 ft •A. • Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D=0.080, S=0.150 kilt, Tributary Width=1.0 ft _DESIGN-SUMMARY_�___� ____ Design OK i Maximum Bending Stress Ratio = 0.47T. 1 Maximum Shear Stress Ratio = 0.213 : 1 Section used for this span 4x10 Section used for this span 4x10 fb:Actual = 515.13psi fv:Actual = 38.31 psi FB:Allowable = 1,080.00 psi Fv:Allowable = 180.00 psi Load Combination +D+S+H Load Combination +D+S+H • Location of maximum on span = 4.250ft Location of maximum on span = 7.735 ft S • pan#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection = 0.048 in Max Upward L+Lr+S Deflection = 0.000 in Live Load Deflection Ratio = 2121 Max Downward Total Deflection 0.076 in Max Upward Total Deflection 0.000 in L___.__ Total Deflection Ratio = 1341 - Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V C d Mactual fb-design Fb-allow Vactual fv-design Fv-allow 40 Length=8.50 ft 1 0.175 0.078 1.000 0.79 189.43 1,080.00 0.30 14.09 180.00 40+L+H Length=8.50 ft 1 0.175 0.078 1.000 0.79 189.43 1,080.00 0.30 14.09 180.00 +D+Lr+H Length=8.50 ft 1 0.175 0.078 1.000 0.79 189.43 1,080.00 0.30 14.09 180.00 +D+S+H Length=8.50 ft 1 0.477 0.213 1.000 2.14 515.13 1,080.00 0.83 38.31 180.00 +D+0.750L+0.750S+H Length=8.50 ft 1 0.402 0.179 1.000 1.80 433.71 1,080.00 0.70 32.25 180.00 +D+0.750L+0.750S+0.750W+H Length=8.50 ft 1 0.402 0.179 1.000 1.80 433.71 1,080.00 0,70 32.25 180.00 40+0.750L+0.750S+0.5250E+H Length=8.50 ft 1 0.402 0.179 1.000 1.80 433.71 1,080.00 0.70 32.25 180.00 63 iunrs utn l nyat u t.at uNub I me: JOD IF Dsgnr: Project Desc.: &4,7 Project Notes: Punted 3 AUG 2009,4:53PM t 1 ' - EWOOQ000061060pINF( OQ9A403 p40 B e a m Des i g n _ _ - ,EM�ItCACC,(NG.3983.2008;=Ver60.?21 Lic.#:KW-06001022 License Owner:david evans and associates Description: RB-8 fralt Maximum Deflections•Unfactored Loads Load Combination Span Max. Doti Location in Span Load Combination Max."+"Deft Location in Span 0+1.+S 1 0.0760 4.293 0.0000 0.000 40azir dm 1(e O''ReactiorIs-Unfactored Support notation:Far left is#1 Support&Load Combination Support Reaction Support 1, (D+L+S) 1.008 k Support 2, (D+L+S) 1.008 k 64 IIuC. Joo if Dsgnr: Project Desc.: r 48, Project Notes: Printed.3 AUG 2009,4 53P Wood Beam Design File:P:,51SEDW00000006106001NFOWS12009.0803ta1aec6, ENERCALC,INC-1983-2008,Ver.6.h.221 Lic.#:KW-06001022 License Owner:david evans and associates Description: R8-4 Material Properties Calculations per IBC 2006,CBC 2007,2005 NDS Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 900.0 psi Ebend-xx 1,600.0ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 4111. 41110 4x8, Span=2.50 ft AL Applied Loads Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.40, S=0.20 kilt, Tributary Width=1.0 ft OFSIGALS!1MMARY --- ----------------- Design OK Maximum Bending Stress Ratio = 0.15T.. 1 Maximum Shear Stress Ratio = 0.128 : 1 Section used for this span 4x8 Section used for this span 4x8 fb:Actual = 183.46 psi fv:Actual = 23.05 psi FB:Allowable = 1,170.00 psi Fv:Allowable = 180.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 1.250ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection I Max Downward L+Lr+S Deflection = 0.000 in Max Upward L+Lr+S Deflection = 0.000 in Live Load Deflection Ratio = 9999999 Max Downward Total Deflection = 0.003 in Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 10036 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V C d Mactual fb-design Fb-allow Vactual fv-design Fv-allow 40 Length=2.50 ft 1 0.105 0.085 1.000 0.31 122.30 1,170.00 0.26 15.37 180.00 40+L+H Length=2.50 ft 1 0.105 0.085 1.000 0.31 122.30 1,170.00 0.26 15.37 180.00 40+Lr+H Length=2.50 ft 1 0.105 0.085 1.000 0.31 122.30 1,170.00 0.26 15.37 180.00 +D+S+H Length=2.50 ft 1 0.157 0.128 1.000 0.47 183.46 1,170.00 0.39 23.05 180.00 4040.750L+0.750S+H Length=2.50 ft 1 0.144 0.117 1.000 0.43 168.17 1,170.00 0.36 21.13 180.00 4040.750L+0.750S+0.750W+H Length=2.50 ft 1 0.144 0.117 1.000 0.43 168.17 1,170.00 0.36 21.13 180.00 +D40.750L+0.750S+0.5250E+H Length=2.50 ft 1 0.144 0.117 1.000 0.43 168.17 1,170.00 0.36 21.13 180.00 65 I IIIC. JOU if Dsgnr: Project Desc.: c 4 Project Notes: Printed:3 AUG 2009,4:53PM Fle P.ISISEDW00000006106001NF01ESV009 03 talc's ecfi 1' oCi Beath pesigfi ENERCALC ING1983-2008 Ver60221., Lic.#:KW-06001022 License Owner:david evans and associates Description: RB-4 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.'-'Defl Location in Span Load Combination Max.'+'Detl Location in Span D+L+S 1 0.0030 1.263 0.0000 0.000 Maximum Vertical Reactions-Unfactored Support notation:Far left is#1 Support&Load Combination Support Reaction Support 1, (D+L+S) 0.750 k Support 2, (D+L+S) 0.750 k • 66 u+nc 1../VII I IVO!U%.auI))U i we: JUU it Dsgnr: Project Desc.: -S C Project Notes: Printed:3 AUG 2009,4:53PM Files RISISEDW00000006106001NF01E$1200908 0:fd&Ics flc6,s ' NOOu eaim Design 4ERG441NC tsas.2ooa'v :se.r21; Lic.#:KW-06001022 License Owner:david evans and associates Description: FB-1 Material Properties Calculations per IBC 2006,CBC 2007,2005 NDS Analysis Method: Allowable Stress Design Fb-Tension 875.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 875.0 psi Ebend-xx 1,300.0 ksi Fc-Pr!! 600.0 psi Eminbend-xx 470.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 170.0 psi Ft 425.0 psi Density 32.210 pcf Beam Bracing : Beam bracing is defined as a set spacing over all spans Unbraced Lengths First Brace starts at 2.0 ft from Left-Most support Regular spacing of lateral supports on length of beam=2.0 ft r --- - D(0.42 L 1.525) Ltr •) 6x12. Span=5.50 ft - I {�Pited;Loads _ Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: L=0.060 k/ft, Tributary Width=1.0 ft Uniform Load: D=0.420, L=0.5250 k/ft, Tributary Width=1.0 ft i AMY -- - - - Design Maximum Bending Stress Ratio = 0.430 1 Maximum Shear Stress Ratio = 0.254 : 1 Section used for this span 6x12 Section used for this span 6x12 fb:Actual • = 376.16 psi fv:Actual = 43.26 psi I FB:Allowable = 875.00 psi Fv:Allowable = 170.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 2.750ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection = 0.013 in Max Upward L+Lr+S Deflection = 0.000 in Live Load Deflection Ratio = 4926 Max Downward Total Deflection = 0.023 in Max Upward Total Deflection = 0.000 in • Total Deflection Ratio = 2867 'Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V C d Mactual tb-design Fb-allow Vactual fv-design Fv-allow +D Length=1.980 ft 1 0.166 0.106 1.000 1.46 144.88 875.00 0.76 18.08 170.00 Length=2.008 ft 1 0.180 0.106 1.000 1.59 157.20 875.00 0.52 18.08 170.00 Length=1.513 ft 1 0.180 0.106 1.000 1.59 157.20 875.00 0.76 18.08 170.00 +0+141 Length=1.980 ft 1 0.396 0.254 1.000 3.50 346.67 875.00 1.82 43.26 170.00 Length=2.008 ft 1 0.430 0.254 1.000 3.80 376.16 875.00 1.24 43.26 170.00 Length=1.513 ft 1 0.430 0.254 1.000 3.80 376.16 875.00 1.82 43.26 170.00 +D+Lr+H Length=1.980 ft 1 0.166 0.106 1.000 1.46 144.88 875.00 0.76 18.08 170.00 Length=2.008 ft 1 0.180 0.106 1.000 1.59 157.20 875.00 0.52 18.08 170.00 67 LUM3 LAM t tydt u lade tpus I we: JOD Dsgnr: Project Desc.: C.Z.-S 1 Project Notes: Printed'.3 AUG 2009,4 53P +t'e9:_.. z4�=t' De si RF.I SI SEW00000061060OINFOIE S12009.08.03 alcs.ec6 vvood Bem n A1 s . . 9 . _ ERCLC,INC..1983-200,: er .0.22 Lic.#:KW-06001022 License Owner:david evans and associates Description: FI3-1 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V C d Mactual fb-design Fb-allow Vactual tv-design Fv-allow Length=1.513 ft 1 0.180 0.106 1.000 1.59 157.20 875.00 0.76 18.08 170.00 +D+0.750Lr+0.750L+FI Length=1.980 ft 1 0.339 0.217 1.000 2.99 296.22 875.00 1.56 36.96 170.00 Length=2.008 ft 1 0.367 0.217 1.000 3.25 321.42 875.00 1.06 36.96 170.00 Length=1.513 ft 1 0.367 0.217 1.000 3.25 321.42 875.00 1.56 36.96 170.00 Overall Maximum Deflections•Unfactored Loads Load Combination Span Max.''Defl Location in Span Load Combination Max.'+"Deff Location in Span D+L+Lr 1 0.0230 2.778 0.0000 0.000 Maximum Vertical Reactions-Unfactored Support notation:Far left is#1 Support&Load Combination Support Reaction Support 1, (D+L+Lr) 2.764 k Support 2, (D+L+Lr) 2.764 k 68 • y� �u r�� I IIIC. JOD iF Dsgnr: Project Desc.: G5 Z Project Notes: Punted: 3 AUG 2009,4 53P Beam Design Fib;:P;ISISEDW00000006106001t�F0�ES12009 O8 03 mkt Concremte ec6 ENERCALC,INC.19832008 Verfi:0 221,_; Lic.#:KW-06001022 License Owner:david evans and associates Description: FB-2 Material Properties Calculations per IBC 2006,CBC 2007,ACI 318-05 fc to 3.0 ksi d Phi Values Flexure: 0.90 fr= fc • 7.50 = 410.79 psi Shear: 0.750 1.11 Density = 145.0 pcf R = 0.850 Elastic Modulus = 3,122.0 ksi Load Combination 2006 IBC&ASCE 7-05 Fy-Main Rebar = 60.0 ksi Fy-Stirrups = 40.0 ksi E-Main Rebar = 29,000.0 ksi E-Stirrups = 29,000.0 ksi Stirrup Bar Size# # 4 Num of Bars Crossing Inclined Crack = 2 • —� – --+T — ---- + —# Section:19"w x 21.5"h, Span= 10.50 ft Cross Section&Reinforcing Details Rectangular Section, Width=19.0 in, Height=21.50 in Sean#1 Reinforcin..... 