The URL can be used to link to this page

04-7044 (SFD) (STRUCTURAL & TRUSS CALCS)• • 17 • JMW.Tr ss .. m Ron Sawyer Constructio - n Gioia Residence��;:�L.�, y n0;t2ullt to CL`tY lOF,'LA;a.QU INTA BUILDING & SAFElY.DEPT. w APP`ROUED' r • edx m n� -40? �+ CQ w y M A FOR, _ NST UCTION�,, �`Y� �f.N rdr.i s%.r s'.f .-•.i .� 1c, tcupin6m • 04/27/05 � siso 110 win, �r t s�or WOOD ROOF TRU4, � :� 'iq'fl0t3e'- m` CALCULATIONS AND PLACEMENT PLAN' • SOUTHWEST'S TRUSS MANUFACTURER 35-325 DATE PALM DR. SUITE 225 CATHEDRAL CITY, CA 92234 0 760-202-3699 (0) 760-202-4399 (F) rich@jmwtruss.com 760-774-0745 (M) SHOP DRAWING REVIEW 40NO EIftEPT N TAM OOJM . o SUBMITSFiEDrtM CIMM&MUM O MAKE CWJM on O S draws" has co 'i o r `.. ' been r�riewed for A"MI mance; with the yconstruction • documents on io additional-'�equirenients sh in the R ._: construction 'dodrn�anh.` 76 tontrocbpr is eSPonsible for: all dimenstOM.. which shall be confirmed Cru!corrolo W'oi,tiie job:itel fO OW "piques of Construction O°Ofd Wfbn of work with oq other t adss: and, the �ry ponce oF� woricR YrQUAt�;.�tGlN�NG SERVICE'S 1042,��5 y CF 0 0 • • • • • • 14'-3" 28'— 7" 8, Orr 8. 0.r cn A ii0 A II ._ n r U'L '. • � rA . : is rA _.._ --"7-__ -- "'- "-" '-"-'-'---�.--- ! aaaaaa...aa'.eaaaavvaaaa. ' ' is rA r. i e Y r %_ as W al pD I � I I i f NYA I L .r I! j - -- - =u -y ---_- -- : 11 !i = 1 Hl '..._ n ; a= .._......_... - _. i . -- —---.-_... _ ......_...-_._...-- -- V �o n" • rA : , i ! t � - �,•� . •! r ( i iia 1 ' A I A ry, Y I { V' Z I 17, (O --- ..... ..................._._.� I i it — �. —..... _._._.._..._.._... _ i i• .... • W 'r F110 6, 7ju !I it . II I! I; II II II :::::::::::::- v to ! " A : : � b ii li I ij i I: _D 12.5 PLF I i - ri: iI N (2 Yji y + ii j ........_._.._Vill _.._._................ _......................................._ ..IF 2 50 P LF I II V ........... I : _ (0 ------ _ —!-- . F16A •' D. F. = r A13 -----!� !i O —'----` - - —=---' - - II I ! II N 3 YA 1m li y - _ J .............. - - - -�r— �r--�- --i �i - — - ....... .... ...... F148 D _._._._..._..._.................._........._...._....._...._.... - . : �( .. x G11A--------..__.__._____-._--_-------------- 4 _ � �A _ — .— .- .......... _ -------_—__—_ Scl 1 C i h 71 li li I� ii I� it O A� .... ; ::. ,.--....:_._._—_._. 1' ! .-.:, I it o A i _ (� i� is h� I . �.:.... ........ ... ..................,:..... II n t J; :C-''. : I. F15 �Rrl ' j .:..:...._..........................................................._........................._......._.................._...--'-------.__...__....__._.............................................. _j A Y� l YA Y Al 3A iF _ ..— ...._...... _.....__. _ _.. it I I! / I � 2 P � ii % II II i I; �� I I (Xl_ �� _----- _ _ ; ; I i ii i � i ij �j iI • ii il' _ _ - .� I I I I FI II i i i I IMF • it I! 1r-------F11.._ ....................._...._. r. 5' 4'— 4j'r �28' 11 1 11 ' ='I i 22'-10' 44'-10 ' THIS IS A TRUSS PLACEMENT DIAGRAM ONLY. These trusses are designed as Individual bu0dirig components to be A Incorporated Into the Wilding design at the epacincotion of the Widing destpner. See 1hc11W ual destpn sheets for each THIS LAYOUT IS THE SOLE SOURCE FOR FABRICATION OF TRUSSES AND VOIDS ALL PREVIOUS ARCHITECTURAL OR OTHER 'trues design IdenOned an Um placement drvehp. The buildhrq designer Ie respomlble for temporary and pemwnent bracing , TRUSS LAYOUTS. RENEW AND APPROVAL OF THIS LAYOUT MUST BE RECEIVED BEFORE ANY TRUSSES WILL BE BUILT. or the root and noon system arld rot the avaMl etructun. The design or the tone support structure inciudinp headers; beams, . VERIFY ALL CONDITIONS TO INSURE AGAINST CHANGES THAT WILL RESULT IN EXTRA CHARGES TO YOU. ANY CHANGES OR .ane. am aotumm is the ree{Loneibiliry of the Wilding deeigmr. For gemrol puidorx6 rnardinp bracing, comull jro 4 of ALTERATIONS TO THIS LAYOUT MUST BE NOTED ON THIS DRAWING &INITIALED BELOW BY BUILDER OR HIS/HER REPRESENTATIVE woad trusses• awiaNe mom the Truss Rate I_Utute. 30.1 O'6tlhb OMs; Yodban, W 31ITA AppFOVB Date: Client: RON SAWYER CONS TR UCTIOAT . A� _` I r GI ®IA RE,S'IDENCE Hbaa . JMW TRUSS Jab Desk: , O� y Site Information: > 53760 VIA BELLAGIOmm �� Ln LA Q UINTA, CA tun) Committed to Excellence- Scale: N.rs Date: oall11vs .Drawn By: ane ° 65030035 J J NLW Truss v Gninn[i[lr.•i/lo- c:� Il cm//ciias Re: B5030035 GIOIA RESIDENCE Design / Engineering Office 35-325 Date Palm Dr., Suite 225 Cathedral City, CA 92234 (760) 202-3699 1 Fax: (760) 202-4399 The attached truss drawings have been prepared by JMW Truss and Component, under my direct supervision based on the parameters provided by: RON SAWYER CONSTRUCTION Pages or sheets covered by this seals: 45 0 My license renewal date for the state of California is June 30, 2006. Jiqiang, Cao The seal on these drawings indicate acceptance of professional. engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the buildin ksipe,, per ANSI/TPI-1995 Sec. 2. �O l JOAN G CAO F� C 66380 m EXP. 01 /30/06 April 27,2005 J Job —7 Truss Type city Ply ]Truss TRUSSES A10 CAL HIP 2 3 ' Job Reference (optional) JMW TRUSS, CATHEDRAL CITY, CA - 6.200 s Mar 5 2005 MiTek Industries, Inc. Wed Apr 27 15:48:18 2005 Page 1 r1:q 4-1-9 7-3-4 7711-11 11&3 , 151'-2 , 19.6.1 23-119 23.910 26-10-11 , 31-04 9:24 1-0-0 4-1-9 31-10 0.-8-7 3&8 3-11-15 3.11-15 31;-8 0&7 3-1-11 4-1-9 1-0-0 sob=157.1 Cwnb. 7161n O®M020= 7.00 12 2N MIQ011 36M1[d7= 3xSMI120= 2G M1 11 O®MON= 4 s 9 7 6 3v1 MIIAf -- 214 mm 1120+3 0 3 2 �1 12` FdA d 19 4%81,41123- 1s 20 17 IS 15 21 14 13 4�M1120� 21AM112011 16M1120. 3x10141120- 74M020— 3.10M1120— 35 M020- 20M0]DII 1 4-1-9 7-34 , 11&3 , 15&2 1 1916-1 , 239-0 1 26-10-11 , 31-04 , • 1 T 4-1-9 31-10 4-2-15 311-15 311-15 4-2-15 31-11 4-1-9 Plate Offsets :04-110&[4:04-0,0-1-121,[9:04-0,0-1-121,[11:0-4-110& 16.0-4-0 4 LOADING(psf) SPACING 2-0-0 CSI DEFT in (loc) Vdefl L/d PLATES GWP TCLL 20D Plates Increase 125. TC 0.77 Vert(LL) -0.48 16 >757 360 M120 185x'148 TCDL 14D Lumber Increase 125 BC 0.85 Vert(TL) -1.34 16 >274 240 BCLL 0.0 Rep Stress Ino NO VVB 0.59 HorAn) 0.14 11 rota rVa BCDL 23.0 Cade UBC97/ANS195 (Matrix) Weight 397 lb LUMBER BRACING TOP CHORD 2 X 4 FIF No2 TOP CHORD Sheathed or 4-0.10 oc purlins. BOT CHORD 2 X 6 HF 1650E 1.6E BOT CHORD Rigid ceiling directly applied or 10-00 oo bracing. WEBS 2X4FFShrd5tdG REACTIONS (Ibfs¢e) 2-4154M.5.8,11=4154A�5-8 Max Upfift2=1940bad case 3),11=194(bad case 3) FORCES (m) - Ivta>drrum CompressionwWwannum Tension TOP CHORD 1-221, 2-3�13715(757, 34=15413x1036, 45=-18446x1217, 5F>=1844611217, 6.7=1844611217, 7-8=-18446/1217, 8-9=18446x1217, 9-10=15413x1036,10.11=13715757,11-1221 BOT CHORD 2-19=703x13256,18.19=703/13256,18-20=-976/15057,17-20=976x15057,16-17=12702M5z 1516=127020352,1521=976x15057, 14-21=976/15057,1314=7173/13256,11-13=703/13256 WEBS 319-391/137, 318=2722091, 418 /784, 4-17=1953767, 517=-UW177, 7-17=2131/171, 7-16 943, 7-15=2131/122, 8-15-5841177, 9-15=1953767, 9.14784,10-14=272/2091,10-13=391/137 NOTES 1) Spy truss to be connected together with 0.131'50' Nais as follows: Top dlords eonriected as fdbAr. 2 X 4 -1 rev at 0.90 oc Bottom dhordsconnected asfdbws 2X6-2 rows at 0-9-0o: Webs Connected asblows: 2X4-1 row Edo-9-0or- 2) AD bads are considered equally applied b all plies, except if noted as front (F) or back (B) face In the LOAD CASE(S) section. Py b ply connections have been pF ESS / provided b drsbbute arty loads noted as (F) or (B), unless otherwise indicated. Q� 9� 3) Unbalanced roof live bads have been oonsidered fo the design. Q 4) This toss has been designed for the loads generated by 70 mph winds at 25 ft above ground level located 100 mi from the hurricane ooeanline. ASCE 7-93 cornponens and deciding extomal coetfidents for the intano(1) 8.4 tap 6.0 bottom dhord dead bad being pressure zone and psf chord and psf are used. The �� J I Q IAN G CAO design assumes occupancy category I, terrain e>pccsure C and internal pressure eoef dent condition I. ff end verticas or cantlevers exsf, they are exposed Gh wind. t porches e>dst, they are not exposed b wind. The lumber DOL increase is 1.33, and the plate gr¢J increase is 1.33 5) Provide adequate drainage to prevent water ponding. �, C 66380 m 6) This truss has been designed for a 10.0 psf bottom chord the bad nornarairent with any other he loads. W m 7) A plate rating'reduclion d 20% has been ied for the01/30/06- EXP. 01 / 30 / 0 6 8) Provide mechanical connection (by others toss to bemM � capable of withstanding 194 lb upfft at joint 2 and 194 lb uplift at joint 11. 9) 9) Gtd caries hip end with 8-00 and setback 10) Hanga(s) or other connection devices) shall be provided sufficient b support concentrated load(s) 589 Ib doom and 165 Ib up art 237.4, and 589 b dawn 165 lb up at 75-0 on top dad. The design/selection of such oonnectim devices) is the responsibility of others. U 1 \P LOADCASE(S) Standard F CAOO� 1) Regular. Lumber Increase=125, Plate Increase=125 Uniform Ve Aril 27,2005 Vert 1.48, 49=1sz, 9-12-88, 2-„=„0(F=-64) - April Concentrated Loads (m) Vat 4=589 9=-589 Job NSS ty Y TRUSSES A11 1TrussType CAL HIP 2 1 Job Reference (optional) JMW TRUSS, CATHEDRAL CITY, CA - 6.200 s Mar 5 2005 Mn"ek Industries, Inc. Wed'Apr 27 15:48:18 2005 Page 1 r1 -0-Q 411-4 9-3-4 9,11-11 15&2 2139 11-910 26.1-0 31-0-4 32.0.4 1-M 411-0 44-0 0-8-7 567 567 6.8.7 44-0 .4-11-4 1-0-0 S.* %57A Cmt- 314 in 41M1120= �MIOq— 4aM1120= 3.00 12 4 5 2x4 MIQOe 21. M1120- _ yy 3 - 7 •W 2 8 . a cit 4x10M1120- 12 11 10 4x101,11120. 310 MIS ax12M1120H- 34141120. 934 1562 21-9-0 31-0-4 9-3-4 6-2-14 6-2-14 9-3.4 PlateOffsds :0-230-0 :0-2304 LOADING(psf) SPACING 2-0-0 CSI DEFL in .(hoc) Well L/d PLATES GWP TOLL 20.0 Plates Increase 125 TC 0.83 Vert(LL) -0.40 11 >927 360 M1120 189148 TCDL 14D Lumber Increase 125 BC 0.81 Vat(TL) -1.12 11 >327 240 MII20H 139'111 BOLL 0.0 Rep Stress Ino YES WB 0.44 Hoz(TL) 020 8 Na rya ' BCDL 23.0 Cade UBC97/ANSI95 (Matruc) Weght 1091b LUMBER BRACING TOP CHORD 2 X 4 HF No2 TOP CHORD Sheathed or 1-9.6 cc pudirs. BOT CHORD 2 X 4 HF 2400E 20E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 FF S1uWSt1 G WEBS 1 Row at rrictpt 5-12,5-10 REACTIONS Ob/size) 2=113281458, 8=1828458 Max UpW112-65(bad case 3), 8=.'(load cue 3) FORCES(b)-MaldmumCompressioNMa�inumTension TOP CHORD 1-2=0/16,2-1-•5492/246,34z 5 7/182, 4 5=5137/192, 56=5137/192, 6-7 '337/182, 7 -5492246, &9xU16 BOT CHORD 2-tr 201/5279,11-12-18216031,10-11=182roD41, &10=20V5279 WEBS 3.12=126228, 4-12 793, 512=1141/71, 5-11=01319, 510=1141/71, &10 1793, 7-10=12622$ NOTES 1) Unbalanced roof live loads have been considered far this design. 2) This truss has been designed for the loads generated by 70 mph winds at 25 it above ground laud brated 100 mi from the hurricane ooeanluhe. ASCE 7-93 components and dadding a denial pressure coefficients for the intenor(1) none and 8.4 psf top chord and 6.0 psf bottom chord dead bad are being used. The design assumes occupancy category I, terratint elwcstue C and Internal pressure coefficient mnd•Non I. tend verticals orcantlevers'e>ast, they are e7rpcsed m wind. t pordhes exist, they are not exposed t7 wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water pondng. 4) All plates are MT20 plattes unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord he bad nonconaarent with arty other he loads. o F ESS/ 6) A plate rating reduction of 201% has been applied for the green lumber members. q 7) Provide mechanical connection (by others) of truss to bearing plate capable of wit 5tandng 65 b upl t at joint 2 and 65 b LpM at joint 8. LOAD,CASE(S) standard JIQIANG GAO C 66380 m � EXP. 01/30/06 �P V1 � F CAL\F�� April 27,2005 Job —]Truss Truss Type Qtyly TRUSSES Al2 CAL HIP 2 1 Job Reference (optional) ' JMW TRUSS, CATHEDRAL CITY, CA 6.200 6 Mar 5 2005 MTek Industries, Inc. Wed Apr 27 15:48:19 2005 Page 1 r1-0-0 6.2-15 11-34 1111n11 15.6-2 19-0-9 124 24-9-5 31-04 1-04 6-2-15 5-0-5 0-8-7 3&7 3-&7 0-8-7' 5-0-5 ' X32-0-q 6-2-15 1-0-0 Srale=15].1 CmnEa • 11181n 4.8MI120- , 1W M1120- 48M1120- 3.00 12 4 8 FIR 344 411 3x4 MIIM- 3 ] .q 2 a 8 �1 WOM1120� 14 13 12 11 10 4x10M1120- 2o1M11201 31a M1120- 8S10M1120HW� MMIM. WM112011 , 6-2-15 , 11-34 139-0 24-35 , 31-0-4 6-2-15 5-0-5 8-5-12 5�5 i 6-2-15 Plate Offset :0-2-7 0-0 [8:0-2-7,0-0-21 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 200 Plates Increase 125 TC 0.92 Vert(LL) -03311-13 >999 360 M1120 1851148 TCDL 14D Lumber Increase 125 BC 0.70 Verfill) -1.1111-13 >330 240 MIZH 139'111 BCLL 0.0 Rep Stress Inv YES WB 0.44 Ha z(TL) 0.18 8 rVa Na BCDL 230 Code UBC97/ANSI95 (Matrix) Weight 109 b LUMBER BRACING TOP CHORD 2 X 4 Not TOP CHORD Sheathed or 1-7-8 oc purlins. BOT CHORD 2 X 4 HF 2400E 20E BOT CHORD Rigid ceiling directly applied or 10-00 oc bracing. WEBS 2X4HFSWGWG REACTIONS (Ib/size) 2 182805$,8 lazao-sa Max Upl 112-ZO(load case 3), 8=64oad case 3) FORCES (m)-Ma)drrwmCompn onlf xinnumTetsim TOP CHORD 1-2 /16, 2-3 -5579/181, 34=-4792/165, 4-5=46041171, 56=46041171, 6-7 792/165, 7-&=55Ml81, 8 0/16 BOT CHORD • 2-14=131/5345,1314=13V5345,12-13=130'4798,11-12=13014798,10-11=131/5345, 8-10=131/5345 V1FRS 3.14 314, 313=773/56, 4-13 719, 5-13=.407i60, 5-11=407/60, &17 (719, 7-11=773156, 7-10 314' NOTES 1) Urbalanced roof live bads have been considered for this design. 2) This hiss has been designed far the bads gerwated by 70 mph winds at 25 ft above ground level located 100 mi from the hurricane coeanfre. ASCE 7-93 components and cladding external pressure mefidents for the hntericr(1) zone and 8.4 psf top shad and 6.0 psf bottom diad dead bad are being used. The design assumes occupancy category 1, terrain exposum C and internal pressure ocefident condition I. ff end verticals orcantileves exist, they are exposed m wind. ff pordtes erast, tW are riot exposed b wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate- drainage to prevent water ponding. 4) Ali plates are MT20 plates unless otherwise indicated. 5) This truss has been designed far a 10.0 psf botbm c1nod five bad norcanarrent with any other five bads. pF E S S / 6) A plate rating reduction of 20'/o has been applied far the green pl w Q N 7) Provide mechanical connection (by others) truss to beplate camber pable of tri7nstanding 6o Ib uprd at joint 2 and 60 lb uplift at joint 8. LOADS) Standwd JIQIANG CAO C , C 66380 m EXP. 01/30/06 F CAS\F�� April 27,2005 0 �7 0 O runsPllsa�y'—" ty yTRUSSES A13 1 1 Job Reference (optional) JMW TRUSS, CATHEDRAL CITY, CA - 6.200 s Mar 5 2005 MiTek Industries, Inc. Wed Apr 27 151.48:19 2005 Page 1 F1:q 7-3.6 1334 111311 17-0-9 }7-9-0 23&14 31-0.4 a2 -0q 1-0-0 7-3-0 5.11-14 0$7 3414 0$7 5.11-14 7-36 1-0-0 sa4=1sz1 can, -911eb • WMII20= 4 S 3.00 12 3v1 M1120�' 3x1 MIA • 3 9 2 ' 9 d1 d 4x10M1120. 13 12 11 10 9 • 2x4 MIM11 WM11M1Q0- 34MI0 WMIN0� 20- 44 . 4x10M1120 � 7-3.6 1334 17-90 23&14 31-0.4 7-36 5-11-14 4812 5-11-14 7-36 Plate Offsets :42-30-0 4:04-00.1-1 42-30.4 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Lid PLATES GWP TCLL 20.0 Plates Inaease 125 TC 0.88 Va*l) -028 10 >999 360 M1120 185148 TCDL 14.0 Lumber Increase 125 BC 0.71 Vettol) -0.82 9-10 a445 240 BCLL 0.0 Rep Suess tncr YES We 1.00 H=(rL) 0.18 7 Na nta BCDL 23D Code UBC97/ANSI95 (Mabix) Weight 108 lb . LUMBER BRACING TOP CHORD 2 X 4 HF 165OF 1.5E'Eomepr TOP CHORD Sheathed ort -1-15 oc pudirm T2 2 X 4 HF Not - BOT CHOW) Rigid ceiling directly applied or 10-0-0 oc bracing. BOTCHORD 2X4HF2400F20E WEBS 2 X 4 HF SW9,;ti G REACTIONS (lb/size) 2=182&458, 7=18280-58 x Max Upfifl2-%(1oad case 3), 7=56(load case 3) FORCES •(Ib) - Maodmum Comp essiavMannium Tension TOP CHORD 1-2 /16, 2-5511/160, 3-0=-4270/156, 45=40881163, 56=4268155, 6-7=5512/160, 7$=U16 BOT CHORD 2-13=-10515277,12-13=10515277,11-12-614090,10-11=56/4090, 9-10=10515278, 7-9=105/5278 WIGS 3-13 /464, 312=124653, 4-12=aw, 4-10=221rz16, 510 , 6-10=124954, 6 0/464 NOTES 1) Unbalanced roof live loam have been considered for this design. 2) This hiss has been designed foo the bads generated by 70 mph winds at 25 ft above ground level located 100 mi from the hunicane, omardre. ASCE 7-93 components and cladding e)di real pressure coefficients far the inbwota l) none and 8.4 psf hop diad and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain expostue C and internal pressure coeRident condition I. If end vatcas or cantilevers eoast, they are exposed to wand. If porches eoast they are not elapsed to wind. The lumber DOL increase's 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water p0n(5ng. 4) This buss has been designed for a 10.0 psf bottom d -K rd five bad nor10onam rit with any other he loads. p QF ESS/ 5) A plate rating reduction of 20% has been applied far the green lumber members. 6) Provide mechanical connection (try others) of buss to bearing plate capable of withstanding 56 lb uplift at joint 2 and 56 lb uplift at joint 7. LOADS) Standwd ``�� JIQIANG CAO C 66380 m EXP. 01/30/06 F CAO�� April 27,2005 Job fuss Truss Type city TRUSSES A13A CAL HIP 1 IPIY 1 Job Reference (optional) JMW TRUSS, CATHEDRAL CITY, CA 6.200 s Mar 5 2005 MiTek Industries; Inc: Wed Apr 27 15:48:19 2005 Page 1 7-3-6 , 13-3-4 13-11111 17-0.9 17-9,0 23514 3144 32-0 4 7-3-6 511-14 057. 3514 057 511-14 7-3.6 mr®- e �r 2 5 8 e� anw®II a.w� mw®. ann>.�. a.n�ll 7-3-0 13-3-4 17-90 23&14 31-0.4 7-3-6 511-14 4-512 511-14 7-3.6 Plate Offsets 1:0.2-3 0-0 3:04-00-1-1[6-.0-2-3,0-0-21 LOADING(psf) SPACING 2-&0 CSI DEFL in (loc) Vdefl L/d PLATES GWP TCLL -20.0 Plates Increase 125 TC0.90 Vert(LL) -029 9-11 >999360 M1120 1851148 TCDL 14.0 Ltunberlrwease 125 BC. 0.73 Vert(TL) -0.83 8-9 X444 240 BCL- 0.0 Rep Stress Inv YES WB 1.00 Horz(TL) 0.18 6 n1a rVa BCDL 23.0 Code UBC97/ANSI95 (Matrix) Weight 107 lb LUMBER BRACING TOP CHORD 2 X 4 HF 1650E 1.5E Stepr TOP CHORD Sheathed or 2-1-0 oc purlins T2 2 X 4 HF Not BOT CHORD Rigid ceiling'direcdy applied or 10-00 oc bracing. BOT CHORD 2 X 4I -F 240OF 20E WEBS 1 Row at rni# 2-11 WEBS 2 X 4 FF StrrlStd G REACTIONS (Ibls¢e) 1--17400-5-8. 6--1830[0-5-8 Max Haz 1=6(load case 3) Max Upl ftl =44(load rase 3), 6 �6(Icad rase 3) FORCES (b) - Mammum UrnpressioNNlmdrnum Tension TOP CHORD 1-2=5541/164, 2-3=-4279/157, 3 4=-009 611 6 4, 45=42761157, 5fi=6519F161, 6-7 /'16 BOT CHORD 1-12=1015307,11-12=10915307,10-11=5814099, 9-10=-5814099, 810615284, 68=10615284 WAS 2-12 467, 2-11=1269156, 3-11=QW1, 3 222216, 4.9 1630, 5-9=1249/53, 5.8-x/464 NOTES 1) Unbalanced roof five bads have been considered for this design. 2) This truss has been designed for the loads generated by 70 mph winds at 25 It above ground level located 100 mi tram the hurricane oceanlne. ASCE 7-93 corripanents and cladding extetnal pressure coefficients for the Int3ior(1) zone and 8.4 psf top chord and 6.0 psf bottom d -ad dead bad are being used. The design assurnes occupancy category I, terrain exposure C and Internal pressure coefiident ocindrlion I. If end verticals v cantlevers adst, they are exposed to wird. If porches Blast they are not exposed to wind. The Mnber DOL Increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage lo prevent water ponding. FESS 4) Ths truss has been designed far a 10.0 psf bottom d -ad five bad nanoncurent with any other filoads. Qve `\o A, 5) A plate rabrg reduction of 201/.6 has been applied for the green lumber members. O q l 6) Provide nredhaniral connection (by others) of Miss lo bearing plate capable of withstanding 44 lb upfrft at joint 1 and 56 lb uplift atjoint 6. LOAD CASE(S) Standard J 101ANG CAO C 66380 m EXP. 01/30/06 F CAO�� April 27,2005 Job russ TwssType Qtyy TRUSSES A14 HOWE 9 1 Fee (optional) JMW TRUSS, CATHEDRAL CITY, CA - 6.200 s Mar 5 2005 MiTek Industries, Inc. Wed Apr 27 15:48:20 2005 Page -1 F1 -0Q 8-3$ 15&2 22$12 31-0.4 ,32-04 1-0-0 8-3-8 7-2-10. 7-2-10 8-3-8 1-0-0 ' S YM� ]•,A�11� x. e e r 8.3-8 156-2 22$12 31-0-4 8-3-8 7-2-10 7-2-10 8.3.8 Plate Offsets XY): f2:0 -2 -3,0 -&2]j8:0 -2-3,0-0-2j :0-2-0 0-& 8:0-2-0 0-0- LOADING(psO SPACING 2-0-0 LOADING(psO CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 125 TC 0.77 Vert(U) -026 11 >999 360 M1120 189148 TCDL 14.0 Lumber Increase 125 BC .0.75 Vert(M) -0.7711-12 x•475 240 M120H . 139'111 BCLL 0.0 Rep Suess Inrr YES WB 0.86 Horz(TL) 0.18 8 Na Na BCOL 23D Code UBC97/ANSI95 (Matrix) Weight 101 b LUMBER BRACING TOP CHORD 2 X 4 HF 2400E 2AE `Exalt' TOP CHORD Sheathed or 2.6-9 oc purlins. T2 2 X 4 HF Not, T3 2 X 4 HF No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 4 HF 2400E 2.0E WEBS 1 Raw at midpt 3-11,7-11 WEBS 2X4HFSkxVSdG REACTIONS (lbtsi7e) 2=182810.58, 8=182ao-58 Max Upffl2 51(bad rase 3), 8= 51(load rase 3) FORCES (m) -Max um CompressionNimmxrmTension TOP CHORD 1-2=16, 2�t:-5 190/143,,A,4 6 1/105,4-5= 131,56=-3620/131,6-7=3681/l05,7-8--5390/143,8.9=016 BOTCHORD 2-12-8315156,11-1r-83/5156,10-11=83/5156, 8-10=83x5156 WEBS 3-12 5i .5.11x/1282,7-10*535,311=1766/73,7-11=176673 NOTES 1) Unbalanced mot live bads have been considered for this design. 2) This truss has been designed for the beds generated by 70 mph winds at 25 ft above ground level located 100 rry from the hurricane oeeartine. ASCE 7-93 ornponents at cladding otlernal pressrre eoeflidents for the thtenor(1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead bad are being Used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condibonl. If end verticals a rantlevers exist, (hey are exposed to wind. If porches east, they are not exposed to wind. The lumber DOL mmase is 1.33, and the plate grip increase's 1.33 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord he load nommnrnent with any other live loads. o QF E S S 5) A plate rating reduction of 201/6 has been applied for the green lumber members. Q \\ 6) Provide mechanical connection (bhr others) of truss to bearing plate capable of withstanding 51 b uplift atjoint 2 and 51 b uplift atjoint 8. 1-OADCASE(S) Saniclard JIQIANG CAO C 66380 m �—Cl), + EXP. 01/30/06 F CA��F�� April 27,2005 Job Truss runs Type Qty1P'yTJob TRUSSES A14A HOWE 3 eference (optional) JMW TRUSS, CATHEDRAL CITY, CA - 6.200 s Mar 5 2005 MiTek Industries, Inc. Wed Apr 27 15:46'20 2005 Page 1 2 8-3-8 , 1552 22$•12 31-0-432-0-.4 8-3-8 7-2-10 7-2-10 8-3-8 1-0-0 s CmnEer•1Rb-1/fa N 3A0 12 4a7M1120= 4 SN MIIZIy 314 M11201- 31510112110 3 5 34ME12OZ 2 S 7 a 11 4a10M1120� - 10 9 2w1M11201 8z10M1120H- 2xA MI09rt 1 010M1120� 8-3-8 1552 22512 31-0-4 8-3-8 7-2-10 7-2-10 8-3-8 Plate Offsets 1:0-2-30-0 :0-2-00- LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdd L/d PLATES GWP TOLL 20D Plates Increase 125 TC 0.79 Vert(LL) -026 10 >999 360 101120 183148 TCDL 14.0 Lumber Increase 125 BC 0.76 Vert(TL) -0.77 110 >474 240 M1120H 139'111 BCLL 0.0 Rep Stress Incr YES WB 0.87 Ha z(rL) 0.18 7 rda rWa BCDL 23.0 Code UBC97/ANSI95 (Matrix) Weight 100 b LUMBER BRACING TOP CHORD 2 X 4 HF 24ODF 2AE'Emepr TOP CHORD Sheathed or 258 oc porus. T2 2 X 4 HF No.2, T3 2 X 4 HF Not BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. . BOT CHOW) 2 X 4 HF 2400E ZOE WEBS 1 Ray at micipt 2-10,6-10 WEBS 2 X 4 HF Sttd5td G REACTIONS (lb/size) 1=174Q0 -&8,7=1&3Q0-&8 Max Horz1=-6(laad case 3) Max Upldl=,19(bad case 3), 7=-51 Coad rase 3) FORCES (lb) - Maximum ConpressavAllaximum Tension TOP CHORD 1-2=5401/146, 2 36881106, 34= 3626f132, 4-5=3G16r132, 5 3668%06.6-7=,5397/144,7-&=W6 BOT CHORD 1 -11=8615182,10 -ll= -%5182,110=848163, 7-9=-8415163 WBS 2-11=0537, 4-10 11287, 6.9 /535, 2-10=1786176, 6.10=176673 NOTES 1) Unbalanced roof We bads have been carsidered far this design. 