2-#5 at 3.0 in from Bottom,from 0.0 to 10.50 ft in this s'an 245 at 3.0 in from To from 0.0 to 10.50 ft in this s•an Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self might calculated and added to loads Load for Span Number 1 Uniform Load: D=0.420, L=0.5250 kAft, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.455: 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.003 in Mu:Applied 25.324 k-ft Max Upward L+Lr+S Deflection 0.000 in Mn•Phi:Allowable 55.623 k-ft Live Load Deflection Ratio 43176 Load Combination +1.20D+0.50Lr+1.60L+1.60H Max Downward Total Deflection 0.008 in Location of maximum on span 5.250ft Max Upward Total Deflection 0.000 in Span#where maximum occurs Span It 1 Total Deflection Ratio 16712 Maximum Vertical Reactions-Unfactored Support&Load Combinati Support Reaction Support 1, (D+L+Lr) 7.121 k Support 2, (D+L+Lr) 7.121 k Shear Stirrup Requirements No Stirrups Required from 0.00 to 10.50 ft along span, Condition:Vu<PhVc/2 'Maximum Forces&Stresses for Load Combinations Load Combination Location(ft) Bending Stress Results (k-ft) Segment Length Span# in Span Mu:Max Phi*Mnx Stress Ratio MAMmum BENDING Envelope Span#1 1 5.250 25.32 55.62 0.46 +1.40D Span#1 1 5.250 +1.20D+0.50Lr+1.60L+1.60H Span#1 1 5.250 +1.20D+1.60Lr+0.50L Span#1 1 5.250 69 woes IAA I i iydt u vampus title: Job# Dsgnr: Project Desc.: G S� Project Notes: Printed:3 AUG 2009,4 53PM C — - File:PA SISEDW00000006\08001NFOES1200908.03c*.s.ecs Concrete Beam Design ENERCALC,iric.1983-2008,Ver.6.0.221 Lic.#:KW-06001022 -Ucense Owner:david evens and associates Description: FB-2 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max."'Defi Location in Span Load Combination Max.'+'Defl Location in Span D+1.+Lr 1 0-0075 5.381 0.0000 0.000 70 LUNG uul l uyd'u L,dnINub true: JOD FF Dsgnr: Project Desc.: Project Notes: U1 Pnnted:3 AUG 2D09. 4 53P Steel Column ' _: Fle:P:ISI SEDW0000000606001NFO\ES12009.08.03calc's.ic6 C.#:KW-06001022 ENERCALC,INC 19E3-2008,Ver 6.0.221.: Li c.# K Description: C t License Owner:david evans and associates General Information Code Ref: 2006 IBC,AISC Manual 13th Edition Steel Section Name: L6X6X112 Overall Column Height 10.0 ft Analysis Method: 2006 IBC&ASCE 7-05 Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade Fy:Steel Yield 36.0 ksi Brace condition for deflection(buckling)along columns: E:Elastic Bending Modulus 29,000.0 ksi X-X(width)axis:Fully braced against buckling along X-X Axis Load Combination: Allowable Stress Y-Y(depth)axis:Fully braced against buckling along Y-Y Axis Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included: 196.0 lbs*Dead Load Factor AXIAL LOADS... Axial Load at 10.0 ft,Xecc= 33.000in,Yecc= 48.000in,D=0.0550,S=0.660 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.2908 : 1 Maximum SERVICE Load Reactions.. Load Combination +D+S+H Top along X-X 0.1815 k Location of max.above base 9.933 It Bottom along X-X 0.1815 k At maximum location values are... Top along Y Y 0.2640 k Pu:Axial 0.9110 k Bottom along Y-Y 0.2640 k Pn/Omega:Allowable 124.38 k Mu-x:Applied 2.841 k-ft Maximum SERVICE Load Deflections... Mn-x/Omega:Allowable 9.895 k-ft Along Y-Y 0.05115 in at 5.839ft above base Mu-y:Applied 1.953 k-ft for load combination:S Only Mn-y/Omega:Allowable 0.0 k-ft Along X-X 0.03517 in at 5.839ft above base for load combination:S Only PASS Maximum Shear Stress Ratio= 0.007371 :1 Load Combination +D+S+H Location of max.above base 0.0 ft At maximum location values are... Vu:Applied 0.2860 k Vn I Omega:Allowable 38.802 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +0 0.023 PASS 9.93 ft 0.001 PASS 0.00 ft +D+L+H 0.023 PASS 9.93 ft 0.001 PASS 0.00 ft +D+Lr+H 0.023 PASS 9.93 ft 0.001 PASS 0.00 ft +O+S+H 0.291 PASS 9.93 ft 0.007 PASS 0.00 ft +D+0.750L+0.750S+H 0.224 PASS 9.93 ft 0.006 PASS 0.00 ft +D+0.750L+0.7505+0.750W+H 0.224 PASS 9.93 ft 0.006 PASS 0.00 ft +D+0.750L+0.750S+0.5250E+H 0.224 PASS 9.93 ft 0.006 PASS 0.00 ft Maximum Reactions-Unfactored Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Load Combination @ Base @ Top @ Base @ Top D Only -0.015 -0.015 -0.022 -0.022 S Only -0.182 -0.182 -0.264 -0.264 Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance 0 Only 0.0029 in 5.839 ft 0.004 in 5.839 ft S Only 0.0352 in 5.839 ft 0.051 in 5.839 ft Steel Section Properties : L6X6XII2 71 .unv vvn I ryary varuNua I WC. J00 IF Dsgnr: Project Desc.: SS Project Notes: Printed.3 AUG 2009,4 53PM I - File:P:IS ISEDW0000000610600INFOlES12009.03.0 3 calc's ec6 Steel_Go umr1 ENERCALC.INC.4983-2008,Ver.6.0221`; Lic.#:KW-06001022 License Owner:david evans and associates Description: Cl Steel Section Properties : L6X6X112 Depth = 6.000 in I xx = 19.90 in"4 J = 0.501 in^4 Web Thick = 0.000 in S xx = 4.59 in"3 Flange Width = 6.000 in R xx = 1.860 in Flange Thick = 0.500 in Area = 5.770 inA2 I yy = 19.900 in"4 Weig ht = 19.600 plt S yy = 4.590 in^3 R yy = 1.860 in Ycg = 1.670 in. �t •� C 0.. i gl-L. . Loads are total entered value.Armors do not reflect absolute direction. 72 .unG vvl I I IyaIU VaIII JUJ I me: Job Dsgnr: Project Desc.: Sc, Project Notes: Pnnted 3 AUG 2009,4 53PM _ FIe:P.ISI SEDIN00000006106001NF01ES12009.08.03 i c's ec6. St @ @. Column _ ENERCALC;INC:19832008,Vec6.0.221 Lic.#:KW-06001022 License Owner:david evans and associates Description: C2 General Information Code Ref: 2006 IBC,AISC Manual 13th Edition Steel Section Name: HSS5X5X1/4 Overall Column Height 10.0 ft Analysis Method: 2006 IBC &ASCE 7-05 Top&Bottom Fixity Top& Bottom Pinned Steel Stress Grade Fy:Steel Yield 46.0 ksi Brace condition for deflection(buckling)along columns: E:Elastic Bending Modulus 29,000.0 ksi X-X(width)axis:Fully braced against buckling along X-X Axis Load Combination: Allowable Stress Y-Y(depth)axis:Fully braced against buckling along Y-Y Axis Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included: 155.84 lbs•Dead Load Factor AXIAL LOADS... Axial Load at 10.0 ft,Yecc= 45.250in, D=0.0550,S=2.0 k BENDING LOADS. . Moment acting about X-X axis,S=7.20 k-ft DESIGN SUMMARY 3ending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.4472 :1 Maximum SERVICE Load Reactions.. Load Combination +D+S+H Top along X-X 0.0 k Location of max.above base 9.933 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 1.474 k Pu:Axial 2.211 k Bottom along Y-Y 1.474 k Pn I Omega:Allowable 1 18.44 k Mu-x:Applied 7.649 k-ft Maximum SERVICE Load Deflections... Mn-x!Omega:Allowable 17.468 k-ft Along Y-Y 0.04799 in at 7.785ft above base for load combination:S Only Mu-y:Applied 0.0 k-ft Mn-y/Omega:Allowable 17.468 k-ft Along X-X 0.0 in at 0.Oft above base for load combination: PASS Maximum Shear Stress Ratio= 0.04252 :1 Load Combination +D+S+H Location of max.above base 0.0 ft At maximum location values are... Vu:Applied 1.495 k Vn I Omega:Allowable 35.161 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +0 0.013 PASS 9.93 ft 0.001 PASS 0.00 ft +D+L+H 0.013 PASS 9.93 ft 0.001 PASS 0.00 ft +D+Lr+H 0.013 PASS 9.93 ft 0.001 PASS 0.00 ft +D+S+H 0.447 PASS 9.93 ft 0.043 PASS 0.00 ft +D+0.750L+0.750S+H 0.339 PASS 9.93 ft 0.032 PASS 0.00 ft +D+0.750L+0.750S+0.750W+H 0.339 PASS 9.93 ft 0.032 PASS 0.00 ft +D+0.750L+0.750S+0.5250E+H 0.339 PASS 9.93 ft 0.032 PASS 0.00 ft Maximum Reactions-Unfactored Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Load Combination @ Base @ Top @ Base @ Top D Only -0.021 -0.021 S Only -1.474 -1.474 Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.005 in 5.839 ft S Only 0.0000 in 0.000 ft 0.048 in 7.785 ft Steel Section Properties : HSS5X5X114 73 •••••• ....r r nyu,u van,r/uu I IUt'. Job rr Dsgnr: Project Desc.: G57 • Project Notes: Printed:3 AUG 2009,4 53PL Steel Column File:.I3:1SISEOW0000000610600INFO1ES1200s�6.010crs.ec6 . ENERCALC,INC.1983-2008,Vec 6 0.221 Lic.#:KW-06001022 License Owner:david evens and associates Description: C2 Steel Section Properties HSS5X5X1l4 Depth = 5.000 in I xx = 16.00 in"4 J = 25.800 in Web Thick = 0.000 in S xx = 6.41 inA3 Flange Width = 5.000 in R xx = 1.930 in Flange Thick = 0.250 in Area = 4.300 inA2 I yy = 16.000 inA4 Weight = 15.584 plf S yy = 6.410 inA3 R yy = 1.930 in Ycg = 1.670 in 7KLoad l M-x Loads i • 11:U 0 Loads are total entered value.Arrows do mt reflect absolute direction. 74 •_u'W WV!! 1 iyaiu vaugNua I we: JOD Dsgnr: Project Desc.: rd G Project Notes: Pi n+ed 3 AUG 2009,4 53P r File:P:IS1SEDW0000000610600INF01ES12009 08.03calc s.ec6 w000� Beam Design - . ENERCALC,INC.1983-2008,Ver6.0.221 Lic.#:KW-06001022 License Owner:david evans and associates Description: R8-6 Material Properties Calculations per IBC 2006,CBC 2007,2005 NDS Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling ---------- - ----------- _-_-.--- -----_-- D(0.3750)L(0.150)S(0.2250) . , • 1111 A 4x8, Span=4.50 ft A I i .Applied Loads Service loads entered.Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans: D=0.050, L=0.020, S=0.030 k/ft, Tributary Width=7.50 ft '°'T7FS1G11LSUMMARY--___-- -- Desi•n OK ----------- Maximum Bending Stress Ratio = 0.556 1 Maximum Shear Stress Ratio = 0.359 : 1 Section used for this span 4x8 Section used for this span 4x8 fb:Actual = 650.12 psi fv:Actual = 64.59 psi FB:Allowable = 1,170.O0psi Fv:Allowable = 180.