2) This truss has been designed far the bads generated by 70 mph wirds at 25 ft atxne ground level bred 100 mi from the hurricane oowNtrle. ASCE 7-93 components and cladding external pressure coefficients for the mterior(1) zone and 8.4 psf top chord and 6.0 psf bottom Chad dead bad are being used. The design assumes oavFan y cetecjay I, terrain expou e C and internal pressure ooefliaent cored tion I. If end vabcas a cantlevas east, they are exposed to w nd. If porches exist, IfW are not exposed to wind. The Itunber DOL increase is 1.33, and the plate grip increase's 1.33 3) All plates are MT20 plates unless otherwise indicated. pF ISS/with 4) This truss has been designed for a 10.0 psf Ionn to chord rive bad noncorunent any other l ve bads. Q `\ 0 5) A plate rating reduction of 20"79 has been applied for the green lumber members. O '9 l 6) Provide medianI al connection (by others) of truss to bearing plate capable of witiVarding 39 b upNf at joint 1 and 51 Ib up6@ at#nt 7. J101ANG CAO LOADS) , C 66380 m a EXP. 01/30/06 CAS April 27;2005 Job cuss cuss Type ty y • TRUSSES B09 CAL HIP 1 ' Job Reference o tional JMW TRUSS, CATHEDRAL -CITY, CA - 6.200 s Mar 5 2005 MiTek Industries, Inc. Wed Apr 27 15:48:212005 Page 1 311-4 7-34 7x11 -b1 123-4 164&13 17-34 20-711 24.68 3114 34-0 0&7 4-3-9 4-3-9 03-7 34-0 3114 ' &m•,�sz oo,m•aen memo �r z e r Ie vonall mn®� u + u m w o e °0A� zwn,®1 amnmT ae� ae� a.w®1 nn®II , 311-4 , 7-34 12-34 1734 20-74 2310-4 245$ 311-4 34-0 5-0-0 5-0-0 34-0 330 08-4 Plate Offsets :0-1- 2-0-t3 :006131 :0-&110-0.1 10:04-0034 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Mall L/d PLATES GRIP TCI! 20.0 Plates Increase 125 TC 0.82 Vert(LL) -0.31 10 X927 360 M1120 185/148 TCDL 14.0 Lumber Increase 125 BC 0.93 V09M) -0.71 10 >405 240 BGl 0.0 Rep Stresslnor NO WB 027 HorAn) 0.16 7 rtxa rtxa BCDL 13.0 Cade UBC97IANS195 (Matrix) Weight 178 b LUMBER BRACING TOP CHORD 2 X 4 HF No2 -Emepr TOP CHORD Sheathed or 39.7 oc purlins T2 2 X 4 HF 2400E 20E BOT CHORD Rigid ceiling direly applied or 10-0-0 oc bracing. BOT CHORD 2 X 4I -F 165OF 1,5E WEBS 2 X 4 HF SWdGId G WEDGE Right 2 X 6 HF No2 REACTIONS (lb/size) 1--26120-5-8.7--26120-5-8 Max Uprift1=135(load case 3), 7=135(bad case 3) FORCES (m) - Max murn CompressioNMaAmum Tensor TOP CHORD 1-2-ZO64J535, 2-3=8778x755, 34=8549!759, 4 -5=a549759,5 -&-4778r/55,6-7=-8064/535 BOT CHORD 1-1r--48C>r/691,11-12-4867691,11-13=805x10005,10-13=-ffi 5flOOD5,10-14=W5K 50005, 9.14=-&Vl0005, &9=4807691, 78=486x•/691 WEBS 2-12=280, 2-11=21411142, 311 x'804, 4-11=1694ll lQ 4-10 /538, 4-9=16541110, 5-9=0'd04, 6 21411142,&8=0= NOTES 1) 2-* truss to be owheded bgedwWith 0.131'50' Nails as fdbws: Tap dards connected as fdbws 2 X 4 -1 row at 0-9-0 oc Bottom chords connected as folbws: 2 X 4 -1 row at 0.90 oc Webs comededasfdb,s:2X4-1 rrowat0-9-0oc. 2) Al bads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Py to ply connections have been Q f E SS provided to distribute-- only loads noted as (F) a (B), unless otherwise indicated. Q ` ` 3) Unbalanced live'bads. 9l roof have been considered for this design. O 4) Th's Inas has been designed for the bads generated by 70 mph winds at 25 It above gvund level baled 100 mi from the hurricane ooeaNtrne. ASCE 7-93 compalents and cladding external eoef err s for the mterior(1) 8.4 top dhard 6.0 bottom dnard �vI pressure zone and psf and pd dead bad are being used. The Q IAN G CAO deign assumes occupancy category 1, tara'vr exposure C and Internal pressure eoefidentoorhdition I. Rend verticals or cantilevers exist, trare exposed C/)� I wind ft porches east, they are not exposed to wind. The lumber DOL Increase s 1.33, and the plate grip increase s 1.33 5) Provide drainage C 66380QD adequate to prevent wrap ponding. t,Z1 6) This teas has been designed far a 10.0 psf bottom dlord he bad nonmrlairent with any other he bads. LLJ 7) A plate rating reduction of 20% has been applied fur the green lumber members. cr-1 EXP. 01/30/06' 8) Provide medtanical connection (by others) of truss to bearing plate capable of wil standing 135 lb uplift atprit 1 and 135 lb uplift at joint 7. 9) Girder carries hip end with 840-0 end setback { 10) Hanger(s) or other oonnedion devioe(s) shall be provided sufident to support eonoentrated bad(s) 589 Ib dawn and 165 Ib up art 17-18, and 589 b dawn 165 Ib up at 75-0on hop drord. The design/selection of such connection device(s) is the responsibility of others. LOADCASE(S) Standard F CAS\F�� 1) Regular: Lumber Inc eas�125, Plate Increase=125 Uni(am loads (calf) Vert 13=88, 35=162 5-78,1-7=62(F=36) April 27, 2005 CAnoentrated Loads (m) Vert 3=55M 5=6as Job Truss Truss -Type Cry]Ply TRUSSES B10 CAL HIP 1 Ti.b.ference, o tional JMW TRUSS, CATHEDRAL -CITY, CA 6.200 s Mar 5 2005 MiTek Industries, Inc. Wed Apr 27 15:46:22 2005 Page 1 3-11-4 , 7-3-4 ,7-11-11, 12-3- 16-5-0 , 311-4 3-0-0 0B-7 4-3-9 4-1-12 Lj zap= 3-11-4 7-3-4 12-3-0 mr.®c 16-5-0 3-11-4 34-0 5-0-0 4-1-12 PlatsOffsets:0-0-00-1-1 4:0-3-80-1.8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loo) Vdefl Ltd PLATES GWP TCLL 20.0 Plates Increase 125 TC 0.71 Vert(LL) -0.17 8 >999 360 MIIZO 1851148 TCDL 14.0 LunberInoeaase 125 BC 0.94 Ve-JL) -0.40 7-8 >479 240 BOLL 0.0 Rep Stress Ina NO WB 0.82 Horz(TL) 0.10 6 rvla r. BCDL 13.0 Cade UBC97/ANSI95 (Matt) Weight 60 lb LUMBER BRACING TOP CHORD 2 X 4I -F Not TOP CHORD Sheathed or 2-2-0 co purlins, emept end verticals. BOT CHORD 2 X 4 HF 1650E 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 FF Sk d Std G Smept' WEBS 1 Row at midpt 4-6 W72X4FFNo2 REACTIONS ob/size) 1=159ab58, 6-2500/015-8 Max Upldl=48(bad case 3),6--31 0(load case 3) FORCES (m) - Ma)dmum Compressia11Ma1cmum Tension TOP CHORD 1-2—X676245, 23 4714/411, 3-0=3379294, 4178141, 56=-895 9 BOT CHORD 1 X208/4449, 8-9-- 20814449, 8-10=367/4592, 7-10=367/4592, 6.7=237/3379 WEBS 24=0/326, 2-8�15MW, 3&OW, 3-7=12951140, 4-7 818, 4.6 =3x18278 NOTES 1) Unbalanced roof rive loads have been oonsidered for this design. 2) This tress has been designed for the loads generated by 70 mph winds at 25 ft above ground levet orated 100 mi from the hurricane oamNine. ASCE 7-93 components and cladding e)demal pnessue mef uents for tie nterio (1) zone and 8.4 psf tap chord and 6.0 psf bottom diad dead load are being used. The design assumes occupancy category I, tertain wposrue C and eternal pressure coefficient condition I. If end veftas a cantilevers emst, they are exposed to wind. If poroses eldst, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This hiss has bean designed for a 10.0 pd bottom dead me load nomrnnwit with any other five loads. E S S / 5) A plate rating reduction of 20% has been applied for rtn the green lumber ertnbers. QV,- O �l 9� 6) Prwide mechanical connection (by others) of truss to bearing plate capable of withstanding 48 lb uplift atjoird 1 and 310 tb uplift atjolnt 6. Q 7) Girder carries hip end with 8-00 end setback. �� F 8) Hanger(s) or other Connection devioe(s) shall be provided sulfident to support oonoattrated bad(s) 589 b clown and 165 lb up at -1634, and 589 lb dawn J IQ IAN G CAO Ib up at 7-5-0 on top Brad. The desigNsetedl on of such connection deAoe(s) is the resporslbility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). C 66380 LOAD CASE(S) Standard _,` m L; _J f rl 1) Regular.Lunterinaease=125, Platelnotease=1.25 O'_ EXP. 01/30/06 Uniform Loads 01) Vert 13=68, 3.5=162, 1-& -62(1`=36) Concentrated Loads = Vat 3=669 5=66s F CA��F� April 27,2005 Job fussype Qty ly TRUSSES ITruss B11 CAL HIP 1 1 Job Reference (optional) JMW TRUSS, CATHEDRAL CITY, CA 6.200 s Mar, 52005 MTek Industries, Inc. Wed Apr 27 15:48:22 2005 Page 1 4-9-0-- I 9.3.4 0-11-11, 14-2-5 a41134j 16-5-0 , 4-90 416-4 0&7 4-2-10 0&7 1-64 eer=h cam—b-1 . um 1 e6M1¢lF 3 3.00 12 2%4 M1120� 2 a I e8 M1120� 36 M1120- S . a WOW=, 318 MI1204 9-3-4 14-10-12 r 348 20= 2xa MII2011 16-5-0 03-4 5-713 1-64 Plate Offsetsf4:04-0,0-1-121 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl I PLATES GWP TCLL 20.0 Plates Increase 125 TC 0.47 Vert(LL) -0.17 18 X999 360 M1120 185(148 TCDL 14D Lumbalncrease 125 BC 0.67 VagM) -0.45 18 >431 240 Ba -L 0.0 Rep Stress Incr YES M 0.47 Herz(TL) 0.03 6 n1a rVa . BCDL 13D Code UBC97/ANSI95 (Matrix) Weight 62 lb LUMBER BRACING TOP CHORD 2 X 4 HF No2 TOP CHORD Sheathed or 3&1 oc pur i s, except end verticals. BOT CHOkD 2 X 4 HF No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Sk d(Std G REACTIONS (Ihls¢e) 1=750-5-8,6454/0-5-8 Mak Upfift1=24(bad case 3), 6-30(load case 3) FORCES (m)-MaxdrrumCompressicnMa)drrum Tension TOP CHORD 1-2=1965/134, 2-3=1484ffiZ 3-0=-1419(16, 45=468(57, 5&=737/37 BOT CHORD 18=96/1868, 78=1(508, 6.734 WEBS 28--468/102, 3&=541118, 48=121997, 4-7=&31/66, 5-7=4GW7 NOTES 1) Unbalanced roof five bads have been corsidened far this design. 2) This truss has been designed far the bads generated by 70 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanfne. ASCE 7-93 components and cladding extarlal pressure coefficients for the interior(l) zone and 8.4 psf cop Chord and 6.0 psf bottom chord dead bad are being used. -The design assumes occupancy category I, terrain exposure C and Internal pressure coefficient condition I. Vend verticals orcantilevers exist they are exposed to wuhd. If porches east they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to pievent water porldng. 4) Ths tress has been designed far a 10.0 psf bottom chord he bad rnnconanpnt with any, of her Ke bads. 5) A plate rating reduction of 20'/o has been applied fox the green lumber menders. Q pF E S S 6) Provide mednanical connection (by others) of truss to bearing plate capable of withstanding 24 to uplift atjoint 1 and 301b Lpfift atjoint 6. Q l\ LOAD ! CASE(S) Standard �C`O F JIQIANG CAO ��, C 66380 m 0"- EXP. 01/30/06 F CA��F�� April 27,2005 Job runs /USS Type Qty y TRUSSES 811A CAL HIP 1 Z Job Reference c Ronal JMW TRUSS, CATHEDRAL CITY, CA - - 6.200 s Mar 5 2005 MiTek Industries, Inc. Wed Apr 27 15:48:23 2005 Page 1 k 4-9-0 I 9-3-4 9-11-q 14-2-5 1x1-10.12 19-5-0 I 23-2-12 4-9-0 4&4 0-8-7 4-2-10 08.7 48-4 3-9-12 scale=1:409 cembv=Wish 4,9MR20= ' ad M1r20= 7.00 12 4.7 1,11120-- 5 ' 2N M1120+ bA MIS B 2 6 • 7 It 0 B 310M112011 '• ]r9MIM: Ox10M1120. 