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 2.250ft Location of maximum on span = 3.915 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection = 0.020 in Max Upward L+Lr+S Deflection = 0.000 in Live Load Deflection Ratio = 2753 Max Downward Total Deflection = 0.039 in Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 1376 J Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V C d Mactual fb-design Fb-allow Vactual fv-design Fv-allow +D Length=4.50 ft 1 0.318 0.205 1.000 0.95 371.50 1,170.00 0.62 36.91 180.00 +D+L+H Length=4.50 ft 1 0.445 0.287 1.000 1.33 520.10 1,170.00 0.87 51.67 180.00 +D+Lr+H Length=4.50 ft 1 0.318 0.205 1.000 0.95 371.50 1,170.00 0.62 36.91 180.00 +D+S+H Length=4.50 ft 1 0.508 0.328 1.000 1.52 594.39 1,170.00 1.00 59.05 180.00 +0+0.750Lr+0.750L+H Length=4.50 ft 1 0.413 0.267 1.000 1.23 482.95 1,170.00 0.81 47.98 180.00 +0+0.750L40.750S4H Length=4.50 ft 1 0.556 0.359 1.000 1.66 650.12 1,170.00 1.09 64.59 180.00 +D+0.750L+0.750S+0.750W+H Length=4.50 ft 1 0.556 0.359 1.000 1.66 650.12 1,170.00 1.09 64.59 180.00 +0+0.750L+0.750S+0.5250E+H Length=4.50 ft 1 0.556 0.359 1.000 1.66 650.12 1,170.00 1.09 64.59 180.00 75 Luna vtr I I Iyaw%..ampub I me: ,rUO Dsgnr: Project Desc.: S Project Notes: Prinled:3 AUG 2009,4 53PM File:F.I SISEDW0000000610600INFO\ES12009.0603m s.ecli;' !vOOu Beam.Design �NERCALC;irfc 1983-2008,Ver.6.0.221: Lic.#:KW-06001022 License Owner:david evans and associates Description: RB-6 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.''Deb Location in Span Load Combination Max.'+'Defl Location in Span D4+S 1 0.0392 2.273 0.0000 0.000 Maximum Vertical Reactions-Unfactored Support notation:Far left is#1 Support&Load Combination Support Reaction Support 1, (D+L+S) 1.688 k Support 2, (D+L+S) 1.688 k 76 LUf\C LAM! I Iyaiu L,duIpUJ Hue: JOD I Dsgnr: Project Desc.: d Project Notes: Printed 3 AUG 2009,4:53PM File:RISISEDW00000006106001NF01ES12009.0603c s.ec6 Wood'Bearn Design ENERCAIC,INC.1983-2008,:Ver.6.0.221 Lic.#:KW-06001022 License Owner:david evans and associates Description: RB-7 Material Properties Calculations per IBC 2006,CBC 2007,2005 NDS Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Pill 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.Opsi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling • 0(0.450)L(0.180)S(0.270) • • - 4x8, Span=5.50 ft - . Applied Loads Service loads entered.Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans: D=0.050, L=0.020, S=0.030 k/ft, Tributary Width=9.0 ft DESLGILSJMMARy _ Design OK Maximum Bending Stress Ratio = 0.996 1 Maximum Shear Stress Ratio = 0.562 : 1 Section used for this span 4x8 Section used for this span 4x8 fb:Actual = 1,165.40 psi fv:Actual = 101.13 psi FB:Allowable = 1,170.O0psi Fv:Allowable = 180.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 2.750ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection = 0.053 in Max Upward L+Lr+S Deflection = 0.000 in Live Load Deflection Ratio = 1256 1 Max Downward Total Deflection = 0.105 in Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 628 ; Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V C d Mactual tb-design Fb-allow Vactual fv-design Fv-allow +D Length=5.50 ft 1 0.569 0.321 1.000 1.70 665.94 1,170.00 0.98 57.79 180.00 +D+L+H Length=5.50 ft 1 0.797 0.449 1.000 2.38 932.32 1,170.00 1.37 80.91 180.00 +D+Lr+H Length=5.50 ft 1 0.569 0.321 1.000 1.70 665.94 1,170.00 0.98 57.79 180.00 +D+S+H Length=5.50 ft 1 0.911 0.514 1.000 2.72 1,065.51 1,170.00 1.56 92.47 180.00 +0+0.750Lr+0.750L+H Length=5.50 ft 1 0.740 0.417 1.000 2.21 865.72 1,170.00 1.27 75.13 180.00 +0+0.750L+0.750541 Length=5.50 ft 1 0.996 0.562 1.000 2.98 1,165.40 1,170.00 1.71 101.13 180.00 +0+0.750L+0.7505+0.750W+H Length=5.50 ft 1 0.996 0.562 1.000 2.98 1,165.40 1,170.00 1.71 101.13 180.00 +0+0.750L+0.750S+0.5250E41 Length=5.50 ft 1 0.996 0.562 1.000 2.98 1,165.40 1,170.00 1.71 101.13 180.00 77 Luna vunl I lyellU NdIIIJU I!tie: J00 4 Dsgnr: Project Desc.: (5(--Project Notes: t Printed:3 AUG 2009,4:53PM lIVoo br.�z.e aE m D-_..e_.�i gn 4 c.t it-a 0is1SEDW00000006\0600NroE12009:0803 catc s e6 - - 'ENERCALC;INC:19832008,Ver:0.221 Lic.#:KW-06001022 License Owner:david evans and associates Description: RB-7 Q scan!Maximum,pe leptions-.Urifactored1.oada Load Combination Span Max.- Defl Location in Span Load Combination Max. Dell Location in Span D+L+S 1 0.1050 2.778 0.0000 0.000 3`II a 1�]I t1t1-Yet ,Reactions-Unfactored: Support notation:Far left is#1 Support&Load Combination Support Reaction Support 1, (D+L+S) 2.475 k Support 2, (D+L+S) 2.475 k 78 rn N 9" MOTE,Provide 0 'i"dialer 9" NL1s.A 9" on all exposed conflate edges. r Pap o9ofnsl undisturbed malarial or �{ �'�" c�\d98... ti� r •O Lava! D� r N SL �o ooaWay to 95X nuc ten fly. a I I f*_''..__. IA-L e5 Dons canl.eo. Al - - •5 Aar*Im/.sa 4 •5 pars oont.e0. .` -H� rvy• 1T 1 ray• IT f .or• 12" 1 271'd, l Ae Load sombre*•250 par 4i"a Assumed soil weight•110 Ito/fl s 2' -d Assumed soil weight.110 lad/fl s Assumed soil*WO/.110 Its/JO Assumed angle of internal friction Front fare shown Assumed angle of internal friction Front face shorn Front roan shown on 12VIIH potter, Assumed angle d inferno.friction F on 12Vr111 Potter, soil.J4' 0,.0.45 soil.34- K.•0.45 soil 34- K...0.45 on 72v,IH tatter. Finish Graf* Finish Grade Finish Grade See Na*'A-, See Nola"4 See Note A. a Po,against u distu-pad a Par against undistorted y $3 ��LL Pcso against undisturbed Iv . malarial. , malrrol. k 1., material. l 1 1 re 1 1 GRAVITY WALL FOR LEVEL FILL GRAVITY WALL FOR IV:2H SLOPE GRAVITY WALL FOR IV:IY4H SLOPE 1 WITH SURCHARGE No Scale No Stole No Sane 12VJN/rant taco Batter Vertical Frant Fow 1 L•marzaL!37:FSiIra∎rau• r. V F F. :. V Ic• Fr• t F.. ,4. Sf ,relnl, Steel rein/, S f5N rain/. Lt.,/L.F, Concrete av, Sop Concrete ay. Son "N" Concrete ay. Sall Concra/a 1r. .lpsf Concrete•• Cot/I•F. rv, .1ps __ _ 8 C.,./1..F.Praaa.l fl LDa_/L.f. '�' '8' LDS./L.f. 'B' �' p• C.Y./I.F.PrasslDS11 C.Y./L.F,Preas.lpall C.T./L.f,Preae.lps} C.Y,rL.F,Praas.lpsll C.Y./l[,Pr ees.Ws} c 2'-0- 4.7 r-to- .0% 270 1'-8" .090 280 2'-O- 4.7 1'-0" .065 320 J'-0" .065 340 2'-0- 4.7 0'-11'.062 340 !'-0" .065 360 $` J'-0` 6.2 T-2' .162 400 2'-!" .157 410 3'-O" 6.8 1'-4- .116 480 1'-6- .125 520 3•-0- 6.8 r-6' .125 510 r-8�' .137 550 Afl 4-0- 8.9 2'-6' 241 520 2'-6' 241 550 4'-0" 89 1'-8- .179 640 2'-0- 204 690 4'-0- 8.9 2'-7- 210 680 Y-5- 235 730 jc 5•-0" 11.0 r-10' .331 640 2'-11- .340 680 5'-0" 11.0 2'-4' 285 800 2'-9" .324 860 5'-0- 11.0 2'-8' 316 850 J'-1W ,359 920 CO 6'-0- 13.1 J'-2- .435 760 J•-4` .454 810 6'-0" 13.1 J'-0- .417 960 .Y-6- .472 1040 6'-0' 13.1 3'-3' .444 1030 3'-10- .509 1120 7'-0" 15.2 3•-6- .551 880 3'-9- .583 950 r-0- 15.2 J'-8- .573 1120 4'-3' .648 1220 7'-0' 15.2 r-T .637 1210 4'-6y2- 686 7310 8•-0' 17.4 3'-10' 679 1000 - 4'-3' .741 1060 8'-0" 17.4 4•-4- .753 1290 5'-0- .852 1390 8'-0' 17.4 .5'-1" .862 1390 5'-3- .889 1500 Moo Average milpressu a Is for Ine condition ri/faut sodorge. TYPE A COMPRESSION JOINT SEAL Granular Wall 8ayfill Type Nominoi Size ExiStingGrautdLine General Notes: Seal Width Neiatd ��'/ All reinforcing s/se/snail conform to AASHTO 031. Grade 60. Elastomerlc ll/i Iti ASTM SpeoYiastionA706 r A615. grade 60. A1l•4 for Poly(oar l'," 1- spliaes shall be 1'-4". �' All concrete spoil to"Cornmrdol Grade Concrete". �7 Pi=expansion falnls at aprox.96'-0-Firs•and aonlroction V�irLOVe full joints at o PrOx. 32•-0"Firs. unless otherwise sheen. Lill_ JI Dimension -8"varies linearly Tar intermediate v0/Las of"H". Exposed Face - hle.ghh d exposed face For Poses not Caroled by this drawing.Including Moping flit of ; I J L. wall. xross top and Flnisn f{a7s1 / front of roll/sae srelm cereal and MCrsl4CSS s/ae0er Iron !'-0"down boot face. io r ,V,15 H• a special des,n won LIe rewired. 2 a.VI.of grd.NdroJn g �i m 1viol wrapped In Slop mated ' •ft drainage ge0tertila T dear { T dia. weep holes i'-0- of join/. d oi�rl seed �S at 10'-0'ctrl I'^ AL d join!. ? CxlG,ppll,la _ weruc llvowr cam '� BACKFILL AND DRAINAGE DETAILS /7-preformed Type"A"Compression Joint No Scale NOTE Al msaW and wwklrrhlp shall MlneowFd•rw we the camel gleam Esa dud Camait stony expansion Ma filler. Sea. . EXPANSION JOINT CONTRACTION JOINT NOTE.TNs plan W not alegal OREGON STANDARD DRAWINGS No Scale No Scale engineering document but en electronicduplknte.Theorigina STANDARD GRAVITY co signed byEe1ip1Ae0`°d RETAINING WALL DETAILS 37 approved kr publiosdon is kept -.1 on file al time Oregon Department 2008 8 Lb not use Itis drawing Y)its slope of Trvuport bon.A copy may be remo4 deaf of the roil is steeper than obtained upon request DATE DESCRIrll.1 !UM and b Is less than 28 - 2'-0". Effective Date:December 1,2009-May 31,2010 BR720 • o co • • '..;`-,4-■ • • . '•-.1.%. i h. .. . , 2,.. i.,-;.1*,, • , ,•'/ NN . .4.--.;„1;,..,1_, • . . ..,••?.,,•,. .,..-.N.`ii. - _.. _.. . . 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"A", ' . :"---". . . , . ,. k Part?L.. _ i ' J9. x: s `)itS gip; - ` . off,. per-+ PLitt'_ r __. . r j 14171-1 - 1494444 41 ae" : / -. ` • T t ... ;s. - • Wit.... •ti . . \ • - T F..Alv ,,EI._r�,..Nc,,CS ,. RL/rarJt n.,roll muanwrowwrROmRROOLmR 8 r C I R C U f,B Win, L 0a1LNNORa:Mare AL a111LMalONL N•LllYpp,•MRIIM oRMHna.0 L.rlwo aarno,a rvu r mR H•IL 1 I I 1 I a. /OMAN aacrR 4I.LLL MO MILeILael•,n14MAN 4.x I 0 I I MUMMMDIBRY'JL �_ .. Cw114C OR•rMOxawE FOR ML 1.0•41•Rr MOW. O _— e AS SCIwruu•a.r °MI 11aww.uew4. —ALL 11------1 I 1 —11---- v5 • •••^•4."W lA1O•"ono.rw M SAO OMOL ALM ro W.I. • 0.0∎••aRIM.Oval VLCr•a MI 111111 YMw.4Y �/ Ra.r••arF•rwLr.u.roRmFP..r1Ir M.YeL4U OA NM. .,ININ l,��I'"—�i."\ '��3 r. p.' Rmwlu wDC•Tio oRMawRW1R.Iwrncmr C_ I� Om N ralr•m ONO�TOP nwtt noalnL.rR•aeR.nol r�PUrauawxLO• ��� \ woad rMaalaalerlwae•r.wrr DAVID iVAN� 'jr01'0 a M•.RUiro.wMCR.ROw•••aronvRm. Rn•A�=OCIATEt IlI• ZI�I MLL® TLLDOIIT GIMn•000MAOL•Wlr M CORTI4C OA MALM RALL ElEVATON• IC=ON 2100 DpMMM11MrP•.wy \ 11.10 uPxw.wawRR MMOnECn n.N•ROM PpLW OnLSI Lr101 ` AIKILIOR v RBCORO OF a•G10.40•aro•R ro PR••:L01.n]Er2 11.•HLOpIIRW.LL WALLS(MAWR IRNIOMIIN.LHIMIr /LOOK OR 14.00 eY.FORr. III' .w I PLAN KEYNOTES =4.'•• �������rr�� o WOOD roarMOW _ -74-7 3 1 O 0•1140 L1nMI4a110 MIMI 'OM o<RRR 111 �1 .I 0NAVIRM•RM•LRrrlanDFAT n II n.. I 11 III I El ll I Oflws Mna•LWerrn rAT 66 gg 1.1paaLlR.wolEOaulrws•awr.x.Ix•au•ws Ry , I G' :',.■ 4.1 N ) I O1RIIr.,4.r•aTrRM4.IMAM rCl•••701.4.x.LI•Lw•11 �1 0 r O� I I I1 I O aNLrOrrp 4.•L•.4.t xrw•eww.RT r'OG I 11 I 06LI0•r III UM IIIM1 1111 _ 0 AO.AMA OR.wot Ia14•TARFRM•n On u II 11 Ii ® VC. Lb••• pusomboo �T(\ L� [\\\\\`- L'LI -'11 Q 1 aw i OIa RL:wo 0.1..)'"wwas IA.LW l 1 IU1M..004.1 Inc I �I ii ©m.\\ //�// it LEGEND s abmlingmmmunit) Ili :., e l i 11 I 4.r ' 1 0 � �� I4 .� =R. ;,;; �„ LUKE–DORF INC. ■ °°�°`"�°' R."° CAMPUS I •l.M.. ma_� n a x-R.R Raa....w.r � �© ,„, MM�OMAUNA �•* � DEVELOPMENT aR ,I Ma.TT.uMO r-1� �_ _ - T7 RocanaamrnlMw II ,,..11 1 l 0 ® Rom aRn.l 1INS SW GREENe1RG RD. I a• RI 1RIloels•� .. I I Q ®, 8 ,rot i!Uk_ IIY El nor mw000 roareowdAya r 11 I A I Ili Om l a — ©O - ——— — _ MT.Me•eu•Lv MANIA l I 4f 1!fii*d0'C_.• C.•E3 c5 -•^?so•: =®a �I I © BLDG a ENLARGED II Q ^ T ROOF FRA1AR1fi RAN Lk I • 0^" o ,...aRRllaa i ° \a ® -I ? .�% n2aa. 5 1 !I Om. 1 J ■I I =o O w l I Q I Job No: 0646 •I L7 A \\.• 100 l I I FL Nnr 8$Y.Owp I -s ^f I I O _ r 1 DOAK 02.261010 gh d 1 I Rev I U7 1 1 ® wLOR nn+a III Q 1 I L---F-- 1 w TV,uxo 1 II IC 7 III an• I I I .. I6 ■ 1ro.c I O I -�- =—=..It Yi 0 I '.v I i I_ �I I __ J O 1 1 Sheol Na O BLDG B-ENLARGED ROOF FRAMING PLAN O BLDG B-UPPER ROOF FRAMING PLAN S 2•9 CO Mr.,v .4.a W z.a PLAN GENERAL NOTES DEANSICE 31.1. , . _ -FONSTI.,Drw.0100..NOTO...DF..�. e r c l a c U r e 4 3 2.6 2 1 T D`u c..f:VO.....Dr.rD...wF,ev.,...33.ME I AaDwRD1Aw1.s. ..eaMDw.EICC«.M.4 �.. ' ru..�..nicT°a.....m.....caannDc A CONTRACTOR NE DEVON..FOE*.IIDANNINA MM. 1 f a iL3.013 I s.TO fe niFlYllE-113.1131.ON DIT.I r OF I I I I I �4 1 w[M Al.WNEEFE NOTED.Fns nK SEW auDE.6a TO SG >. .EMERE..0.1 OUT NOT VECiKO ME TO K.aDIN.Y ®© I I I m I e 21 y 51IA)1• D DRE DDDRD.AE.DR...w..F aD.. V O --- +. v...,. _,rV YLL E AVIO•VANS 4 THAT In AU 01000�F.us JOWL AMY IMO AND NMAG010µ...11 NwYWMOf 0.130T. AfiOCIATlf ,1r1 CONNCTMIKAMMF.CT01.W II RRECC OORMU TTD' 1,DOD..0MM.1ET201 N.I ;/,' N.NAILING TO DN. IMRE wD.DDNM..Y.EDGE .N.ND..o.H2O1 .w.MM ITTFRK Dw, PI.-.001]21.11116] I '', , ALL STEE..aGTED GONG OfTMEUMW.EN...0DWG* ® l/l 11,..,74! ® 11 wr...G.v.. ..uq I I ill t sTRUCTI.A3,. wTm GE�w.TECr POEMNOOWT,// ' ,i CIMETECTEE.F.[NT as.ocN.DUawO.ve..ESr.EDAro SIG ♦ II /1/ , 'ul a F�DRDRRDDF..ARr. �^�R.M ONE,R.wR.� F.NS FU wwwu �' u , , I PLAN KEYNOTES • I 1 II I Q ���1�����11 O MOOD D0..RKM. —\ 3 I p MOMS=I 3' • H -0 Hp EG roMMN r' I T`F I I I O n.3.11110•1■1».0..11.NG 0 EON aDREws.T IF G.C. II II O I I 11 1N.EDWR wR,wean fa X dF WM.AT fTOG I f Illl ulti, M Tf.H . M.T.H I Oj STERETANlMO.....10In01104TED 0 n. �2.\\.1L .. • .,�DG .,f DG O MAP MOVE U..303•01011.1.111..... p� E.».O»N»U� 4 ct 1 ,E� • �I p .O M,a MN TN,T.11EF...E.T.OG.,M.e hike 4orf inc it \MEl9j 1100[i NO D.C.N FR.D.T.1.TO RTMM.fNOfMLMd.O D. I a • a healing o rf(tic [[ LEGEND DEMAND I'Vk laj A B -TM... D wo.wEDD•ONY NAL•NOLA,rN EWEN MM , NO.,M.D,TENU,,.D. LUKE—DORF INC. ® `s NOGrn 10./..a.oX....DDFNM. CAMPUS I `{ee! {y[i1{$]•p� TOLiMD,lr.OM. DEVELOPMENT...„ AND 1' ^^^ 7]Jf NDIf TE.aTBNFRAN.O 0 -- IN WiW NT. J it ••M" -, r, ® nD1rnwDDD roIrCRMIREF1 N FOR WE • 1 L f 4a 1 D ..A w.OD NNT. AN eeDw O .Grn.11Cuw 17995 SW GREESSUNG RD. 11GARD,OREGON 07223— fr.T.EN:a 1 M 0 0 NNW.N.C0.11.a.uw I 3 A. y - NaC.m w.aT.ucrvw rNm...w...w.umn T.EO „ ® ;✓ .w.s ADa/D11 R11WM.FIrtaFERMdOECT,IRI.II`L NDGrnaM..CT,NNwOOD aM,MwN._N.F/.TTM.D •.n. ...M.c..R.D11 REeuNE.M.rarElsMNwAu . fe.muE DMT;.AU EETEw.R NMMwALLf aw.fE BLDG B ENLARGED ® I -,_ .—. ••uNEN MOTED OnmvMEdrux _ r .....":17.,.......30 .a. .RN...R.....vR MM.RwN. FLOOR FRAMING RAN p - -- �.Mi =z. E... I iiS. :+'u^.-I:.IiC!T'.i6{�?�'r^+-._.2Y��Si,.�: � INDICATES D01MDwML 1 j. ® I III ® TEaND.D.wN.FMDw. T.R O '�- Ir ...Ell 144.001111.00/11.1. Jae Na 05113 Lek L.° TV,. © FIN Nom B2B.Dw0 :: T.. !t © CDT-DETNNINERMEET.1.M. OHM 02232010 II ® - I .{.... j 11....D..IIO.NM..w......�.,E I,MUI I FT' YMK-R[F..40vAw11oeDUE .ffA .. 13.7.f OCCUR AT EA.GO OF w.ww.uEUatu Row I - M D DG NOTED OONG..O.N.W.4MfJ.TEf.O MOO. i.CF®M.E TTEGGY D` M..NOVE AND MOW FOOD IE. TO DOME F.M. ._. _. _. T___..._._.._.— I. ,/. f • O BLDG B-ENLARGED FLOOR FRAMING PLAN �JA S 2•8 co s ODAVID EVANS ANOASSOCIATES INC• JN. BY r-1-7-' DATE /Z >!I JOB DESCRIPTION L LA K r- 7t I- _ SHEET OF SHEETS CALCULATION FOR t L O OTt J C.7' CHECKED BY DATE fit-4 Ll0 I So Fs•F �S1 Tars'^ra = (S t, 17\„ y -7 L j -i- o f T -1- - 1(6'- " SF-t -F,tL GP,Lc- iZrtYctrT• (S).'f 'r 3- (ASL 5 �+-I k Iii PsL (LS F) FSz 1_6" S £ '1=A) -rec.ALL I&'Po T (S WE ;- fe s:i 2 k 10 UFLp it" o. c, (Na.2) 2 2 ()1st. 04 X TX l_ 85 12/06/2006 D • ODAVID EVANS S-E1�w-L ANOASSOCIATES INC. JN. T-. BY '-'51>IS DATE Z/IZS2ol JOB DESCRIPTION Link re '`' SHEET 2. OF SHEETS CALCULATION FOR l 1 e-1t �p�S1 S CHECKED BY DATE —11Z rs F> _ I L L x ✓ 6,7 FF b F -1-01-s7 S a t . >:. ,ut7[c}�� c- 11i•`�:.e- !1!t t-�� '1- 10) 1 x ft. e 16` c. c . (/00 'FYS -1-iTCsv.ThR = SIB C C." �-' " �2 Z �1`u161-1 14- CST 3�JLT � ' C.A.LL TClr�og-r CS)-f IZ\) c V.,1-: c 'h v ly PsL (1-c6 FSG ' c,Tcr (So st75 13- )64 `; \-AS%: L e h C 3131' Z r t .-v [p.t e-R-r G T - - (5 - i} x1sr 86• 12/06/2006 SFFT 3 File:p:1 S1SEDW0000000610600lNF0 1ES12010.02.25 calc's.ec6 Wood Beam Design ENERCALC,INC.1983-2009,Ver 61.02 Lic.#:KW-06001022 License Owner:david evans and associates Description: FJ1 Material Properties Calculations per IBC 2006,CBC 2007,2005 Nos Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 2,400.0 psi Ebend-xx 1,800.0ksi Fc-Pril 2,500.0 psi Eminbend-xx 914.88 ksi Wood Species : iLevel Truss Joist Fc-Perp 425.0 psi Wood Grade : Parallam PSL 1.8E Fv 190.0 psi Ft 1,755.Opsi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.18332 L(0.22915) ,r $ * V w s,3 , g5.25x14.0 2 Span=18.250 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.040, L=0.050 ksf, Tributary Width=4.583 ft DESIGN SUMMARY Desi"n OK Maximum Bending Stress Ratio = 0.501: 1 Maximum Shear Stress Ratio = 0.356 : 1 Section used for this span 5.25x14.0 Section used for this span 5.25x14.0 fb:Actual = 1,201.56psi fv:Actual 67.59 psi FB:Allowable = 2,400.00psi Fv:Allowable = 190.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 9.125ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 ' Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.267 in Ratio= 820 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.480 in Ratio= 456 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V C d Mactual fb-design Fb-allow Vactual fv-design Fv-allow +0 Length=18.250 ft 1 0.223 0.158 1.000 7.63 534.03 2,400.00 1.47 30.04 190.00 +D+L+H Length=18.250 ft 1 0.501 0.356 1.000 17.17 1,201.56 2,400.00 3.31 67.59 190.00 +D+Lr+1 Length=18.250 ft 1 0.223 0.158 1.000 7.63 534.03 2,400.00 1.47 30.04 190.00 +D+0.750Lr+0.750L+H Length=18.250 ft 1 0.431 0.306 1.000 14.79 1,034.68 2,400.00 2.85 58.21 190.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.'"Defl Location in Span Load Combination Max."+"Defl Location in Span D+L+Lr 1 0.4802 9.216 0.0000 0.000 87 54 - 4 File:p:IS\S EDW0000000610600IN FOIES12010.02.25 calc's.ec6 "IOC Beam Design ENERCALC,'INC.1983-2009,Ver.6.1.02 .#:KW-06001022 License Owner:david evans and associates z.ription: FJ1 ,rtical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS 1 Combination Support 1 Support 2 overall MAXimum 3.764 3.764 only 1.673 1.673 ' Only 2.091 2.091 3.764 3.764 ",+L+Lr 3.764 3.764 • 88 f+f-fT S File:p:1 SISEDW0000000610600INF01ES12010.0225 calc's,ec6 Wood Beam Design ENERCALC,INC.1983-2009,Ver..6.1.02 Lic.#:KW-06001022 License Owner:david evans and associates Description: FJ2 Material Properties Calculations per IBC 2006,CBC 2007,2005 NDS Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 900.0 psi Ebend-xx 1,600.0ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0ksi Wood Species : Douglas Fir-Larch Fc Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.05332)L(0.06665) ' + t ?, x ,` qx v> i, v..:44- v fit,',, it1r by ::5Y�ra : I 2x10 Span=8.