74M1120- 7AM020. a 2n1 M112011 &IOM020- 1 9-34 1 14-10-12 232-12 1 9-3-4 5.7.8 8-4-0 Plate Offsets 4:04-00-1-1 :04-7 Ed :03.0 0-0-4 , 10:0-2-1204-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (hoc) Vdefl Ltd PLATES GRIP TCLL 20A Plates Increase 125 TC 0.79 VergU) -02410-11 >999 350 MII20 185/148 TCDL 14D Lumber Increase 125 BC 0189 VertUL) -05410-11 >509 240 BCLL 0.0 Rep Stress Ina NO, WS 0.74 HazR) 0.11 7 Na rVa BCDL 13.0 Code UBC97/ANSI95 (Matra) Weight 197 b LUMBER. BRACING TOP CHORD 2 X 4 F1F Not TOP CHORD SheaMed or 2-108 oc purfirs. BOT CHORD 2 X 6 FF No2 -EvepP BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. B2 2 X 6 HF 165OF 1.6E 'WEBS 2X4HFStrr WG WEDGE Right 2 X 4 HF StucM REACTIONS (lb/size) 1 5-8, 7=4671,0-58 Max Upfiltl=104(bad case 3), 7=-308(bad case 3) FORCES (m) - Nbxm rn CompresgoNMai6mum Tensor TOP CHORD 1-2--&927/444, 28=705M, 3-0=6795391, 4-5=9373/589, 56=11373f710, 6-7=12065779 BOT CHORD 1-11=640,10-11=599100, 9.10=•63M11021, 8-9=712/11450, 78=712111450 WEBS 2-11=0/57Z 31141/1110, 4-11=2701203, 4-10=1042222, 5-10=2736(180, 59=1933143, 6-9=510/85, 68=-08947 NOTES 1) 2-* hw to be connected bgetw with 0.131'X1'Nafls as bkms: Tap chords connected as fo0ows: 2 X 4 -1 raw at 0.90 or Bottom diads connected as follows: 2 X 6 - 3 rows at 04-0 oc Webs connected as folbws: 2 X 4 -1 ray at 0-9-0 oc. 2) AD bads are considered equally applied to all plies, except I /toted as front (F) or back (B) face in the LOAD CASE(S) sedan. Py to ply oonnedbrls have been O QF ESS/ provided to distribute any bads ruled as (F) or (B), unless aherwise 4-dicated. 3) Unbalanced roof five bads have been oorlsdered for this design. Q 9� 4) This truss has been designed for the bads WxOated by 70 mph winds at 25 ft above Bound level located 100 mi from ft barricade oaead ne. ASCE 7-93 components and cladding axtemal coefficients for ft inferior(1) 8.4 fop dnrd 6.0 bottom aced pressure zone and psf and psf chord bad are being Used. The I Q IAN G CAO desgn assumes o=parxy category I, terrain eVmne C and nternal premLm eoef fent condrbon I. (Fend vats& or caintleves exist they are e powd The lumber DOL increase is 1.33, aril the plate grit increase's 1.33 C 66380 Z 5) Provide adequate drainage to prevent water ponding � t 6) This trust has been desiyled for a 10.0 psf bottom dlord fine bad roroorrairent with arty vibe live bads. W 7) A plate rating reduction of 201/B has been applied for the g een lumber members EXP. 01/30/06 8) Prov de medlanxal connection (by others) of truss to bearing plate capable of withstanding 104 Ib uplift at joint 1 and 308 lb uplift atjoint 7. 9) Girder carries tiein span(s):16 7-0 from 16-7-0 to 232-12 10) Hanger(s) or other connection devioe(s) shall be provided sulflden4 to support concentrated bad(s) 2395 Ib down and 1341b up at 16-7-0 on bottom chord. desigNselection of such connection dwice(s) is the responsbility of others. V 1 \\P LOAD CASE(S) Slandard F CA��F�� 1) Regular. Lumber Increase=125, Plate Irwease=125 Uniform Loads (plf) Veit1-3=86,34=8Q4-7=4W,1-9=26,7-9=3 F=33z) April 27,2005 Concentrated Leeds (m) Vert 9=23%fl Job Truss Type oty TRUSSES Jruss 812 CAL HIP 2eference 7-1,b (optional) JMW TRUSS, CATHEDRAL CITY, CA 6.200 s Mar 5 2005 MiTek Industries; Inc. Wed Apr 27 15:48:24 2005 Page 1 12-2-5 5.9-0 11-3-4 J1-11-11 4240-1a 16-5-0 5-9-0 5.6-4 0.8-7 0.8-7 3-6-4 Ganger=18N 0-2-10 . BrA M11i0- 1x1M1020: - 3 3.00 12 bI M1120� 2 W M1120- 5 9 8 7 2.. M11231 3x1 M1120= MM1120= 3x5 M1120% 211 M112011 5-9-0 11-3-4 12-10-12 16-5-0 5-910 554 1-7-8 3&4 Plate Offsets :04.00-1-0 LOADING(pst) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 125 TC 0.36 Vert(LL) -0.07 9 >999 360 M1120 185'148 TCDL 140 Lumber Increase 125 BC 0.59 Vert(fL) -0.18 1-9 >999 240 BCI- 0.0 Rep Stress Incr YES WB 0.64 Horz(M) 0.04 6 Na rlra BCDL 130 Code UBC97/ANS195 (Matrw) Weight: 64 lb LUMBER BRACING TOP CHORD 2 X 4 HF No2 TOP CHORD Sheathed or3514 oc purlins, except end veftas. BOT CHORD 2 X 4 FF No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. VVIS 2 X 41 F StudStd G REACTIONS (lb/size) 1=754M--,8,6--754&" Max Upl ft1=22(bad case 3), 6=23(load case 3) FORCES (m) - Maknium CAmpr durum Tension TOP CHORD 1-2=2014175, 2-3�1058t68, 3-0=-721/67, 45= 767/63, 5&--696x45 BOT CHORD 1-9=-36f1895, 83611895, 75 971,6-79154 WEBS 2-9 274, 2� 947/51, 38-=y406, 3-7=,58M. 4-7=36-161, 5.7=101790 NOTES 1) Unbalanced roof live bads have been considered tar this design. 2) This truss has been designed for ft loads generated by 70 mph winds at 25 ft above ground Wel located 100 r1i from the hurricane ooeenl'Ine. ASCE 7-90 components and cladding external pressure ooefidens for the nterior(1) none and 8.4 psf top chord and 6.0 psf bottom chord dead bad are being used. The design assumes ooc upency category I, terrain expoaue C and Internal pressure Coefficient condibon 1. If encs verticals orcanh'levers east, they are exposed to wu1d. If porches east, they are not exposed m wutd. The lumber DOL increase is 1.33, and the plate grip inloraase is 1.33 3) Provide adequate drainage to Revert wale ponding. 4) This hiss has been designed for a 10.0 psf bottom cilord live bad nonoortament with any other live loads. 5) A plate rating reduction of 20%has been applied for the green lumber members. o QF E S S / 6) Provide mechanical connection (by others) of truss to bearing plate capable of wthstanding 22 Ib uplift at joint 1 and 23 lb uplift at joint 6. O l LOAD CASE(S) Standaid /<`�JIQIANG CAO C/) , C 66380 m EXP. 01/30/06 F CAO�� April 27,2005 f' Job -ITruss Truss Typecityy TRUSSES - C10 COMMON 2 1 Feference (optional) JMW TRUSS, CATHEDRAL CITY, CA - - • 6.200 s Mar 5 2005 MTek Industries, Inc. Wed Apr 27 15:48:24 2005'Page 1 2-11-14 6-11 10-11-2 ; 13.11-0 1 2-11-14 3-11-10 3.11-10 2-11-14 i ru 2 5 anr.� 1 2-11-14 6-11 10-11-2 ]nn®II 1311-0 2-11-14 311-10 311-10 2-11-14 Plate Offsets [7:0-3-8.0-1-81,00-3-8.0-14M LOADING(psf) SPACING 2-0-0 CSl DEFL in (loc) Udell L/d PLATES GRIP TOLL 20.0 Plates Iraease 125 TC 0.54 Vert(L.L) -0.05 8 >999 360 M1120 1851148 TCDL .14.0 Lumber Increase 125 BC OS5 Vert(TL) -0.12 7-8 >999 240 BCLL 0.0 Rep Stiess[nor NO WB 0.87 Horz(TL) 0.03 6 n1a rVa BCDL 130 Code UBC97/ANSI95 • (Matrix) Weight 561b LUMBERBRACING TOP CHORD 2 X 4 HF No2 TOP CHORD Sheathed or 3&12 oc purins, except end verticas. BOT CHORD 2 X 4 HF Not BOT CHORD Rigid ceiling directly applied or 10-0-0 co bracing. WEBS 2 X 4 HF S1ud5td G REACTIONS (lb/si7e) 10=127W5 -8.6--127Q06-8 Max Upfift10=-31W case 3), 6=31(bad rase 3) FORCES(Ib)-MaldmumCompressioNMawriumTerlsm TOP CHORD 1-2=2047197, 2� 2396210, 34=2396210, 45=2047197,1-10=1164/60, 5f>=1164/60 BOT CHORD 9-10 194, 8-9=5 958, 7-5011958, 6.7 194 WEBS 2-9=412/111, 3$=30/334,4-7=412(111, 2-8=861465, 4.8=861465,1-9=67/1850 5.77/1850 NOTES 1)Unbalanoed roof rve loads have been considered for this design. 2) Th•s truss has been designed for the loads generated by 70 mph winds at 25 It above ground level located 100 mi from the hurricane oosanlune. ASCE 7-93 components and cladding external pressure mef idents for the inbwc (1) zone and 8.4 psf tap dead and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain egmtr e C and eternal pressure coefiident condition 1. If end verticals orcanblevers exsk they are exposed b wired. If porches etdst, tlley are rat exposed b wind. The lumber DOL increase s 1.33, and tl1e plate grip increase s 1.33 3) This truss teas bean designed for a 10.0 psf bottom chord tive bad nonconc Trent with arty eU1a five loads. 4) A plate rating reduction of 2(P/o has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of wiltlstanding 31 Ib uplift at joint 10 and 31 Ib upU t atjdnt 6. FES S 6) Gift canes hip end with 6.11.8 end setback 7) Hanger(s) or device(s) Q�� q� other connection shall be provided sufficient b support concentrated lead(s) 861 b down and 210 Ib up at 6-11-8 on top dad.. The design/selection p of such connection device(s) is the responsibility of otllers. 8) In the LOAD CASE(S) section, loads applied b the face the truss front back �� F of are noted as � or (B). J I Q IAN G CAO LOAD CASES) Standard 1) Regular. Lumber C/) C 66380 Plate enc ease=l25 lnLoads. L, �I Aomse=1:25, Uniform w m Vert Vert 6-10=55(F=29),1-3=68, 3-5=-68 � � EXP. 01 /30/06 Concentrated! Loads (m) Vert 361 . CAO April 27,2005 • • • • 7 Job Truss Truss Type ry y TRUSSES C11 COMM 2 1 Job Reference toplional JMW TRUSS; CATHEDRAL CITY, CA - 6.200 s Mar, 5 2005 MiTek Industries, Inc. Wed Apr 27 15:48:24 2005 Page 1 r 2-11-14 6-11-8 10-11-2 I 13-11-0 I 2-11-14 311-10 3-11-10 2-11-14 ru 171 ju ant®1 I 2-11-14 6-11-8 _ 10-11-2 � 13-11-0 1 2-11-14 3-11-10 3-11-10 r 2-11-14 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TOLL 20.0 Plates Increase 125 TC, 02B Ve((LL) 0.02 8 >999 360. MII20 185'148 TCDL 14D Lumber Increase 125 BC 025 Vert(lt) -0.05 7-8 >999 240 Ba -L 0.0 Rep Stress Inv YES VVB 0.40 HaAn) 0.01 6 n/a Na BCDL 13.0 Code UBC97/ANSI95 (Matra) Weight 56 lb LUMBER BRACING TOP CHORD 2 X 4 HF Not TOP CHORD Sheathed or 5-9-0 oc purfms, except end va6cals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-00 oc bracing. ' WEBS 2X4HFSWGWG REACTIONS (lb/size) 10 5 , 6 101458 Max Up1 ft10=18(bad case 3),6--18W case 3) , FORCES (Ib) - Maximum CompressvUMar murn Tension TOP CHORD 1-2=978/47, 2,3=-953x60, 3-0=9533, 4-5=978/47,1-10- 5 1,56=,-801 BOT CHORD 9-10=/110, 8-9=21925, 7.8=296, 6-7 /110 WEBS 2-9=194/47, 3, 4-7=194/47, 2.8=117/67, 4$=117/67,1-9=12855; 5.7=12855 NOTES 1) UnWlanoed roof live loads have been considers for this design. 2) This truss has been designed for the loads generated by 70 mph winds at 25 ft above grand level located 100 mi from the hurricane oceanithe. ASCE 7-93 components and cladding exdennal pressure ooetfiaauts far the interior(1) zone and 8.4 psf top chord and 6.0 psf bottom dead dead load are being used. The design assumes occupancy category I, terrain exposure C and eternal pressure coefident oodifion I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist they are not exposed to wind. The lumber DOL increase's 1.33, and the plate grip increase is 1.33 3) This truss has been designed far a 10.0 psf botlom d'ord live bad ncinconctment with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide qvc hanical connection (by others) d truss to bearing plate capable of withstanding 18 lb uplift at joint 10 and 18 lb uplift atjoint 6. LOAD CASE(S) Standard Q - OF E S S / 0' O <! JIQIANG CAO C 66380LLJ rn EXP. 01 /30/06 P CAO April 27,2005 Job Trus s russ Type ry y TRUSSES E01 CAL HIP 1 1 Job Reference (optional) JMW TRUSS, CATHEDRAL CITY, CA 6.200 s Mar 5 2005 MiTek Industries, Inc. Wed Apr 27 15:48:25 2005 Page 1 L 311-5 7-3-4 ,7-11-11 10.2-13 JO-114 14-3.3 18.2-0 311-5 33.15 0B-7 2-32 0--7 3315 ' 311-5 '- Srab•191A � Cmnbc •191n 7x10M1120= 4x10M1120= 3.00 12 3 11 SN M1127: 1N MI120,� . . 2 Y 5 Ox12M1120- 109 12 13 14 9 2x4M112011 b6 M1120= 3x10M1120= 7 bAM112011 - 4x12M112D= 311-5 7-34 10.11.4 14-33 18-2-8 311-5 33-15 3--0 3315 311-5 Plate Offsets :[3:OW,0-1-121 LOADING(psf) SPACING 2-M CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase '125 TC 0.81 Ver l-L) -028 8-9 >748 360 M1120 185/148 TCDL 14D Lumber Increase 125 BC 0.98 Vert(R) -0.64 8.9 >330 240 BOLL 0.0 Rep Stress lncr NO WB 025 Haz(rL) 0.10 6 rVa Na BCDL 13D Code UBC97/ANSI95 (Matrix) Weight 731b LUMBER BRACING TOP CHORD 2 X 4 HF No2 TOP CHORD Sheathed or 1�3 oc purlins BOT CHORD 2 X 6 HF 165OF 1.6E BOT CHORD Rigid ceiling directly applied or 10-40 0o tracing. WEBS 2X4HFSWd1SWG REACTIONS (Ib/size) 1=190205-8.6--19020-5-8 Max Uprft1 =419(Icad rase 3),6=-Woad case 3) FORCES (Ib) - Maximum OampressiaNNlabdnum Tension TOP CHORD 1-2=6184/420, 2-3=6451819, 311=-M7/615, 4-11=-6207/615, 45=6374808, 5&--6205423 BOT CHORD 1-10=384/5962, 9-10-384/SBfi2, 9-12=5735281,12-13=573/'281,1314=5738281, 8.14=5PJM1, 7-8-- 387/5983, 6-7=8W159B3 WEBS 2-10=741153, 2-9-183856, 39 1534, 3-8=-232(16,45 15, 58=-170/460, 5.7 51179 NOTES 1) Unbalanced roof five loads have been considered for this design. 2) This truss has been designed for the beds generated by 70 mph winds at 25 It above ground level located 100 in from the hurricane oceanitrhe. ASCE 7-93 oo nponer and cladding external pressure coeilidens for the'uhteri (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead bad are being used. The design assumes occupancy category I, terrain exposure Card eternal pressure coeRicient condition I. tend verticas orcanh'levers esast, they are erased to wind. If porches exist, they are not exposed to wind.' The hunker DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live bad nonconaarent with any other I'roe loads. 55) A plate rating reduction of 201% has been applied for the green lumber members. O QF E S S Provide mechanical connection O)y others) of truss m bearing plate capable of witlutandng 891/ uplift at joint 1 and 89 Ib Loft at joint 6. Q , �/I/ 7) Girder carries hip end with 880 end setback p 9� 8) Hanger(s) or other connection devioe(s) shall be provided sufident m support concentrated load(s) 5B9 lo damn and 165 Ib up at 10-98, and 589 Ib down and Ib up at 7-5-0 on top c had. The designtselection de rioe(s) is the �� F of Such connection responsibility of others. J 1 Q IAN G CAO 9) In the LOAD CASE(S) section, bads applied to the face of the Cuss are noted as front (F) or back (B). 60 LOADCASE(S) StandardC 66380 m 1) Regular. Lumber Increase=125, Plate Increase=125 LL J m Unrcr nLoads(pff)EXP. 01/30/06 ----0Vert 13=68, 34=162, 443-8, 1-6--62(F=36) Concentrated Leeds (Ib) ( Vert 3=589 4=589 F CAS April 27,2005 • • �J • • • Ll IE10 ICOM ON 12 I 1 I Job Reference (optional) CIN, CA 6.200 s Mar 5 2005 MiTek Industries, 4&12 9-1-8 r 4&12 4&12 msMino= 3.00 1112 2 Sm -12321 2M M1120 11 - 2w M02011 1 I 4&12 9-1-8 4&12 4&12 LOADING(pso • SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 125 TC 0.41 Vert(LL) -0.01 4-5 >999 360 M1120 1851148 TCDL 14.0 Lumber Increase 125 BC 0.13 Vert(TL) -0.02 4-5 >999 240 BCLL 0.0 Rep Strew Iricr YES WB 0.13 Horz(TL) 0.00 4 rVe Na BCDL 13D Code UBC97/ANSI95 (Matrix) Weight 66 lb LUMBER BRACING TOP CHORD 2 X 4 HF Not TOP CHORD Sheathed or 60-0 oc psfirs, except end verticals. BOT CHORD 2 X 4 HF No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WBS 2 X 4 HFSkxiSdG OTHERS 2 X 4 FF SIdIS1d G REACTIONS Ob/size) 6 151-", 441545-8 Max Upfilt6=•11(load case 3),4--1 110oad rase 3) FORCES (m) - Maxarum Compnesson/Ma) mum Tension TOP CHORD 1-r-301/67, 2-0=-301/67,1-6�356Ci6, a =3%38 BOT CHORD ' S046, 45146 ' WEBS 2$=19536,15-0/271, 3-5=271 NOTES . 1) Unbalanced roof live loads have been considered far this design. 2) This truss has been designed far the loads generated by 70 mph winds at 25 ft above ground level boated 100 mi from the hurricane ooaanline. ASCE 7-93 oornpor ens and cladding external pressure coefficients far the Interior(1) zone and 84 psf top chord and 6.0 psf bollorn chord dead load are bang used. The design assumes occupancy category I, terrain elposure C and Internal pressure coefficient condition I. If end verticals or cantilevers exst, they are exposed to wind. If porches era% they are not epcued to vAnd. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Tess designed for wind bads in the plane of the truss only. For skids exposed tic) wind (normal to the face), see MiTek'Standard Gable End Delail" 4) Gable sl ds spaced at 1-0-0 co. 5) This truss has been designed for a 10.0 psf bothm dx rd me bad noncorlurent watn any ower five bads. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection,(by others) of truss to bearing plate capable of withstanding 11 Ib upfrtt at joint 6 and 11 lb uplift atjoird 4. LOAD CASE(S) Standard . ` r �o QaOF ESS/0N�\ JUANG CAO CID , C 66380 m EXP. 01/30./06 F CAL\F�� April 27,2005 0 0 0 0 • • 0 E11 1 S 4&12 11-8 4&12 4-&12 461,110= 3.0011-2 2 it SC1W-1232 I REACTIONS (Ib1size) 6=415i0.,&8, 44150-5-8 Max Upfift6=110oad case 3),4--1 10oad case 3) FORCES (b) - Maxdmum Compnessia Anwar um Tension TOPCHORD 1-2--301/67, 2-3=301ro7, lZ=3%GB, 3-0=3%GB BOT CHORD &6=0146,4-5=0/46 WBS 25--`I%G6,1S=027113-5 271 NOTES 1) Unbalanced roof live bads have been considered far this design. 2) This truss has been designed for the bads generated by 70 mph winds at 25 It above ground levet orated 100 mi from the hurricane oceaNune. ASCE 7-93 oornponents and cladding external pressure coefficients for the intenor(l) zone and 8.4 psf top dxord and 6.0 psi bottom dxard dead bad are being used. The design assumes occupancy rategay 1, terrain eipcsure C and internal pressure ooefficierd condition I. ti end vatic als or cantilevers exis(they are exposed m wcd. If pordres evst, they are not exposed to wind. The lumber DOL increase is 1.33, and ti1e plate grip increase's 1.39 3) Ths truss has been designed for a 10.0 psf bottom dnord fee bad normna mend w th arty other fee bads. 4) A plate rating reduction 4201% has been applied far the green lumber members. 5) Provide mednaniral connection (by others) of truss to bearing plate capable of wtlstanding 11 b uplift at joint 6 and 11 Ib uplift atput 4. LOAD CASE(S) Standard �oQ�pFESS/pN9l � JIQIANG CAO � C 66380 m a EXP. 01/30/06 F CAt- April 27,2005 2W M112011 2W0,1112011 , 1 1 4&12 11-8 4&12. 4&12 LOADING(psf) SPACING 2-M CSI DEFL in (loc) Vdefl Ud PLATES GWP TCLL 20.0 Plates Increase 125 TC 0.41 Vert(LL) -0.01 4-5 x999 360 M1120 1851'148 TCDL 14.0 Lumber Increase 125 BC 0.13 Vert(fL) -0.02 4-5 X999 240 BCL- 0.0 Rep Stress Incr YES WB 0.13 Haz(rL) 0.00 4 Na Na BCDL 13.0 Code UBC97/ANS195 (Matrbc) Weight 44 Ib LUMBER BRACING TOP CHORD 2 X 4 HF Not TOP CHORD Shedied or 60-0 a; purlins, except end verticals. BOT CHORD 2 X 4 HF Not BOT CHORD Rigid ceiling dim* applied or 10-00 oc bracing. WEBS 2X4HFSWSIdG REACTIONS (Ib1size) 6=415i0.,&8, 44150-5-8 Max Upfift6=110oad case 3),4--1 10oad case 3) FORCES (b) - Maxdmum Compnessia Anwar um Tension TOPCHORD 1-2--301/67, 2-3=301ro7, lZ=3%GB, 3-0=3%GB BOT CHORD &6=0146,4-5=0/46 WBS 25--`I%G6,1S=027113-5 271 NOTES 1) Unbalanced roof live bads have been considered far this design. 2) This truss has been designed for the bads generated by 70 mph winds at 25 It above ground levet orated 100 mi from the hurricane oceaNune. ASCE 7-93 oornponents and cladding external pressure coefficients for the intenor(l) zone and 8.4 psf top dxord and 6.0 psi bottom dxard dead bad are being used. The design assumes occupancy rategay 1, terrain eipcsure C and internal pressure ooefficierd condition I. ti end vatic als or cantilevers exis(they are exposed m wcd. If pordres evst, they are not exposed to wind. The lumber DOL increase is 1.33, and ti1e plate grip increase's 1.39 3) Ths truss has been designed for a 10.0 psf bottom dnord fee bad normna mend w th arty other fee bads. 4) A plate rating reduction 4201% has been applied far the green lumber members. 5) Provide mednaniral connection (by others) of truss to bearing plate capable of wtlstanding 11 b uplift at joint 6 and 11 Ib uplift atput 4. LOAD CASE(S) Standard �oQ�pFESS/pN9l � JIQIANG CAO � C 66380 m a EXP. 01/30/06 F CAt- April 27,2005 Job rus Truss Type Qty Ply TRUSSES F10 CAL HIP 1 2 Job Reference (optional) JMW TRUSS, CATHEDRAL CITY, CA - 6.200 s Mar 5 2005 MTek Industries, Inc. Wed Apr 27 15:48:26 2005 Pagel 4313 734 7-11-11 11-5-0 14-10-5 151&12 18153 , 22-10-0 4313 2-11-7 0.8-7 3-5-5 3-5-5 0$-7 2-11-7 4313 Sob- IA02 4.8 M1120= 3.00 12 4 74M1121= 4>8M1120- 5 3x4 MIMD0� 3x4 M112h 3 2 '4 1 7 a 9 3%10MII2G 10 N 13 15 12 IB 11 Sx7M1120- 2x4M112111 WMR20- 2x4 M112011 fiSM1121. 10 3x10M1123Z 2x4 M11211 5.7 M1120' 4313 7-3-4 • 11-50 15&12 , 1816-3 i i .22-10-0 r 4313 2-11-7 4-1-12 4-1-12 2-11-7 4313 Plate Offsets 1:0-1-150-2-0 9:0.1-160.2-1411:0-4-0030 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GWP TCLL 200 Plates increase 125 TC, 0.44 Vat(LLL) -0.17 12 >999 360 M1120 185148 TCDL 14D Lumber increase 125 BC 0.47 Ver(TL) -0.39 12 >707 240- BCLL 0.0 Rep Stress Inv NO VvB 0.31 HorAn) 0.09 9 rVa ria BCDL 13D Cade UBC97/ANSI95 (Matra) Weight 173 b LUMBER BRACING TOP CHORD 2 X 4 HF 24OOF 2OE Svepr TOP CHORD Sheathed or 4.46 on purlins. T2 2 X 4 FF Not BOT CHORD Rigid ceiling directly applied or 100-0 on bracing. BOT CHORD 2 X 4 HF 2400E 2OE WEBS 2 X 4 HFSlud5ldG SLIDER ' Left 2 X 4 HF SWStd -G 2-2-0, Right 2 X 4 HF StucVStd -G 2-2.0 REACTIONS (lb/size) 1--2451/0,",9=2451x5.8 Max Upfift1=119(bad case 3), 9=119(bad rase 3) FORCES (Ib) - Mwam nn CompnesscrvT mrnum Tension TOP CHORD 1-2 146/431, 2-0=-61891439, 3-4=7249/641, 45=7109/649, 55=-7109849, 6-7=72491641, 71�r3 439.8.9=-6446/431 BOT CHORD 1-14=-3788070,13.14=37&6070,1315=64W985,12-15=642/1985,12-16---642(1985,11-16�i42f7g85,10-11=3788070, 9-10=-37816070 WEBS 314 251, 313=210(1308, 4-13=0Y492, 513=1096165, 512 459, 5.11=109665, 611 /492, 7-11=21611308,7-10=0011 NOTES 1) 2 -ply truss to be connected togetlw with 0.131'563' Nails as fdb vs: Top chords conas blows. 2 X 4 -1 raw at 0.9-0 oc. Botlorn Chords connected as fo0ays 2 X 4 -1 rove at 0-9-0 or - Webs connected as bbvws: 2 X 4 -1 naw at 0-9-0oc 2) All bads are considered equaly applied to all plies, except if noted as front (F) or back (B) face in Nhe LOAD CASE(S) section. Py to ply connections haoe been pmvided b distribute ony loads notted as (F) or (B), unless oltherwlse indicated. pF E S S 3) Unbalanced roof live bads have been considered for this design. / ^, Q `` Q 4) This truss has been designed far the bads generated b/ 70 mph winds at 25 ft above gound level located 100 mi from N,e hurricane ooeanlilne. ASCE 7-93 p 9� components and cladding external pressure coefficients for the ntenor(1) zone and 8.4 psf top chord and 6.0 psf bottom orad dead bad are bang used. The design assumes occupancy category I, terrain exposure C Internal tion I. If �� F �Cv and pressure coeftident Gond end verticals; or cantlevers adst, they are exposed J I Q IAN G CAO wilted. N porches a dst Nney are not exposed m wiled. The Umber DOL increase 133, aril the plate g¢7 irlaeese 161.33 5) Provide adequate drainage to prevent water pondrq C/) C 66380 6) This teas has been designed for a 10.0 psf bothom chord five bad nonoono hent with any otfla five loads.• rZr1 7) A plate rating redtxbon of 20'/o has been applied for the geen Umber members. LLJ 1-71 8) Provide mechanical conneclJon (by others) of truss to bearing plate capable of.withstand'ug 1191b uplift atOA 1 and 1191b uplift at joint 9.EXP 01/30/06 9) Gilder Carries hip end with 8-0-0 end setback . ovid 10) Hangers) orol her connection dewce(s) shall be pred sul fideht to support concenhated bad(s) 589 th dawn and 165 Ib up at 155-0, and 589 lb dawn 165 lb up at 7-5-0 on top dnmd. The deslgNselechon of such oonned ion devioe(s) is the responsib lily of others. LOADCASE(S) Standard 1)RegLturnberl 125. Plate lnaease=125 F CVA��F�� Un form Loads (A Veit cAndeedl 1�'� '1- F=) April 27,2005 Vet 4=589 6=589 '_7 J Job cuss Truss ype ryy TRUSSES F11 CAI HIP i 1 7JobReference (optional) JMW TRUSS, CATHEDRAL CITY, CA - - 6.200 s Mar 5 2005 MiTek Industries, Inc. Wed Apr 27 15:48:262005 Page 1 !E1 1-4 9-3-4 911-11 12-10-5 13&1? 