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0,040, L=0.050 ksf, Tributary Width=1.333 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.614 1 Maximum Shear Stress Ratio = 0.251 : 1 Section used for this span 2x10 Section used for this span 2x1 0 fb:Actual = 607.82psi fit:Actual = 45.20 psi FB:Allowable = 990.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.250ft Location of maximum on span = 7.735 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.050 in Ratio= 2046 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.090 in Ratio= 1136 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V C d Mactual fb-design Fb-allow Vactual fv-design Fv-allow +D Length=8.50 ft 1 0.273 0.112 1.000 0.48 270.14 990,00 0.19 20.09 180.00 +D+L+H Length=8.50 ft 1 0.614 0.251 1.000 1.08 607.82 990.00 0.42 45.20 180.00 +D+Lr+H Length=8.50 ft 1 0.273 0.112 1.000 0.48 270.14 990.00 0.19 20.09 180.00 +D+0.750Lr+0.750L+H Length=8.50 ft 1 0.529 0.216 1.000 0.93 523.40 990.00 0.36 38.92 180.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.'"Defl Location in Span Load Combination Max.'+'Defl Location in Span D+L+Lr 1 0.0897 4.293 0.0000 0.000 89 S* etT Wood Beam Design File:p:ISSEDw0000000610600INFO\ES12610.02.25calds.ec6 ENERCALC,INC.1983-2009,Ver.6.1.02 Lic.#:KW-06001022 License Owner:david evens and associates Description: FJ2 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.510 0.510 D Only 0.227 0.227 L Only 0.283 0.283 D+L+S 0.510 0.510 D+L+Lr 0.510 0.510 90 i-t-Fri -7 File:p:ISEDW0000000610600INF01ES 210.0225 calc's.ec6 Beam Design ENERCALC,INC.1983-2009,Ver..6.1.02 ic.#:KW-06001022 License Owner:david evans and associates 7escription: FJ3 Material Properties Calculations per IBC 2006,CBC 2007,2005 NDS Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 2,400.0 psi Ebend-xx 1,800.0 ksi Fc-Prll 2,500.0 psi Eminbend-xx 914.88 ksi Wood Species : iLevel Truss Joist Fc-Perp 425.0 psi Wood Grade : Parallam PSL 1.8E Fv 190.0 psi Ft 1,755.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(028668 L(0 35835) * fl 5 i ot l * l J La *. a 3 .� Y a'° Via==1,2,:Y Jc t. -s 5.25x14.0 Span=9.250 R Applied Loads Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.040, L=0.050 ksf, Tributary Width=7.167 ft DESIGN SUMMARY Design OK !Maximum Bending Stress Ratio = 0.201: 1 Maximum Shear Stress Ratio = 0.240 : 1 Section used for this span 5.25x14.0 Section used for this span 5.25x14.0 fb:Actual = 482.71 psi fv:Actual = 45.66 psi FB:Allowable = 2,400.00 psi Fv:Allowable = 190.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.625ft Location of maximum on span = 8.094 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.028 in Ratio= 4031 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.050 in Ratio= 2239 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations 'lad Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V C d Mactual fb-design Fb-allow Vactual fv-design Fv-allow Length=9.250 ft 1 0.089 0.107 1.000 3.07 214.54 2,400.00 0.99 20.29 190.00 3+L+H Length=9.250 ft 1 0.201 0.240 1.000 6.90 482.71 2,400.00 2.24 45.66 190.00 )+Lr+H Length=9.250 ft 1 0.089 0.107 1.000 3.07 214.54 2,400.00 0.99 20.29 190.00 )+0.750Lr+0.750L+H Length=9.250 ft 1 0.173 0.207 1.000 5.94 415.67 2,400.00 1.93 39.32 190.00 Overall Maximum Deflections-Unfactored Loads _oad Combination Span Max.'"Defl Location in Span Load Combination Max.'+'Defl Location in Span D+L+Lr 1 0.0496 4.671 0.0000 0.000 91 File:p:1S\SEDW0000000610600lNFOIES12010.0225 calc's.ec6 Wood Beam Design ENERCALC,INC.1983-2009,Ver 6.1.02 ic.#:KW-06001022 License Owner:david evans and associates Description: FJ3 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.983 2.983 D Only 1.326 1.326 L Only 1.657 1.657 D+L+S 2.983 2.983 D+L+Lr 2.983 2.983 92 f+-t--ET q File:p:1 SISEDW0000000610600INF01ES12010.02:25 calc's.ec6 li^ Od Beam Design ENERCALC,INC.1983-2009,Vec 6.1.02 . • :KW-06001022 License Owner:david evans and associates siption: FJ4 Aerial Properties Calculations per IBC 2006,CBC 2007,2005 NDS ilysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity �iadCombination 2006 IBC&ASCE 7-05 Fb-Compr 900.0 psi Ebend-xx 1,600.0ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi ' 'iod Species : Douglas Fir-Larch Fc-Perp 625.0 psi ..aod Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf .am Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.05332!L(0.06665) t i • . j • lik [ . y 1,w ,„*..,,,,,,A,,,,- , . , ,„. ,t.,,-; .....„ .-,I,T , ,- ,, ',-: ,,A,,,(-nok!,'''',.;.roL....,1-,,‘0.`,‘,,-'''-' 'r. ( ..)„ 2x10 Span=5.750 ft 'lied Loads Service loads entered.Load Factors will be applied for calculations. •ad for Span Number 1 Jniform Load: D=0.040, L=0.050 ksf, Tributary Width=1.333 ft 'SIGN SUMMARY Design OK naximum Bending Stress Ratio = 0.281: 1 Maximum Shear Stress Ratio = 0.153 : 1 Section used for this span 2x10 Section used for this span 2x10 fb:Actual = 278.15 psi fv:Actual = 27.59 psi FB:Allowable = 990.O0psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 2.875ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 ''aximum Deflection Max Downward L+Lr+S Deflection 0.010 in Ratio= 6609 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.019 in Ratio= 3672 Max Upward Total Deflection 0.000 in Ratio= 0 <180 .ximum Forces&Stresses for Load Combinations Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V C d Mactual fb-design Fb-allow Vactual fv-design Fv-allow '=ngth=5.750 ft 1 0.125 0.068 1.000 0.22 123.62 990.00 0.11 12.26 180.00 01-1 I angth=5.750 ft 1 0.281 0.153 1.000 0.50 278.15 990.00 0.26 27.59 180.00 '"ngth=5.750 ft 1 0.125 0.068 1.000 0.22 123.62 990.00 0.11 12.26 180.00 .750Lr+0.750L+H '^ngth=5.750 ft 1 0.242 0.132 1.000 0.43 239.52 990.00 0.22 23.76 180.00 overall Maximum Deflections-Unfactored Loads J Combination Span Max.''Def Location in Span Load Combination Max.'+"Defl Location in Span ,L+Lr 1 0.0188 2.904 0.0000 0.000 93 S 1 • File:p:IS\SEDW00000006106001NF01ES12010.0225 calc's.ec6 Wood Beam @SIgn ENERCALC,INC.1983-2009,Ver..6.1.02 Lic.#:KW-06001022 License Owner:david evans and associates Description: FJ4 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 • Overall MAXimum 0.345 0.345 D Only 0.153 0.153 L Only 0.192 0.192 D+L+S 0.345 0.345 D+L+Lr 0.345 0.345 94 �h-f'fl- ti Wood Beam Design File:p:1S\SEDW0000000610600INF01ES12010.02.25calds.ec6 g ENERCALC,INC.1983-2009,Ver.6.1.02 Lic.#:KW-06001022 License Owner:david evans and associates Description: FJ5 Material Properties Calculations per IBC 2006,CBC 2007,2005 NDS Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 2,400.0 psi Ebend-xx 1,800.0 ksi Fc-Pill 2,500.0 psi Eminbend-xx 914.88 ksi Wood Species : iLevel Truss Joist Fc-Perp 425.0 psi Wood Grade : Parallam PSL 1.8E Fv 190.0 psi Ft 1,755.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.24868)L(0.30835) V + ; 1 5.25x14.0 Span=9.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 ' Uniform Load: D=0.040, L=0.050 ksf, Tributary Width=6.167 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.173 1 Maximum Shear Stress Ratio = 0.207 : 1 Section used for this span 5.25x14.0 Section used for this span 5.25x14.0 fb:Actual = 415.36 psi fv:Actual = 39.29 psi FB:Allowable = 2,400.00psi Fv:Allowable = 190.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.625ft Location of maximum on span = 8.094 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.024 in Ratio= 4684 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.043 in Ratio= 2602 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V C d Mactual fb-design Fb-allow Vactual fv-design Fv-allow +D Length=9.250 ft 1 0.077 0.092 1.000 2.64 184.61 2,400.00 0.86 17.46 190.00 +D+L+H • Length=9.250 ft 1 0.173 0.207 1.000 5.94 415.36 2,400.00 1.93 39.29 190.00 +D+Lr+H Length=9.250 ft 1 0.077 0.092 1.000 2.64 184.61 2,400.00 0.86 17.46 190.00 +D+0.750Lr+0.750L+H Length=9.250 ft 1 0.149 0.178 1.000 5.11 357.67 2,400.00 1.66 33.83 190.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.''Deft Location in Span Load Combination Max.'+'Defl Location in Span D+L+Lr 1 0.0426 4.671 0.0000 0.000 95 '- iz File:p:\S\SEDW0000000610600INFO\ES12010.02.25 calc's.ec6 Wood Beard Design ENERCALC,INC.1983-2009,Ver..61.02 ic.# KW-06001022 " License Owner:david evans and associates )escription: FJ5 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS '_oad Combination Support 1 Support 2 Overall MAXimum 2.567 2.567 D Only 1.141 1.141 L Only 1.426 1.426 D+L+S 2.567 2.567 D+L+Lr 2.567 2.567 96 File:p:l S1SEDW0000000610600INF01ES12010.0225 calc's.ec6 Woo Beam Design ENERCALC,INC.1983-2009,Ver.6.1.02 Lic.#:KW-06001022 License Owner:david evans and associates Description: FJ6 Material Properties Calculations per IBC 2006,CBC 2007,2005 NDS Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Fri; 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.05332 L(0.06665) • • • ^ ,* g , . . ` YXi K b+" 2 2x10 Span=6.