17-10-12 22-10-0 4-11.4 4-4-0 0$-7 2-10-10 0-8-7 4-0-0 ' 4-11-4 Srsb=1A02 Camber =1M In W20-- IS3.00 3.0012 d 21A Mm bA 3 qq h C 2 1 MVD - 8 7 8 Is M1120-- 11 10 9 W1,11120- 3SM1120- 3.6MI120- 31A M1120- S® MIS AaM1120- 1 9-3.4 13-Fr12 22-10-0 1 9-3-4 4-3.8 33-4 Plate Offsets 1:0-1-70-2-0 [5:04-0,0-1-121,[8:0-1-7,0-2-14] LAADING(pst) SPACING 2-0-0 CSI 'DER in (log) Vdefl Ltd PLATES GRIP TCLL 20.0 Plates Increase 125 TC 0.48 Vert(U) -0.19 8-9 >999 360 MIP20 183148 TCDL 14D Lumber Increase 125 BC 032 Vert(TL) -0S0 8.9 >548 240 BCLL 0.0 Rep Stress Incr YES WB 0.13 Ha z(rL) 0.10 8 Na n1a BCDL 13D Code UBC97/ANSI95 (Matrix) Weight 83 lb LUMBER BRACING TOP CHORD 2 X 4 HF Not TOP CHORD Sheathed or 3.1-0 oc purlins. BOT CHORD 2 X 4 FIF Not BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WBS 2X4HFSLdGdG SLIDER Left 2 X 4 HF StudtStd -G 251, Right 2 X 4 HF Studs d -G 2-5-1 REACTIONS (lb/size) 1=10730-5$,8=107ID&8 Max Uplift1=34(laed case 3), 8=34(Ioad case 3) FORCES (m) - MaArnum OompressiortUm um Tension TOP CHORD 1-2=2689/133, 23--2613152, 3-0=2470102, 4.5=-2387/111, 5£>=2476/102, 6-7=2613152, 726691133 BOT CHORD 1-11=1022499,10-11=312387, 310 =312387, 8-9=1022499 WEBS 3-11=161/127,4-11=281,5.11=173/174,S9=G282,6 162/126 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 70 mph winds at 25 ft above gound level located 100 mi from the hurricane eoeanline. ASCE 7-93 components and cladding a eternal pressure eoefficler>Ls for the trllEdor(1) none and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain eitposure C and Internal pressure coeftident condition I. If end verticals or cantilevers exist, they are exposed to wind. 9 porches e)O they are not exposed to wind. The lumber DOL increase is 1.33, and the plate gip increase is 1.33 3) Provide adequate drainage to prevent water panting. 4) This truss has been designed for a 10.0 psf bottom chord tive load nonconanent with any other five bads. QF E S S 5) A plate rating reduc on of 209/,6 Inas been applied ibr the green lumber members. l\ Q 6) Provide mechanical oonnecbon (by others) of truss to bearing plate capable of Withstanding 34 Ib uplift at joint 1 and 34 lb uplift at joint 8. LOADCASE(S) Sm"dard JIQIANG CAO C 66380 m O�— EXP. 01/30/06 F CAL\F�� April 27,2005 Job runs ype Cityy TRUSSES F12 COMMON- 3 1 Job Reference (optional) ' JMW TRUSS, CATHEDRAL CIN, CA 6.200 s Mar 5 2005 MiTek Industries, Inc. Wed Apr 27 15:48:27 2005 Page 1 54&11 11-5-0 1735 22-10-0 5&11 5-10-5 5-10-5 ' 5&11 Se -Iaao 4x7.@0= 4 . 3.00 12 2x4 MI 2rAM1120 i 3 5 2 8 1 •� 34MI120= 10 9 6 S�MIMO� 3WM1120- 3x4M1120- 3x4M1120. 3AM1120= Sia M1110. 1 8.313 14&3 22-10-0 8-313 5-2-6 8.313 Plate Offsets 1:0-130-2r7:0-1-3.0-3-21 LOADING(psf) SPACING 2-0-0 CSI DER. in (loc) Vdefl Ud PLATES GWP TCLL 20.0 Plates Increase . 125 TC 0.53 Vert(LL) -0.16 1-10 >999 360 MI120 185'148 TCDL 14D Lumber Increase 125 BC 0.87 Vert(TIL) -0.43 1-10 X644 240 BOLL 0.0 Rep Stress Incr YES VVB 021 Hort R) 0.10 7 Na nxa BCDL 13.0 Code UBC97/ANSI95 (Matrix) Weight 79 lb LUMBER BRACING TOP CHORD 2 X 4 HF Not TOP CHORD Sheatthed or 3-1-2 oc purlins. BOT CHORD 2 X 4 HF No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MFRS 2 X 4 HF Shy G SLIDER Left 2 X 4 HF Stud/Std -G 2-93, Right 2 X 4 HF StdISM'G 2-93 REACTIONS (lb/si7e) 1--10730-5-8,-7=10730,5-8 Max Upf l= 30(loed case 3), 7=3((load case 3) FORCES (m) - Maximum ComprespctAkudnum Tensors TOP CHORD 1-2=2701/116, 2-3=2641/139, 3-0=2337B1, 4&=233781, 5 2641/139, 6-7=2701/116 BOT CHORD 1-10=-872531, 310=17/1985, 8-9=17/1985, 7.8=872531 VVEBS 3.10=-403/108, 4-10 448, 48 (448, 5$=403x108 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 70 mph winds at 25 It above gound level located 100 av from the hunicarse ooead ne. ASCE 7-93 corrsponens and dadduV external pressure coefidents forte tsteior(1) zone and 8.4 pd tip chord and 6.0 psf bottom chord dead load are being used. The design assumes occupar category I, terrain exposure C and htenhal pressure coelficierst condition I. If end verticals orc crib vers exst, they are exposed m wind. W porches exist, they are not exposed to wind. The lumber DOL horease is 1.33, and the plate grip increase is 1.33 3) This truss has been designed far a 10.0 psf bottom chord he Toad nonconanent with any other he loads. 4) A plate rating reduction of 2(% has been applied for the green lumber members. OF E S S 5) Provide mechanical connection others of teas ID (by ) bearing plate capable of withstandng 301b uplift at 1 and 3o m uplift atjoint 7. Q� L04D CASE(S) Standard JDANG. CAO C 66380 m EXP. 01/30/06 CAL April 27,2005 0 Jo russ russ ype ty y - r TRUSSES F13 COMMON 1i ' � Job Reference (optional) JMW TRUSS, CATHEDRAL CITY, CA ' 6.200 s Mar 5 2005 MiTek Industries, Inc. Wed Apr 27 15:48:27 2005 Page 1 51'x11 11-5-0 17-3-5 22-10-0 5-6-11 5.10-5 5-10-5 5&11 Sb -3119A CamOer•311 BN 4y1 MOM= _ 4 3.00 12 2w1 MIIM► bA MIOOL 3 s 2 B 1 7 LU 4a10M112r 10 B B BRlowzi= 3 Mlm- wMUMwM1120- 4a10M[W2 Q10M1123= 8-9-13 14-0.3 22-10-0 8-9-13 5-2-6 8-9-13 Plate Offsets 1:01}120-2- :0-090-1-9 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loe) Well Ud PLATES GWP TCLL 20.0 Plates Increase 125 TC 0.92 Vert(U-) -0.14 10 x999 360 M1120 185/148 TCDL 14.0 Lumber Increase 125 BC 0.66 Vat(rl-) -0.30 1-10 >911 240 BCU- 0.0 Rep Stress Inor NO WB 027 HorzR) 0.06 7 Na Na BCDL 13D Code UBC97/ANS195 (Mabix) Wei 79 to LUMBER BRACING TOP CHORD 2 X 4 HF 165OF 1.5E TOP CHORD SheaRied or 1-11-12 oc puft, BOT CHORD 2 X 4 HF 240OF 2CE BOT CHORD Rigid ceiling directly applied or 5-3-7 oc bracing. WEBS 2X4HFStuiMG SLIDER Left 2 X 4 HF SWd1Std -G 2-93, Right 2 X 4 HF ShKM -G 2-9-3 REACTIONS Oblsize) 1=1073106.8.7=10730-5-8 Max Upfiftl=907(bad case 6), 7=907(loed case 7) 'Mak Crav 1=1951(bad case 5), 7=1951(load case 4) FORCES (m) - Maxdmum CompressiorvMEdmum Tension TOP CHORD 1-2=53762649, 23=46092091, 3-0=-3626/1348, 43626/1348, 5$=46092094, 6-7=-53762646 BOT CHORD 1-10.24005065, 9-10--672g3, 8-9=6672633,.71 240015065 WEBS 310=640344, 4-10=134/623, 4-87-1341FiM, 58=-040344 NOTES 1) Unbathnoed roof live bads have been considered for this design. 2) This truss has been designed for the bads generated by 70 mph winds at 25 It above ground level located 100 mi from the hurricane oomdne. ASCE 7-93 components and cladding wdernal pressure coefidents for the ntrior(1) zone and 8.4 psf tap chord and 6.0 psf bottom dad deed bad are being used. The design assumes occupancy caegory I, terrain eVosuie Card inter1al pressure ooeffident condition I. If end verticas orcarrtilevers exist, "are exposed to wird. If porches exist, they are not exposed to whid. The Itunber DOL increase •s 1.33, and the plate grip increase s 1.33 3) This truss has been designed for a 10.0 psf bottom dlord live bad nonconc iTent wilh any other five loads.FES S / 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide QO0 p� / 9 mechanical connection (by others) of truss to bearing plate capable of wiBstend'ng 9071b uplift at joint 1 and 907 0) uplift at joint 7. O s trts 6) Ths has been designed fora total drag bad of 250 plf. Conned truss to resist drag bads along bottom diad f m 0{l0 to 22-10-0 for 250.0 plf �� F `� JDANG CAO LOADCASE(S) Standard C 66380. �; m 0" EXP. 01/30/06 F .CAS\F�� April 27,2005 0 a 0 • n lJ n U IA r, n ES F14 COMMON 6 1 Job Reference o tional TRUSS, CATHEDRAL CITY, CA - 6.200 s Mar 5 2005 MiTek Industries, Inc. Wed Apr 27 15:48:28 2005 Page 1 , 6-2-13 11-5-0 16.7-3 18-5.4 , 6-2-13 5-2-4 5-2.4 1-10-1 4X5MIR0- 3 r 6-2-13 11-5-0 16-7-3 , 18-5-4 6.2-13 5-2.4 5.2.4 1-10-1 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ltd PLATES GRIP TCLL 20.0 Plates Increase 125 TC 0.95 Vert(LL) -0.03 310 >999 360 M1120 185/148 - TCDL 14.0 Lumber Increase 125 BC 0.34 VerXTL) -0.013 310 >999 240 BCLL 0.0 Rep Stress [nor YES. WB 0.44 Horz(TL) 0.01 6 Na Na BCDL 13D Code UBC97/ANSI95 (Mahn Weight 871b LUMBER BRACING TOP CHORD 2 X 4 HF No2 TOP CHORD Sheathed or 5-1-0 oc ptuf -s, except end verticals. BOT CHORD 2 X 4 HF No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud5ld G REACTIONS (lb/size) 10=E53�5-8, 6=&9W58 Matt Horz10-Woad cele 3) Max UpIifl10=1 *ad case 3), 6= 32(loed case 3) FORCES Qb) - Mmanum CompressionAllwamum Terson - TOP CHORD 1-2=1109!61, 2-�-858n7Z 3-0=85WI, 45=41422,1-10=766/50 BOT CHORD 310=72/140, 8-9=58/1027, 7.8=15(406, 6-7=0/D WEBS 2 -gr -164166;2-8--344140,3-8:=&161,4.8--12(466,4-7=&1,3W. 14 936, 5 7=33862, 56=&9329 NOTES 1) Unbalanced roof live loads have been considered far this design. 2) Ths truss Inas been designed far the loads generated by 70 mph winds at 25 tit above ground level located 100 mi tram the hurricane coaard'me. ASCE 7-993 components and cladding eoQemal pressure coefficients for the trrtenor(1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead bad are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition I. If end verticas or cantilevers e>dst they are exposed to wind. If porches enact they are not eogbsed to wind. The lumber DOL increase's 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord Ne bad noncorxurent with any other he beds. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) Of truss to bearing plate capable of withstand ng 151b uplift at joint 10 and 32 Ib uplift at joint 6. LOAD CASE(S) Standard . rFFi-1110-1 FESS/n m2:0 P F CAl-�F� J April 27,2005 Job Truss Truss . ypeOry y TRUSSES F14A COMMON 6 . 11 Job Reference (optional) JMW TRUSS, CATHEDRAL CITY, CA _ 6.200 s Mar 5 2005 MiTek Industries, Inc. Wed Apr 27 15:48:28 2005 Page 1 r4911, 5.3.10 11-5-0 17-6-6 20-7-8 0.9-11 5310 6.1-6 6-1-6 3.1-2 0-9-11, 5310 11-5.0 17-&6 20-7-8 0-9-11 5310 6-1.6 6-1-6 , 3-1-2 LOADING(pst) SPACING 2-0-0CSI DEFL in (loc) Vdefl Ud. PLATES GWP TC -L 20.0 Plates Increase 125 TC 0.61 Vert(LL) -0.04 7-9 X999 36D M1120 1851148 TCDL 14.0 Lumber lraease175 BC .0.42 Vert(TL) -0.10 9-10 X999 240 BCLL 0.0 Rep Stress Incr YES VVB 0.54 Hcrz(rQ 0.02 6 Me rVa Cad BCDL 13.0 e UBC97/ANSI95 , (Matrix) Weight 92 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 4-11-10 oc purlins, except end verboals. BOT CHORD 2 X 4 HF Not BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2 X 4 FF SI d5td G REACTIONS (lb/size) 11--956(0-5-8.6--956/0-5-8 Max Upliftl 1=26(bad case 3), 6=26(bed case 3) ; FORCES (Ib) - Maximum Compresses T wornum Tension TOP CHORD 1-2=124078, 23=113097, 3-0=-112997, 45=815/70,1-11=8BSr54, 5&--92MB ` BOT CHORD 10-11=(M 9-10=1/1164, 88=1778, 7Z=OIM, 6.7=/41 VVEBS 2-10=292!73, 39--�, 4-7=557167,1-10=10/1156, 2-9r-22631, 4-9 /342, 57=15/1025 NOTES 1) Unbalanced roof We bads have been considerecl for ifs design. 2) This truss has been designed far the bads generated by 70 mph Winds at 25 ft above ground level located 100 rry from the hurricane ooeanlm ASCE 7-93 components and loading external pressure coefficients for tlhe ntenco l) zone and 8.4 psf top chord and 6.0 psf botlom chord dead bad are being used. The des gn assumes oocupency category 1, terrain exposure C and ntannal pressure ooeTihaent oondition I. If arid verticals or cantilevers exist, they are exposed to wind. If padres exst they are not erased to wird. The Itunber DOL inaease is 1.33, and the plate grip increase's 1.33 3) Tthiss truss has been designed for a 10.0 psf bottom chord live bad norlconairent with any other live bads. 4) A plate ratng reduction of 2(P/o has bean applied far the green lumber members. 5) Provide mednnical connection (by others) of buss to bearing plate capable of w tlslandtg 26 lb uplift at joint 11 and 261b uplift at ph 6. LOAD CAMS) Standard O Q�Ov ESS/�N�l JIQIANG CAO C 66380 m 0 EXP. 01/30/06 F CAO�� April 27,2005 Job nrsS Truss Typ0 Qty Ply TRUSSES F148 OOMK40N 1 T1J.b eference (optional) JMW TRUSS, CATHEDRAL CITY, CA - 6.200 s Mar 5 2005 M7ek Industries; Inc. Wed Apr 27 15:48:29 2005 Page 1 rLa11, 53.10 11-5-0 17-0-6 20-7-8 0-9-11 5310 6-1-6 6-i-6 3-1-2 1- r s aon®II siow�. .rzn�� ' s,r.�r. aae®II r4911, 5310 11-5-0 17-66 20-7-8 0-9-11 5310 6-1-6 6-1-0 3-1-2 Place OffsetsKY): [10:0-3-8,0-1-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vde11 Ud PLATES GWP TCLL 20.0 Plates Increase 125 TC 0.94 VergLL) -0.06 -9-10 X999 360 M1120 185148 TCDL 14.0 Lumberincrease 125 BC 0.52 VertFL) -0.13 9-10 >999 240 BCLL 0.0 Rep Sbess Inv NO WB 0.71 Haz(TL) 0.02 6 n/a Na BCDL 13.0 Code UBC97/ANS195 (Matrix) Weight 92 lb LUMBER BRACING TOP CHORD 2 X 4 FIF No2 TOP CHORD Sheathed or 303 oc puffins, except end vaticas. BOT CHORD 2 X 4 F1' No.2 BOT CHORD Rigid ceiling directly applied or 5-0.14 oc bracing. WEBS 2 X 4 FF Stiid/Std G TmepP 1A M 1 Rev at midpt 1-10,2-9,4-9 W22X4FFNot, W82X4HFNo2 REACTIONS (lb/size) 11 58, 6-956 5-8 Max Upfiftl1=1308(bad rase 6), 6=1170(load rase 7) Cr Max av 11-237(bad rase 5), 6--A099(16ad rase 4) FORCES (Ib) - Mandnum CompressioniMaidmum Tension 'TOP CHORD 1-2--32672083, 23=-2852/1795, 3-0=25501500, 45=1854/1097,1-11=2158/1327, 56=20601176 BOT CHORD 10-11=1230'1349, 9-10=8352019, 8-9=12302036, 74�-- 239/1047, (>7=710763 W®S 2-10=1077/858, 39=16230, 4-7=144219521-10=2091/3238, 2 1364/1169, 4a=1254/1614, 5-7=13392351 NOTES 1) Unbalanced rah live bads have been considered for this design. 2) This truss has been designed far the bads generated by 70 mph winds at 25 ft alae ground level located 100 mi from the hurricane oocaNme. ASCE 7-93 oomponens and deciding external pressure oDelfidens fort he'vnterior(1) zone and 8.4 psf hop chord and 6.0 psf bottom chard dead bad are being used. The design assumes occupancy category I, terrain e-Vosure C and internal pressure ooeffident condition I. K w d vubms or cantilevers exsf, they are erased m wind. If porches exist, they are not exposed to wird. The lumber DOL haease is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord he bad nonconanent with any other M bads. F ESS/ 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide others) Q�O QA q� mechanical connection (by of truss to beadng plate capable of witistandQhg 13081b uplift atjcint 11 and 11701b uplift at joint 6. Q 6) This truss has been designed fora total.drag bad of 250 pH. Canned truss m resist drag bads along bottom chord from 0-0-0 to 2(-7-8 for 250.0 plf �� F �� JDANG CAO 0, � t�(S) C 66380 m EXP. 01/30/06 F CAO�� April 27,2005 0 Job cuss Truss Type Qty - TRUSSES F15 COMMON IPIY. I Job Reference (optional) JMW TRUSS, CATHEDRAL CITY, CA . 6.200 s Mar 5 2005 MiTek Industries, Inc. Wed Apr 27 15:48:29 2005 Page 1 6-2-13 11-5-0 16-7-3 -,18-5-4 , 6-2-13 5-2-4 5.2-4 1-101 sm,a:3�r 46M1120- 3 3.00 12 16M1120z 416M1120t 2 4 _ ®6MIla7� _ 5 76 M02D• 1 98 7 3a mazill WOM1120- 3412M1120- a,6M1120- 301402011 6-2-13 11-5-0 16-7-3 18-54 } 6.2-13 5.2.4 5-2-4 1-10-1 Plate Offsets :0380-1-8 L.OADING(psf) SPACING 2-0-0 CSI DER in (loc) Well Lid PLATES GRIP TCLL 20D Plates Increase 125 TC OSB Vert(LL) -0.06 8-9 >999 360 M1120 189148 TCDL 14D Lumber Increase, 125. BC 0.42 Vett(TL) -0.10 8-9 >999 240 BCLL 0.0 Rep Stress Inar NO WB 0.96 Haz(TL) 0.02 6 rata n1a " BCDL 13.0 Code UBC97/ANSI95 (Matrix) Weight 87 Ib LUMBER BRACING TOP CHORD 2 X 4 HF Not TOP CHORD Sheathed or 2-38 oc purlins, except end verticals. BOT OHORD 2 X 4 HF Not BOT CHORD Rigid ceiling directly applied or 4-5.13 oc bracing.. WEBS 2 X 4 HF StdStd G -E)mpr Wt$S I Rw at midpt 2-0,1-9 W12 X 4 HF Nat, W2 2 X 4 HF No2 REACTIONS (lb/size) 10=15 5-8,6=&930-5-8 Max Horz10=99(load rase 6) Max UpMl 0-1 339(load rase 6), 6=1082(bad case 7) Max.0w 10=2170bad case 5), 6=1902(bad rase 4) FORCES(b)-MalcmrmCampressioNM�dmumTensim TOP CHORD 1-2-�117r2344, 23=244311635, 3-0=1941/1136, 4-5-881/483,1-10=208(/1365 BOT CHORD 9-10=1557/1625, 8774/1742, 7-8-- 1239/1630, 6-7=4231423 WEBS 24.923826, 2-8--1345/1041, 35=0/198, 4� 120511659, 4-7=1577/1006,1-9 -2307/3258, 5-7=106311912, 5 190311080 NOTES 1) Unbalanced roof rive bads have been considered fbr this design. 2) This. truss has been designed fix the bads generated by 70 mph winds at 25 t above ground level located 100 rTv from the hurricane oceaNine, ASCE 7-93 components and cladding external pressure melflciens far tie hterior(1) zone and 8.4 psf top chord and 6.0 p9 baGtom chord dead bad are being used. The design assumes o=pancy category I, terrain exposure C and Internal pressure coefficient condition I. Vend verticals orcanfilevers exist, they are exposed 14 wind. If porches east, Otey are not exposed m wind. The lurnber DOL Increase is 1.33, and tie plate grip increase is 1.33 of ESS / 3) This truss has been designed far a 10.0 psf bottom chord Ike bad noricorictm rit with any otter the bads. 4) q� A plate rating reduction of 2P/u has been applied for tie green lumber members. O 5) Provide mechanical conrtecton (by others) of truss to bearing plate capable of writtstand'utg 13391b uplift atjaint 10 and 1082 lb uplift atjoint 6. 6) This. buss has been designed for a fatal drag bad 250 Connect truss to drag bads � of pO. resist along botom chord from 0-0-0to 18-5-4 fc r 250.0 pff. J I Q IAN G CAO LOADCS) SUr'dard C 66380LLJ m EXP. 01/30/06 F CAS\ April 27,2005 0 • r] Job Truss Truss ype 7177 y TRUSSES F15A COMMON 1 1F,-bT ce (optional) JMW TRUSS, CATHEDRAL CITY, CA 6.200 s Mar 5 2005 MiTek Industries, Inc. Wed Apr 27 15:48:30 2005 Page 1 /49-11, 53.10 11-5-0 17.6.6 20-7-8 0.9.11 5310 6-1-6 6-1-6 3-1-2 ' cru /4911, 53.10 11-5-0 17.6-6 20-7-8 0-9-11 5310 6-1-6 6-1-0 3-1-2 Plate Offsets 10:0.380-1-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GWP TCLL 20.0 Plates Increase 125 TC 0.94 Vert(LL) -0.06 9-10 >999 360 MI120 185/148 TCDL 14.0 LtunberIncrease 125 BC 0.52 Vert(TL) -0.13 9.10 >999 240 BCU- 0.0 Rep Stress Incr NO VVB • 0.71 Hcrz(TL) 0.02 6 Na Na BCDL 13.0 Cade UBC97/ANSI95 (Matrix) Weight 92 Ib LUMBER BRACING TOP CHORD 2 X 4 W Not TOP CHORD Sheathed or 343 oc ptAns, except end verticals.. BOT CHORD -2 X 4 W Not BOT CHORD Rigid ceiling directly applied or 5414 oc bracing. WIGS 2 X 4 HF StudGId G'Euoepr WETS 1 RON at midpt 1-10,2-9,4-9 W22X4HFNo.ZW82X4WNo2 REACTIONS (lb/size) 11 6/45-8, 6--,%5 8 Max Uprft11=1308(laed case 6), 6=1170(load case 7) Max Grav 11-237(bad case 5), 64 099(bad case 4) FORCES(b)-MaldmumCompression/Mar6mumTension TOPCHORD 1-2-32672083, 2-3=-2857J1795, 34=-2556/1500, 41854/1097,1-11=2158/1327, 5$=2066(1176 BOT CHORD 10.11=1230'1349, 9-10=-8352019, 8.9=12302038, 74�-- 239/1047, 6-7=716x163 WEBS. 2-10=1077/858, 3-9=16230, 4-7=144Z95z 1-10=2091/3238, 2-9=1364/1169, 4-9=1254(1614, 5-7=13392351 NOTES 1) Unbalanced roof live bads have been considered far this design. 2) This truss has been designed for the keds generated by 70 mph Wrids at 25 ft above gourd level located 100 mi from the hurricane ooeardhe ASCE 7-93 eompalents and cladding wifernal pressure coefficients for the interioKl) zone and 8.4 psf top chord and 6.0 psf bottom clad dead load are being used. The . design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers east, "are exposed m wind. If porches evA they are not exposed ID wind. The lumber DOL 'ulcrease's 1.33, and the plate gr p increase is 1.33 34) Ths toss has been designed for a 10.0 psf bottom chord live load nonconairent with any other foe bads. Q / E S S plate rating reduction of 20'x, has been applied for the green lumber members. `,pF � 'v9� 5) Provide /mechanical connection (by others) of truss to bearing plate capable of withstanding 1308 lb uprd at joint 11- and 1170 Ib uplift at joint 6. Q 6) This truss has been designed for a total drag bad of 250 plf Connect truss m resist drag bads along bottom dnord from 0-0-0 to 20-7.8 for 250.0 plf. `� JIQIANG CAO LOAD CAMS) Standard C/) , C 66380 m EXP. 01/30/06 F CAO�� April 27,2005 a • • • • Ll :-1 Job Truss Truss Typ a ty 'lp'y , TRUSSES G10 COMv1DN 1 1 Job Reference (optional) JMW TRUSS, CATHEDRAL CITY, CA - - 6.200 s Mar 5 2005 MTek Industries, Inc. Wed Apr 27 15:� 1 5.1-0 10-2-0 5-1-0 55-1-0 4X5MI126= 2 as Mll2oll 3.N MII2011 r 1 5-1-0 10-2-0 5-1-0 5-1-0 LOADING(psf) SPACING. 2-00 CSI DER in (loc) Vdeh Ud PLATES GRIP_ TOLL 20.0 Plates Increase 125 TC 0.59 VegLL) -0.01 4-5 >999 360 M1120 185148 TCDL 14D Lumber Increase 125 BC 0.16 Vert(TL) -0.03 4-5 >999 240 BCLL 0.0 Rep Stress Ina YES WB 0.17 Horz(TL) 0.00 4 rya rVa BCDL 13.0 Code UBC97/ANS195 (Matrix) Weight 57 lb LUMBER BRACING" TOP CHORD 2 X 4 HF Not TOP CHORD Sheathed or 60-0 oc purlins, except end verticals: BOT CHORD 2 X 4 HF Not BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4HFSWGdG OTHERS 2X4HFStrdGdG REACTIONS Ob/size) 6=46405-8.4=464058 Max Upfdt6=130bad case 3), 4=13(Ioad case 3) FORCES (b) - Maldrrum Compression/Maximum Tension TOP CHORD 1-2-457/56,2-3- 5 /56,1-6=3W/40.3-4=397/40 BOT CHORD &6= yM, 4,55- M 1N®S 2-5 152/55,1-5=/355, 35 = Qr&% NOTES 1) Unbalanced roof five loads have been considered for this design. 2) This truss has been designed far the bads generated by 70 mph winds at 25 It above ground level located 160 mi from the Ixuricam oocenline. ASCE 7-93 components and cladding external pressure coefidents for the interior(1) zone and 8.4 psf top chord and 6.0 psf bottom Glad dead load are being used. The design assumes occupancy category 1, terw exposure C and internal pressure coefident condition 1. If end verticas orcantilevers exst, d-ey are exposed to w'u1d. If pord es exist, ttW are not exposed to wird. The iambs DOL increase is 133, and the plate grip increase is 1.33 3) Truss designed for wired bads in the plane of the truss only. For studs exposed tD wind (n and to the face), see MTek "Star laid Gable End Detail ' 4) Gable suds spaced ab 1.4-0 oc. 5) Ths truss has bean deskgled fa a 10.0 —m—I fve bad rarloorraarert with arty other live bads. 6) A plate rating reduction, of 201/6 has been applied for ft green lumber members. E S S 7) Provide mechanical connection (by others) of truss to bearing plate capable of w&tstanlding 13 ib uplift at joint 6 and 13 lb uplift at joint 4. �O Q V9l LOAD S) Standard <<" 'JU NG CAO C 66380 m EXP. 01/30/06 April 27,2005, goal I sin •rasaI a El • • • '7 1 x, CATHEDRAL CITY, CA 6:200 s Mar 5 2005 MiTek Industries, Inc. Wed'Apr 27 15:4 5 1-0 10.2-0 S1-0 5-1-0 4X5MIt20- 2 3xa M1131II 3 a MIn9I1 i 5-1-0 10-2-0 ; 5-1-0 5-1-0 LOADING(psl) SPACING 2-00 CSI DEFL in (loc) Vdefi L/d PLATES GRIP TCLL 20A Plates Increase 125 TC 0.58 Vert(LL) -0.01 4-5 >999 38D MII20 189148 TCDL 14.0 Lurnber Increase 125 BC 0.16 Vergn) -0.03 4.5 x999 240 BCLL 0.0 Rep Stress Incr YES M 0.17 Horz(rL) 0.00 4 ria Na BCDL 13D Code UBC97/ANSI95 (Matrix) Weight 44 lb LUMBER BRACING TOP CHORD 2 X 4 HF Not TOP CHORD Sheathed or &M oc ptrtm, except end verficas. BOT CHORD 2 X 4 FF Not BOT CHORD Rigid ceiling directly applied or 10-00 oc bracing. WEBS 2 X 4 HF SWStd G REACTIONS (lb/size) 6= 6 5-8,4=464&" 464&" Max Upfrft6=13(loW rase 3), 4=13(load case 3) FORCES (m) - MMa)dmum Con1p vUm—m Tension TOP CHORD 1-2-457/56, 2-3-- 5 /56,1-6=397/40, 34=397/40 BOT CHORD 56=O86, 45186 WEBS 25=152/55,1.5/355, 35/3.55 NOTES 1) Unbalanced roof live bads have been oonsidered Tar this design 2) Ths truss has tieen designed for the loads generated by 70 rnph winds at 25 ft above ground level bcaW 100 mi from file hurricane oeesNIne. ASCE 7-93 oo nponents and cladding exdemal pressure meRx7enls for the Intenor(1) zone and 8.4 psf top dyad and 6.0 psf botlom dead dead load are being used: The desgn assumes occupancy category I, terrain exposure C and Internal pressure metGcient condifion I. If end verticals or cantilevers exist they are exposed b wInd. If padres omll, they are not exposed to wind. The Iurnber DOL increase's 1.33, and the plate grip increase is 1.33 3) This truss has been desgned for a 10.0 psi bottom dad five bad nonmrcurremt Wth arty other he loads. 