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.040, L=0.050 ksf, Tributary Width=1.333 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.359 1 Maximum Shear Stress Ratio = 0.180 : 1 Section used for this span 2x10 Section used for this span 2x10 fb:Actual = 355.44 psi fv:Actual = 32.46 psi FB:Allowable = 990.O0psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.250ft Location of maximum on span = 5.753 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.017 in Ratio= 4575 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.031 in Ratio= 2542 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V C d Mactual fb-design Fb-allow Vactual fit-design Fv-allow +D Length=6.50 ft 1 0.160 0.080 1.000 0.28 157.97 990.00 0.13 14.43 180.00 +D+L+H Length=6.50 ft 1 0.359 0.180 1.000 0.63 355.44 990.00 0.30 32.46 180.00 +D+Lr+H Length=6.50 ft 1 0.160 0.080 1.000 0.28 157.97 990.00 0.13 14.43 180.00 +D+0.750Lr+0.750L+H Length=6.50 ft 1 0.309 0.155 1.000 0.55 306.07 990.00 0.26 27.95 180.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max."=Dell Location in Span Load Combination Max.'+'Del Location in Span D+L+Lr 1 0.0307 3.283 0.0000 0.000 97 f �t{ . File:p:1S\SEDW00000006\0600INF01ES12010.0225 calc's.ec6 Wood Beam Design ENERCALC,INC.1983-2009,Ver.6.1.02 Lic.#:KW-06001022` License Owner:david evans and associates Description: FJ6 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.390 0.390 D Only 0.173 0.173 L Only 0.217 0.217 D+L+S 0.390 0.390 D+L+Lr 0.390 0.390 • 98 File:p:ISISEDW0000000610600INF01ES 12010.02.25 calcs.ec6 Wood Beam Design ENERCALC,INC.1983-2009,Ver.6.1.02 Lic.#:KW-06001022 License Owner:david evans and associates Description: F,17 Material Properties Calculations per IBC 2006,CBC 2007,2005 NDS Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0 13)r 1625) c f : . S ns sib 'fit .. ;4 a g. 4r:r III A 6x8 Span=4.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.040, L=0.050 ksf, Tributary Width=3.250 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.151: 1 Maximum Shear Stress Ratio = 0.082 : 1 Section used for this span 6x8 Section used for this span 6x8 fb:Actual = 136.15 psi fv:Actual = 14.68 psi FB:Allowable = 900.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 2.000ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.003 in Ratio= 15739 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.005 in Ratio= 8744 Max Upward Total Deflection 0.000 in Ratio= 0 <180 1 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V C d Mactual fb-design Fb-allow Vactual fv-design Fv-allow +0 Length=4.0 ft 1 0.067 0.036 1.000 0.26 60.51 900.00 0.18 6.52 180.00 +0+L+H Length=4.0 ft 1 0.151 0.082 1.000 0.59 136.15 900.00 0.40 14.68 180.00 +D+Lr+H Length=4.0 ft 1 0.067 0.036 1.000 0.26 60.51 900.00 0.18 6.52 180.00 +D+0.750Lr+0.750L+1-1 Length=4.0 ft 1 0.130 0.070 1.000 0.50 117.24 900.00 0.35 12.64 180.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max. -Defl Location in Span Load Combination Max.'+'Defl Location in Span D+L+Lr 1 0.0055 2.020 0.0000 0.000 99 1. f � File:p:1S\SEDW0000000610600INF01ES12010.02.25 calc's.ec6 "Vood Beam Design ENERCALC,INC.1983-2009,Ver..6.1.02 IC.#•KW-06001022 License Owner david evans and associates escription: FJ7 Jertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS oad Combination Support 1 Support 2 Overall MAXimum 0.585 0.585 D Only 0.260 0.260 L Only 0.325 0.325 D+L+S 0.585 0.585 D+L+Lr 0.585 0.585 • 100 tfl AVID EVANS AND ASSOCIATES INC. JN. ii ' . S I 1 1 n BY �' DATE r="-' JOB DESCRIPTION SHEET OF SHEETS CALCULATION FOR c S orTS'1"S CHECKED BY DATE IZooT n---Ca Lear •..G, ' 1 Tcar3tn-t!-T`1 i- 2 2 VSt- S'I h u 14 T L (I c6-k• - � �: -: F.��-r� c�c� 'R��T�-1'" 5++�3=i_s Iii-zo TeVT3crl RAY F* -24" 101`-r ' " 2_x S 24-1' o.L.( ,1� S � T.','OE CALL, Tyr r'^ - S>+ors Z I-2z ) rY 3 I i 1 r. z(Ac-,t TRA. : !h b-p I✓ (r.10 S>`r~ -F.„t-TrcALc. "jZ -RI- TS Z3-211. �Tzz�sv TA�7 �Tr_I 2yn J az>T- C;T" iUSt Z - 1 d i Pf -2ti" o•G.(tia,7) SvE (cws 2 Cs 1c) 2TS I l.. I M Coo I t`. �Trr=svn kr—r �, , yr u �' } C G '7 01 1.-T.Ai 6,1 - kASS 2 z-- L-1 k 10 ID-F1 (ND,Z`) SEt f.- E¢cAuc- • 'r7LZB 1O Lt '(- Tit 17 - b Z glEACT a = 1. z l-s k ` O �t,�w Stu x 114 Sft - 12 tc-F-r.-7— (c m 2 -3o} 101 12/06/2006 D • Q DAVID EVANS < r..V✓- AND Assoc'ATESINC• JN. I _ BY� l t) DATE �)7c)7,Y b JOB DESCRIPTION V'l`K� T ~ SHEET I<4 OF SHEETS CALCULATION FOR T°CF 1 07%�% CHECKED BY DATE R - TRsIIv7 hg7 t.-1 µ ' riH -5 o:1_T NC-,T }- = I7'-a" ('' c(AT'FoRm VASE 2,e lO ri-t, P 714 l' n-c.1..,`'o,z . Srrr �"nTee u_ YFPorrr- (51-1-rriS 3I--P 102 12/06/2006 Rf ET- j 1 Wood Beam Design ENERCALC,INC.1983-2009,Ver..6.1.02 Lic.#:KW-06001022 License Owner:david evans and associates Description: RJ1 Material Properties Calculations per IBC 2006,CBC 2007,2005 NDS Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 2,400.0 psi Ebend-xx I,800.0 ksi Fc-PrIl 2,500.0 psi Eminbend-xx 914.88 ksi Wood Species :iLevel Truss Joist Fc-Perp 425.0 psi Wood Grade : Parallam PSL 1.8E Fv 190.0 psi Ft 1,755.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling S 1.09992,0 T t t D(0.18332)L(0.09166)S(0.114575) 1 t i i 4:0 '' 4'c *11 K� ASS,M'e�s,r. .` . _. r ..MP=• . -1:''‘''''''' TA'71.''',.* ''.,,,"',' ,. z• 2 5.25x14.0 Span=18.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D=0.040, L=0.020, S=0.0250 ksf, Tributary Width=4.583 ft Varying Uniform Load: S(S,E)=0.020->0.0 ksf,Extent=0.0->>6.0 ft, Trib Width=4.583 ft,(Unused) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.436 1 Maximum Shear Stress Ratio = 0.318 : 1 Section used for this span 5.25x14.0 Section used for this span 5.25x14.0 fb:Actual = 1,046.98 psi fv:Actual = 60.44 psi FB:Allowable = 2,400.O0psi Fv:Allowable 190.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 9.034ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.249 in Ratio= 879 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.482 in Ratio= 454 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V C d Mactual fb-design Fb-allow Vactual fv-design Fv-allow +D Length=18.250 ft 1 0.242 0.172 1.000 8.32 581.92 2,400.00 1.60 32.74 190.00 +D+L+H Length=18.250 ft 1 0.354 0.251 1.000 12.13 848.93 2,400.00 2.34 47.76 190.00 +D+Lr+H Length=18.250 ft 1 0.242 0.172 1.000 8.32 581.92 2,400.00 1.60 32.74 190.00 +D+S+H Length=18.250 ft 1 0.390 0.288 1.000 13.36 935.03 2,400.00 2.68 54.65 190.00 +D+0.750Lr+0.750L+H Length=18.250 ft 1 0.326 0.232 1.000 11.18 782.18 2,400.00 2.16 44.00 190.00 +D+0.750L+0.750S+H Length=18.250 ft 1 0.436 0.318 1.000 14.96 1,046.98 2,400.00 2.96 60.44 190,00 +D+0.750L+0.750S+0.750W+H Length=18.250 ft 1 0.436 0.318 1.000 14.96 1,046.98 2,400.00 2.96 60.44 190.00 103 S f+.eY'r Z o Wood Beam Design ENERCALC,INC.1983-2009,Ver..6.1.02 Lic.#:KW-06001022 License Owner:david evans and associates Description: RJ1 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V C d Mactual fb-design Fb-allow Vactual fv-design Fv-allow +D+0.750L+0.750S+0.5250E+H Length=18.250 ft 1 0.436 0.318 1.000 14.96 1,046.98 2,400.00 2.96 60.44 190.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.''Defl Location in Span Load Combination Max."+"Defl Location in Span D+1+S 1 0.4816 9.125 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.950 3.735 D Only 1.823 1.823 L Only 0.836 0.836 S Only 1.290 1.076 L+S 2.127 1.912 D+L+S 3.950 3.735 D+L+Lr 2.659 2.659 104 SNT-rr 21 I Wood Beam Design ENERCALC,INC.1983-2009,Ver.6.1.02 Lic.#:KW-06001022 License Owner:david evans and associates Description: RJ2 Material Properties Calculations per IBC 2006,CBC 2007,2005 NDS • Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 32.21Opcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 5(0.48,0) i i D(0.08)u+)S(0.05(# Y + + , , 2x10 Span=8.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D=0.040, L=0.020, S=0.0250 ksf, Tributary Width=2.0 ft Varying Uniform Load: S(S,E)=0.020->0.0 ksf,Extent=0.0->>6.0 ft, Trib Width=2.0 ft,(Unused) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.82Q 1 Maximum Shear Stress Ratio = 0.344 : 1 Section used for this span 2x10 Section used for this span 2x10 fb:Actual = 811.33 psi fv:Actual = 61.86 psi FB:Allowable = 990.00 psi Fv:Allowable = 180.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 4.165ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.077 in Ratio= 1326 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.139 in Ratio= 733 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V C d Mactual fb-design Fb-allow Vactual fv-design Fv-allow • +0 Length=8.50 ft 1 0.425 0.174 1.000 0.75 421.04 990.00 0.29 31.31 180.00 +D+L+H Length=8.50 ft 1 0.630 0.258 1.000 1.11 623.70 990.00 0.43 46.38 180.00 +D+Lr+H Length=8.50 ft 1 0.425 0.174 1.000 0.75 421.04 990.00 0.29 31.31 180.00 +0+S+H Length=8.50 ft 1 0.746 0.317 1.000 1.32 738.97 990.00 0.53 56.97 180.00 +D+0.750Lr+0.750L+H Length=8.50 ft 1 0.579 0.237 1.000 1.02 573.04 990.00 0.39 42.61 180.00 +D+0.750L+0.750S+11 Length=8.50 ft 1 0.820 0.344 1.000 1.45 811.33 990.00 0.57 61.86 180.00 +D+0.750L+0.750S+0.750W+H Length=8.50 ft 1 0.820 0.344 1.000 1.45 811.33 990.00 0.57 61.86 180.00 105 SH >rrZZ Wood Beam Design ENERCALC,INC.1983-2009,Ver.6.1.02 ic..#a KW 4)6001022 License Owner:david evans and associates Description: RJ2 Dad Combination _ Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V C d Mactual fb-design Fb-allow Vactual iv-design Fv-allow +0+0.750L+0.750S+0.5250E+H Length=8.50 ft 1 0.820 0.344 1.000 1.45 811.33 990.00 0.57 61.86 180.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.='Dell Location in Span Load Combination Max."4"Defl Location in Span D+L+S 1 0.1390 4.250 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.827 0.764 D Only 0.353 0.353 L Only 0.170 0.170 S Only 0.304 0.241 L+S 0.474 0.411 D+L+S 0.827 0.764 D+L+Lr 0.523 0.523 • • 106 S N-'r-r 03 File:p:ISISEDW00000006 10600INFOIES12010.0225 calc's.ec6 Wood Beam Design ENERCALC,INC.19832009,Ver.6.1.02 Lic.#:KW-06001022 License Owner:david evans and associates Description: RJ3 Material Properties Calculations per IBC 2006,CBC 2007,2005 NDS Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 900.0 psi Ebend-xx 1,600.0ksi Fc-Prll 1,350.0 psi Eminbend-x( 580.0 ksi Wood Species :Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.1425)S(0.2375) + j X;:_'711 y�.y ;‘A. )4? '.(.`::'"-- C v tF .. 3-2x10 Span=8.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=9.50 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.664 1 Maximum Shear Stress Ratio = 0.272 : 1 Section used for this span 3-2x10 Section used for this span 3-2x10 fb:Actual = 657.48 psi fv:Actual = 48.89 psi FB:Allowable = 990.00 psi Fv:Allowable = 180.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 4.250ft Location of maximum on span = 7.735 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.059 in Ratio= 1722 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.097 in Ratio= 1050 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V C d Mactual fb-design Fb-allow Vactual fv-design Fv-allow +0 Length=8.50 ft 1 0.259 0.106 1.000 1.37 256.38 990.00 0.53 19.07 180.00 +D+L+H Length=8.50 ft 1 0.259 0.106 1.000 1.37 256.38 990.00 0.53 19.07 180.00 +D+Lr+H Length=8.50 ft 1 0.259 0.106 1.000 1.37 256.38 990.00 0.53 19.07 180.00 +D+S+H Length=8.50 ft 1 0.664 0.272 1.000 3.52 657.48 990.00 1.36 48.89 180.00 +D+0.750L+0.750S+H Length=8.50 ft 1 0.563 0.230 1.000 2.98 557.20 990.00 1.15 41.44 18000 +D+0.750L+0.750S+0.750W+1-1 Length=8.50 ft 1 0.563 0.230 1.000 2.98 557.20 990.00 1.15 41.44 180.00 +D+0.750L+0.750S+0.5250E+H Length=8.50 ft 1 0.563 0.230 1.000 2.98 557.20 990.00 1.15 41.44 180.00 107 S N=ir ZLI File:p:SISEDW0000000610600INFOIES 12010.02.25 calc's.ec6 Woo Beam Design ENERCALC,INC.1983-2009,Ver:6.1.02 Lic.#:KW-06001022 License Owner:david evans and associates Description: RJ3 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.''Defl Location in Span Load Combination Max.'+'Defl Location in Span D+L+S 1 0.0971 4.293 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.655 1.655 D Only 0.645 0.645 S Only 1.009 1.009 D+L+S 1.655 1.655 108 SA- z s File:vv p:1 S1SEDW0000000610600INF0 1ER2010.0225 caic's.ec6 OOd Bealin Design ENERCALC,INC.1983-2009,Ver..6.1.02 Lic.#•KW-06001022 License Owner:david evans and associates Description: RJ4 Material Properties Calculations per IBC 2006,CBC 2007,2005 NOS Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Pril 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling • D(0.08)L(+)S(0.05) P 2x10 2 span.5.50ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D=0.040, L=0.020, S=0.0250 ksf, Tributary Width=2.0 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.323 1 Maximum Shear Stress Ratio = 0.179 : 1 Section used for this span 2x10 Section used for this span 2x10 fb:Actual = - 319.47psi fv:Actual = 32.24 psi FB:Allowable = 990.00psi Fv:Allowable = 180.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 2.750ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.012 in Ratio= 5593 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.023 in Ratio= 2908 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V C d Mactual fb-design Fb-allow Vactual fv-design Fv-allow +D Length=5.50 ft 1 0.178 0.099 1.000 0.31 176.28 990.00 0.16 17.79 180.00 +D+L+H Length=5.50 ft 1 0.264 0.146 1.000 0.47 261.13 990.00 0.24 26.35 180.00 +D+Lr+H Length=5.50 ft 1 0.178 0.099 1.000 0.31 176.28 990.00 0.16 17.79 180.00 +D+S+H Length=5.50 ft 1 0.285 0.158 1.000 0.50 282.35 990.00 0.26 28.49 180.00 +0+0.750Lr+0.750L+H Length=5.50 ft 1 0.242 0.135 1.000 0.43 239.92 990.00 0.22 24.21 180.00 +0+0.750L+0.750S+H Length=5.50 ft 1 0.323 0.179 1.000 0.57 319.47 990.00 0.30 32.24 180.00 +D+0.750L+0.750S+0.750W+H Length=5.50 ft 1 0.323 0.179 1.000 0.57 319.47 990.00 0.30 32.24 180.00 +0+0.750L+0.750S+0.5250E+H 109 S A-E-E-r ZG File:p:IS\SEDW0000000610600INF01ES12010.02.25 calc's.ec6 Wood Beam Design ENERCALC,INC.1983-2009,Ver.6.1.02 . Lic.#:KW-06001022 License Owner:david evans and associates Description: RJ4 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V C d Mactual tb-design Fb-allow Vactual fv-design Fv-allow Length=5.50 ft 1 0.323 0.179 1.000 0.57 319.47 990.00 0.30 32.24 180.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.' Deft Location in Span Load Combination Max."+'Defl Location in Span D+L+S 1 0.0227 2.778 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.476 0.476 D Only 0.229 0229 L Only 0.110 0.110 S Only 0.138 0.138 L+S 0.248 0.248 D+L+S 0.476 0.476 D+L+Lr 0.339 0.339 • 110 S N-- -r 77 File:p:1S 1SEDW0000000610600INF01ES12010.02.25 calc's.ec6 Wood Beam Design ENERCALC,INC.1983-2009,Ver.6.1.02 Lic.#:KW-06001022 License Owner:david evans and associates Description: RJ5 Material Properties Calculations per IBC 2006,CBC 2007,2005 NDS Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Pill 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.24)L(0.12)S(0.15) • { i i 4 r y h a t x i s . �x i ,k k . S -r ...':- ..1K-ev.t.,,.-`'-: ,?-t.;:÷--,-"4",, :- ' «. .'-: 1. :1.''',,. :-.. ' '., ff'.-•- ,, 2 4x10 Span=5.0ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D=0.040, L=0.020, S=0.0250 ksf, Tributary Width=6.0 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.313 1 Maximum Shear Stress Ratio = 0.203 : 1 Section used for this span 4x1 0 Section used for this span 4x1 0 fb:Actual = 337.90 psi fv:Actual = 36.47 psi FB:Allowable = 1,080.O0psi Fv:Allowable = 180.00 psi Load Combination +0+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 2.500ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.010 in Ratio= 5790 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.020 in Ratio= 3022 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V C d Mactual fb-design Fb-allow Vactual fv-design Fv-allow +D Length=5.0 ft 1 0.172 0.111 1.000 0.77 185.76 1,080.00 0.43 20.05 180.00 +D+L+H Length=5.0 ft 1 0.255 0.165 1.000 1.15 275.92 1,080.00 0.64 29.78 180.00 +D+Lr+H Length=5.0 ft 1 0.172 0.111 1.000 0.77 185.76 1,080.00 0.43 20.05 180.00 +0+3+H Length=5.0 ft 1 0.276 0.179 1.000 1.24 298.46 1,080.00 0.70 32.21 180.00 +D+0.750Lr+0.750L+H Length=5.0 ft 1 0.235 0.152 1.000 1.05 253.38 1,080.00 0.59 27.34 180.00 +D+0.750L+0.750S+H Length=5.0 ft 1 0.313 . 0.203 1.000 1.41 337.90 1,080.00 0.79 36.47 180.00 +D+0.750L+0.750S+0.750W+H Length=5.0 ft 1 0.313 0.203 1.000 1.41 337.90 1,080.00 0.79 36.47 180.00 +0+0.750L+0.750S+0.5250E+H 111 Wood Beam Design File:p:1SISEDW00000006106001NFO4ES 12010.02.25calc's.ec6 ENERCALC,INC.1983-2009,Ver.6.1.02 Lic.#:KW 4)6001022 License Owner:david evans and associates Description: RJ5 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V C d Mactual fb-design Fb-allow Vactual fv-design Fv-allow Length=5.0 ft 1 0.313 0.203 1.000 1.41 337.90 1,080.00 0.79 36.47 180.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.''Defl Location in Span Load Combination Max.'+-Defl Location in Span D+L+S 1 0.0199 2.525 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.293 1.293 D Only 0.618 0.618 L Only 0.300 0.300 S Only 0.375 0.375 L+S 0.675 0.675 D+L+S 1.293 1.293 D+L+Lr 0.918 0.918 • 112 SNP oci 1 wood Beam Design File:p:1S1SEDW00000006106001NF01ES12010.02.25calc's.ec6 9 ENERCALC,INC.1983-2009,Ver.6.1.02 Lic.#:KW-06001022 License Owner:david evans and associates Description: RJ6 Material Properties Calculations per IBC 2006,CBC 2007,2005 NDS Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 2,400.0 psi Ebend-xx 1,800.0ksi Fc-Prll 2,500.0 psi Eminbend-x( 914.88 ksi Wood Species : iLevel Truss Joist Fc-Perp 425.0 psi Wood Grade : Parallam PSL 1.8E Fv 190.0 psi Ft 1,755.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(1.?93) DC3.075)S(0.125) ' i + f • R5.25x14.0 Span=12.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=5.0 ft Point Load: D=1.293 k A 5.50 ft,(Unused) DESIGN SUMMARY Design OK (Maximum Bending Stress Ratio = 0.225 1 Maximum Shear Stress Ratio = 0.188 : 1 Section used for this span 5.25x14.0 Section used for this span 5.25x14.0 tip:Actual = 539.56 psi fv:Actual = 35.76 psi FB:Allowable. = 2,400.00 psi Fv:Allowable = 190.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 5.520ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.027 in Ratio= 5293 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.084 in Ratio= 1709 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V C d Mactual fb-design Fb-allow Vactual fv-design Fv-allow .+D Length=12.0 ft 1 0.160 0.123 1.000 5.48 383.13 2,400.00 1.14 23.36 190.00 +D+L+11 Length=12.0 ft 1 0.160 0.123 1.000 5.48 383.13 2,400.00 1.14 23.36 190.00 +D+Lr+H Length=12.0 ft 1 0.160 0.123 1.000 5.48 383.13 2,400.00 1.14 23.36 190.00 +D+S+H Length=12.0 ft 1 0.225 0.188 1.000 7.71 539.56 2,400.00 1.75 35.76 190.00 +D+0.750L+0.750S+H Length=12.0 ft 1 0.209 0.172 1.000 7.15 500.45 2,400.00 1.60 32.66 190.00 +D+0.750 L+0.750 S+0.750 W+H Length=12.0 ft 1 0.209 0.172 1.000 7.15 500.45 2,400.00 1.60 32.66 190.00 +0+0.750L+0.750S+0.5250E+H Length=12.0 ft 1 0.209 0.172 1.000 7.15 500.45 2,400.00 1.60 32.66 190.00 113 Wood Beam Design File:p:1S1 SEDW0000000610600INFO\ES12010.02.25 calc's.ec6 g ENERCALC,INC.1983-2009,Ver.6.1.02 Lic.#:KW-06001022 License Owner:david evans and associates Description: RJ6 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max."Deft Location in Span Load Combination Max."+"Defl Location in Span D+L+S 1 0.0843 5.940 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.999 1.891 D Only 1.249 1.141 S Only 0.750 0.750 D+L+S 1.999 1.891 114 3► File:p:1S\SEDW0000000610600INF01ES\2010.02.25 calc's.ec6 Wood Bearn Design ENERCALC,INC.1983-2009,Ver..6.1.02 Lic.#:KW-06001022 License Owner:david evans and associates Description: RJ7 Material Properties Calculations per IBC 2006,CBC 2007,2005 NDS Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 900.0 psi Ebend-xx 1,600.0ksi Fc-Pril 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species :Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.081 L(0.04)S(0.051 D(0.080)L(0..40)S(.050) + i + 2x10 2x10 Span=6.50 ft Span=5.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans: D=0.040, L=0.020, S=0.0250 k/ft, Tributary Width=2.0 ft Load for Span Number 1 Uniform Load: D=0.040, L=0.020, S=0.0250 ksf, Tributary Width=2.0 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.631: 1 Maximum Shear Stress Ratio = 0.551 : 1 Section used for this span 2x10 Section used for this span 2x10 fb:Actual = 624.83 psi fv:Actual = 99.09 psi FB:Allowable = 990.00 psi Fv:Allowable = 180.00 psi Load Combination +D+0.750L+0.750S+H,LL Comb Run(L Load Combination +D+0.750L+0.750S+H,LL Comb Run(L Location of maximum on span = 6.500ft Location of maximum on span = 5.750 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.029 in Ratio= 2695 Max Upward L+Lr+S Deflection -0.007 in Ratio= 9716 Max Downward Total Deflection 0.053 in Ratio= 1463 Max Upward Total Deflection -0.010 in Ratio= 6572 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V C d Mactual fb-design Fb-allow Vactual fv-design Fv-allow +0 Length=6.50 ft 1 0.346 0.301 1.000 -0.61 342.55 990.00 0.50 54.24 180.00 Length=5.50 ft 2 0.346 0.301 1.000 -0.61 342.55 990.00 0.28 54.24 180.00 +D+L+H,LL Comb Run('L) Length=6.50 ft 1 0.385 0.308 1.000 -0.68 381.44 990.00 0.51 55.39 180.00 Length=5.50 ft 2 0.385 0.308 1.000 -0.68 381.44 990.00 0.37 55.39 180.00 +0+L41,LL Comb Run(L') Length=6.50 ft 1 0.509 0.443 1.000 0.90 504.01 990.00 0.74 79.67 180.00 Length=5.50 ft 2 0.476 0.443 1.000 -0.84 470.93 990.00 0.32 79.67 180.00 -11)+L-1-1-1,LL Comb Run(LL) Length=6.50 ft 1 0.515 0.449 1.000 -0.91 509.82 990.00 0.75 80.82 180.00 Length=5.50 ft 2 0.515 0.449 1.000 -0.91 509.82 990.00 0.41 80.82 180.00 115 1+f••e-r T File:Beam Design 000610600INF0 1ES12010.0225calcs.ec6 g ENERCALC,INC.1983-2009,Ver.6.1.02 Lic.#:KW-06001022 License Owner:david evens and associates Description: R,17 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V C d Mactual fb-design Fb-allow Vactual fv-design Fv-allow +D+Lr+1,LL Comb Run(1) Length=6.50 ft 1 0.346 0.301 1.000 -0.61 342.55 990.00 0.50 54.24 180.00 Length=5.50 ft 2 0.346 0.301 1.000 -0.61 342.55 990.00 0.28 54.24 180.00 +D+Lr+H,LL Comb Run(L") Length=6.50 ft 1 0.346 0.301 1.000 -0.61 342.55 990.00 0.50 54.24 180.00 Length=5.50 ft 2 0.346 0.301 1.000 -0.61 342.55 990.00 0.28 54.24 180.00 +D+Lr+H,LL Comb Run(LL) Length=6.50 ft 1 0.346 0.301 1.000 -0.61 342.55 990.00 0.50 54.24 180.00 Length=5.50 ft 2 0.346 0.301 1.000 -0.61 342.55 990.00 0.28 54.24 180.00 +D+S+H Length=6.50 ft 1 0.557 0.486 1.000 -0.98 551.64 990.00 0.81 87.46 180.00 Length=5.50 ft 2 0.557 0.486 1.000 -0.98 551.64 990.00 0.44 87.46 180.00 +D+0.750Lr+0.750L+H,LL Comb Length=6.50 ft 1 0.375 0.306 1.000 -0.66 371.72 990.00 0.51 55.10 180.00 Length=5.50 ft 2 0.375 0.306 1.000 -0.66 371.72 990.00 0.35 55.10 180.00 +D+0.750Lr+0.750L+H,LL Comb Length=6.50 ft 1 0.464 0.407 1.000 0.82 459.78 990.00 0.68 73.31 180.00 Length=5.50 ft 2 0.443 0.407 1.000 -0.78 438.84 990.00 0.31 73.31 180.00 +D+0.750Lr+0.750L+H,LL Comb Length=6.50 ft 1 0.473 0.412 1.000 -0.83 468.01 990.00 0.69 74.17 180.00 Length=5.50 ft 2 0.473 0.412 1.000 -0.83 468.01 990.00 0.38 74.17 180.00 +D+0.750L+0.750S+H,LL Comb I Length=6.50 ft 1 0.534 0.445 1.000 -0.94 528.54 990.00 0.74 80.02 180.00 Length=5.50 ft 2 0.534 0.445 1.000 -0.94 528.54 990.00 0.47 80.02 180.00 +D+0.750L+0.750S+H,LL Comb I Length=6.50 ft 1 0.617 0.546 1.000 1.09 610.48 990.00 0.91 98.23 180.00 Length=5.50 ft 2 0.602 0.546 1.000 -1.06 595.66 990.00 0.43 98.23 180.00 +D+0.750L+0.750S+H,LL Comb f Length=6.50 ft 1 0.631 0.551 1.000 -1.11 624.83 990.00 0.92 99.09 180.00 Length=5.50 ft 2 0.631 0.551 1.000 -1.11 624.83 990.00 0.50 99.09 180.00 +D+W+H Length=6.50 ft 1 0.346 0.301 1.000 -0.61 342.55 990.00 0.50 54.24 180.00 Length=5.50 ft 2 0.346 0.301 1.000 -0.61 342.55 990.00 0.28 54.24 180.00 +D+0.70E+H Length=6.50 ft 1 0.346 0.301 1.000 -0.61 342.55 990.00 0.50 54.24 180.00 Length=5.50 ft 2 0.346 0.301 1.000 -0.61 342.55 990.00 0.28 54.24 180.00 +D+0.750Lr+0.750L+0.750W+H,L Length=6.50 ft 1 0.375 0.306 1.000 -0.66 371.72 990.00 0.51 55.10 180.00 Length=5.50 ft 2 0.375 0.306 1.000 -0.66 371.72 990.00 0.35 55.10 180.00 +D+0.750Lr+0.750L+0.750W+H,L Length=6.50 ft 1 0.464 0.407 1.000 0.82 459.78 990.00 0.68 73.31 180.00 Length=5.50 ft 2 0.443 0.407 1.000 -0.78 438.84 990.00 0.31 73.31 180.00 +D+0.750Lr+0.750L+0.750W41,1 Length=6.50 ft 1 0.473 0.412 1.000 -0.83 468,01 990.00 0.69 74.17 180.00 Length=5.50 ft 2 0.473 0.412 1.000 -0.83 468.01 990.00 0.38 74.17 180.00 +D+0.750L+0.750S+0.750W+H,L Length=6.50 ft 1 0.534 0.445 1.000 -0.94 528.54 990.00 0.74 80.02 180.00 Length=5.50 ft 2 0.534 0.445 1.000 -0.94 528.54 990.00 0.47 80.02 180.00 +D+0.750L+0.750S+0.750W+H,L Length=6.50 ft 1 0.617 0.546 1.000 1.09 610.48 990.00 0.91 98.23 180.00 Length=5.50 ft 2 0.602 0.546 1.000 -1.06 595.66 990.00 0.43 98.23 180.00 +D+0.750L+0.750S+0.750W+H,L Length=6.50 ft 1 0.631 0.551 1.000 -1.11 624.83 990.00 0.92 99.09 180.00 Length=5.50 ft 2 0.631 0.551 1.000 -1.11 624.83 990.00 0.50 99.09 180.00 +D+0.750Lr+0.750L+0.5250E+H, Length=6.50 ft 1 0.375 0.306 1.000 -0.66 371.72 990.00 0.51 55.10 180.00 Length=5.50 ft 2 0.375 0.306 1.000 -0.66 371.72 990.00 0.35 55.10 180.00 +D+0.750Lr+0.750L+0.5250E+H, Length=6.50 ft 1 0.464 0.407 1.000 0.82 459.78 990.00 0.68 73.31 180.00 Length=5.50 ft 2 0.443 0.407 1.000 -0.78 438.84 990.00 0.31 73.31 180.00 +D+0.750Lr+0.750L+0.5250E+H, Length=6.50 ft 1 0.473 0.412 1.000 -0.83 468.01 990.00 0.69 74.17 180.00 Length=5.50 ft 2 0.473 0.412 1.000 -0.83 468.01 990.00 0.38 74.17 180.00 +D+0.750L+0.750S+0.5250E+H,l Length=6.50 ft 1 0.534 0.445 1.000 -0.94 528.54 990.00 0.74 80.02 180.00 116 l-V -t-r --S3 I Wood Beam Design File:p:I S1 SEDw0000000610600lNFO\ES12010.0225calds.ec6 ENERCALC,INC.1983-2009,Ver:6.1.02 Lic.#:KW-06001022 License Owner:david evans and associates. Description: RJ7 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V C d Mactual fb-design Fb-allow Vactual fv-design Fv-allow Length=5.50 ft 2 0.534 0.445 1.000 -0.94 528.54 990.00 0.47 80.02 180.00 +040.750L+0.750S+0.5250E+H,I Length=6.50 ft 1 0.617 0.546 1.000 1.09 610.48 990.00 0.91 98.23 180.00 Length=5.50 ft 2 0.602 0.546 1.000 -1.06 595.66 990.00 0.43 98.23 180.00 +D+0.750L+0.750S+0.5250E+H,l Length=6.50 ft 1 0.631 0.551 1.000 -1.11 624.83 990.00 0.92 99.09 180.00 Length=5.50 ft 2 0.631 0.551 1.000 -1.11 624.83 990.00 0.50 99.09 180.00 +0.60D+W+H Length=6.50 ft 1 0.208 0.181 1.000 -0.37 205.53 990.00 0.30 32.54 180.00 Length=5.50 ft 2 0.208 0.181 1.000 -0.37 205.53 990.00 0.17 32.54 180.00 +0.60D+0.70E+H Length=6.50 ft 1 0.208 0.181 1.000 -0.37 205.53 990.00 0.30 32.54 180.00 Length=5.50 ft 2 0.208 0.181 1.000 -0.37 205.53 990.00 0.17 32.54 180.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.''Defl Location in Span Load Combination Max.'+'Defl Location in Span D+L+S,LL Comb Run(L*) 1 0.0533 3.000 0.0000 0.000 2 0.0000 3.000 D+L+S,LL Comb Run(L*) -0.0100 1.650 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.929 2.021 0,285 D Only 0.436 0.964 0.118 L Only,LL Comb Run(*L) -0.011 0.133 0.097 L Only,LL Comb Run(L*) 0.225 0.337 -0.042 L Only,LL Comb Run(LL) 0.214 0.470 0.056 S Only 0.268 0.588 0.070 L+S,LL Comb Run(1) 0.257 0.721 0.167 L+S,LL Comb Run(L*) 0.492 0.924 0.028 Li-S,LL Comb Run(LL) 0.482 1.058 0.126 D+L+S,LL Comb Run(1.) 0.693 1.684 0.285 D+L+S,LL Comb Run(L7 0.929 1.888 0.146 D+L+S,LL Comb Run(LL) 0.918 2.021 0.243 D+L+Lr,LL Comb Run CO 0.425 1.097 0.215 D+L+Lr,LL Comb Run(L7 0.661 1.300 0.076 D+L+Lr,LL Comb Run(LL) 0.650 1.434 0.173 117