4) A plate rating reduction of 20°/9 has been applied fix the green lumber members. 5) Provide medwical connection (by others) of truss to bearing plate capable of withstandng 13 lb uplift atjoint 6 and 13 Ib upliftatJoint 4. LOAD CASE(S) Standard ^ Srale• 1:19.71 �o Q�OF ESS / pN9l J101ANG CAO C 66380? cl-- EXP. 01/30/06 April 27,2005 • • • • 0 0 0 0 tl ' b.ZOU S le 7 I 5.1-0 10-2-0 5-1-0 5-1-0 16 MII20= Sorb• 1:18.7 2 30 10112011 SJ M112011 1 5-1-0 10-2-0 LOADING(psl) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 125 TC 0.78 Vert(U) -0.01 4-5 >999 360 M1120 189148 TCDL 14.0 Limibalnaease 125 BC 0.32 VaM) -0.03 4-5 >999 240 BCLL 0.0 Rep Stress Inv NO "S 0.76 H=(TL) 0.00 4 Na Na BCDL 13D Code UBC97/ANSI95 (Matrbc) Weight 44 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No2 TOP CHORD Sheathed or4-2-11 OCpurlins, except end verticals. BOT CHORD 2 X 4 HF Not BOT CHORD Rigid ceiling directly applied or 5-2-10 oc bracing. VV®S 2 X 4I -F StrxlStd G REACTIONS (lb/s¢e) 6=464ID-58, 44641458 Max UpM=-8370bad case 6), 4--837(bad case 7) Max Gav 6=1289(load case 5),4=1 2B9(lcad rase 4) FORCES (m) - Maoarrum CompressivvMurnum Tension TOP CHORD 1-2=173011309, 2-31730/1309,1 1217/860, 3-4=1217/860 BOT CHORD 5-&-1187/1301,4-5--1187/1301 WEBS 2b=152(55,1-5=130611672, 3b=130611672 . NOTES 1) Unbalanced roof live bads have been considered for this design. 2) This truss has been designed for the bads generated by 70 mph winds at 25 flabate ground Levu boated 100 nr from the hurricaneoceanfne. ASCE 7-93 oanponerts and cladding external pressure coefficients "e trntenor(1) zone and 8.4 psf top dbnm ad and 6.0 psf botchord dead load are being used. The design assurrnes occupancy category I, terrain exposure C and vernal prneswre coet6cient pond fion I. ff end vatcas orcanblevers enact, they are evosed to wand. If ponies exp they are not exposed to whd. TheLimber DOL unease's 1.33, and the plate grip increase is 1.33 3) This, truss has been designed fora 10.0 psf botbm'dad,line bad nonconanent with any other live bads. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss b bearing plate capable of wft starling 837 Ib uplift at joint 6 and 837 Ib uplift atjant 4. 6) This toss has been designed fora total drag load of 250 pff. Conned toss b resist drag loads along bottom dad from 0-0-0 b 10-2-0 for 250.0 plf LOAD CASE(S) Standard �o QoOF ESS/pN�\ J101ANG CAO C 66380 m cy- EXP. 01/30/06 CAO April 27,2005 • • • n • H10 IROOF TRUSS 1 1JJ, uh 1 IT; t A - - - 6.200 s Mar 5 2005 Mi -Tek Industries, Inc.' Wed Apr 27 15:48:32 2005 'Page i 1 5-&6 10312 16.7$ 1 i 5-&6 4-7-6 6312 sms-1291B 46M11111- W IVIINIII 7W M11201I REACTIONS (lb/size) 8=7%06-8,546810-5-8 Max Upf l:8=-21(bad case 3), 5-21 (load case 3) FORCES (b)-h4wamumCompnessior Alla6murnTeraw TOP CHORD 1-2=938r70, 2-3=74985, 311=76483, 4-5=-681/58,1-8=887/54 BOT CHORD 7 -8=Q/120,6 -7=W&,-&6 90 WEBS 2-7=15859, 2 27829, 36 -39/120, 4.6 74,1-7=Qf794 NOTES 1) Unbalanced roof live bads have been considered "is design 2) This truss has been designed far the bads generated by 70 no winds at 25 ft above ground level located 100 mi from the hurricane coeanfine. ASCE 7-93 compor-tents and cladding e#ernal pressure coefficients for the inbaior(1) zone and 8.4 psf tap clad and 6.0 psf bottom chord dead load are being used. The design assumes omtpancy category I, terrain elglostue C and internal pressure eoefident oo ndition I: If end verticals orcantilevers endst, they are a posed to wild ff porches etas; they are not exposed to wind. The Lumber DOL Increase is 1.33, and the plate grip increase is 1.33 3) This tress has been designed far a 10.0 psf bottom cord he bad nonconarrrent with arty other five bads. 4) A plate rating reduction of 209/o has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 21 b uplift at joint 8 and 21 lb uplift at joint 5. LOAD CASE(S) Standard �o QqOF ESS/pN9� JDANG CAO C 66380 m C1-' EXP. 01/30/06 F CAO�� April 27,2005 5-&6 r 10.3.12 16-7-8 5-8-6 4-7-6 6.312 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 125 TC 0191 Vert(L1) -0.04 5.6 >999 360 MIYLO 185(148 TCDL 14D Lumber Increase 125 BC 0.39 Vert(TL) -0.09 5-6 >999 240 BOLL 0.0 Rep Stresslncr YES WB 0.37 HwATQ 0.01 5 n(a n(a BCDL 13.0 Code UBC97/ANSI95 (Me*) Weight 74 lb LUMBER BRACING TOP CHORD 2 X 4 HF Not TOP CHORD Sheathed or 5-7-7 oc purfns, except end verfids. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.. WEBS 2X4FFSLdWG REACTIONS (lb/size) 8=7%06-8,546810-5-8 Max Upf l:8=-21(bad case 3), 5-21 (load case 3) FORCES (b)-h4wamumCompnessior Alla6murnTeraw TOP CHORD 1-2=938r70, 2-3=74985, 311=76483, 4-5=-681/58,1-8=887/54 BOT CHORD 7 -8=Q/120,6 -7=W&,-&6 90 WEBS 2-7=15859, 2 27829, 36 -39/120, 4.6 74,1-7=Qf794 NOTES 1) Unbalanced roof live bads have been considered "is design 2) This truss has been designed far the bads generated by 70 no winds at 25 ft above ground level located 100 mi from the hurricane coeanfine. ASCE 7-93 compor-tents and cladding e#ernal pressure coefficients for the inbaior(1) zone and 8.4 psf tap clad and 6.0 psf bottom chord dead load are being used. The design assumes omtpancy category I, terrain elglostue C and internal pressure eoefident oo ndition I: If end verticals orcantilevers endst, they are a posed to wild ff porches etas; they are not exposed to wind. The Lumber DOL Increase is 1.33, and the plate grip increase is 1.33 3) This tress has been designed far a 10.0 psf bottom cord he bad nonconarrrent with arty other five bads. 4) A plate rating reduction of 209/o has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 21 b uplift at joint 8 and 21 lb uplift at joint 5. LOAD CASE(S) Standard �o QqOF ESS/pN9� JDANG CAO C 66380 m C1-' EXP. 01/30/06 F CAO�� April 27,2005 0 0 r 0 • E 46• TRUSSES H11 ROOFTRUSS 6 1 Job Reference o floral JMW TRUSS, CATHEDRAL CITY, CA • - 6.200 s Mar 5 2005 MiTek Industries, Inc. Wed Apr 27 15:48:32 2005 Page 1 5&14 10-2-4 16&0 5814 4-7-0 63-12 Smb=129.4 <M5 NO= 3 3 11,1112011 - ar MIIMII REACTIONS (lb(size) .8=76210-5-8, 5=762M15-8 Max Upli08=-21(load case 3), 5=21(load rase 3) FORCES (lo) - Ma)dmum Co npnsss av' Mardrtum Tension TOP CHORD 1-2-91670, 2-3=74085, 3-0=756B3, 45=676M.1-8r663r53 BOT CHORD 7&=0/112, 67844; 5890 WEBS 2-7=16959, 2-6---2642$ 3-0=42/116, 4-6-4Y6fi6, 1-7=OfM NOTES 1) Unbalanced roof live bads have been considered for tivs design. 2) This trtss has been designed for the bads genera0ed by 70 mph wrds at 25 ft abo a ground level located 100 mi from the huricane ooeanline. ASCE 7-93 carlponents and cladding e4ernal pressure cDefidets far the i ntaior(1) zone and 8.4 psf top chord and 6.0 psf botlorn chord dead bad are being used. The design assumes occupancy category 1, terrain exposure C and nlenal pressure ooeRicient condition L If enol vefii als or cantilevers evA they are exposed b wind. If porches e)dst they are not exposed to w -d. The lumber DOL Increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf boltom clad live bad nonooncu rent with any other live bads. 4) A plate rating reduction of 20% has been applied for the Been lumber members. 5) Provide mechanical connection (by others) of fres m bearing plate capable of withstanding 21 Ib uprr t atj(xnt 8 and 21 Ib uplift atjoint 5. . LOAD.QA.-AS) Standard, O Qvf ESS/ONgI JDANG CAO � C 66380 m 0" 'EXP. 01/30/06 V V F CAO�� April 27,2005 5814 ( 10-2-4 166-0 5&14 4-7-6 6312 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TOLL 200 Plates Increase 125 TC 0.91 Vat(LL) -0.04 5-6 >999. 360 M1120 1851148 TCDL 14.0 Lumber Increase 125 BC 0.9 Vert(TL) -0.09 5-6 >999 _ 240 BCLL 0.0 Rep Stress Inar. . YES WWB 0.37 Haz(rL) 0.01 5 rVa Ina BCDL 130 Cade UBC97/ANSI95 (Matrix) Weight 74 (b LUMBER BRACING TOP CHORD 2 X 4 FF ND2 TOP CHORD Sheathed or 5&7 oc purlins, exDept end va6cals. BOT CHORD 2 X 4 HF Not BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HFShd5tdG REACTIONS (lb(size) .8=76210-5-8, 5=762M15-8 Max Upli08=-21(load case 3), 5=21(load rase 3) FORCES (lo) - Ma)dmum Co npnsss av' Mardrtum Tension TOP CHORD 1-2-91670, 2-3=74085, 3-0=756B3, 45=676M.1-8r663r53 BOT CHORD 7&=0/112, 67844; 5890 WEBS 2-7=16959, 2-6---2642$ 3-0=42/116, 4-6-4Y6fi6, 1-7=OfM NOTES 1) Unbalanced roof live bads have been considered for tivs design. 2) This trtss has been designed for the bads genera0ed by 70 mph wrds at 25 ft abo a ground level located 100 mi from the huricane ooeanline. ASCE 7-93 carlponents and cladding e4ernal pressure cDefidets far the i ntaior(1) zone and 8.4 psf top chord and 6.0 psf botlorn chord dead bad are being used. The design assumes occupancy category 1, terrain exposure C and nlenal pressure ooeRicient condition L If enol vefii als or cantilevers evA they are exposed b wind. If porches e)dst they are not exposed to w -d. The lumber DOL Increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf boltom clad live bad nonooncu rent with any other live bads. 4) A plate rating reduction of 20% has been applied for the Been lumber members. 5) Provide mechanical connection (by others) of fres m bearing plate capable of withstanding 21 Ib uprr t atj(xnt 8 and 21 Ib uplift atjoint 5. . LOAD.QA.-AS) Standard, O Qvf ESS/ONgI JDANG CAO � C 66380 m 0" 'EXP. 01/30/06 V V F CAO�� April 27,2005 6 0 Job ruse Truss ype Oty y TRUSSES H12 ROOF TRUSS 1 1 FJobReference (optional) JMW TRUSS, CATHEDRAL CITY, CA — 6.200 s Mar 5 2005 MTek Industries, Inc. Wed Apr 27 15:48:33 2005 Page i 1 5&14 10-2.4 16--0 1 _ 5&14 4-7-' ' 6312 Scab -129.4 3 ' 3.00 12 316M112Y 2 hie m== . 1 7x6 M1120z 4 7 6 3x10M1120= 4x12M1120= 3.7 M112011 1 5&14 10-2-1 3x7M112011 16-U 1 5&14 4-7- 6312 Plate Offset 4:0-2-1z Ed :0380.1- LOADING(psf) SPACING .2.0-0 CSI DEFIL in (loc) Vdefl Ud PLATES GRIP T(;L 20D Plates Ina -ease 125 TC 0.69 Vert(.L) -0.04 6-7 >999 360 M1120 185148 TCDL 14.0 Lumber Increase 125 BC 0.42 Vert(TL) -0.09 56 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.94 - Haz(TL) 0.01 5 Na rya BCDL 13.0 Code UBC97/ANSI95 (MaW4 Weight 74 lb LUMBER BRACING TOP CHORD 2 X 4I F Not TOP CHORD Sheathed or 3.1-10 oc purlins, except end verticals. BOT CHORD 2 X 4 FF Not BOT CHORD Rigid ceiling directly applied or 47- oc bracing. 2 X 4 HF Sttd5ld G'E1mepP WBS 1 Row at might 4-,1-7 W72X4HFNo2,W12X4HFNo2,W22X4HFNo2 REACTIONS (lb1s¢e) 8=762rT)-5-8, 5=7620-5-8 08= Max Upli120"4(loed case 6), 5=1022(Iead case 7) Max Cav 8-20050bad case 5), 5=1763(Ieed rase 4) FORCES (b) - Mardnwm Compress avNi mium Tension TOP CHORD 1-2-29722054, 2-3-- 2140/1466, 34=2134/1435, 4-=1671/1054,119161286 BOT CHORD 7-8--129&1436,6-7=-55711431.5-6--1485/162D WEBS 2-7=919/813.2-6-12299M, 3-6-- 132/137, 414662140,1-7=20462832 NOTES 1) Unbalanced roof live loads have been arhsiiered far this design. 2) This truss has been designed far the loads gensated by 70 mph winds at 25 ft above ground level bared 100 mi from the hurricane ooeanlne. ASCE 7-93 components and dadding external pressure coefidents for the'6hterior(1) zone and 8.4 psf cop dud and 6.0 psf bottom chord dead bad are being used: The design assumes occupancy category I, terain etcposure C and internal pressure coefficient condition I. If end verticals orcantilevers exist, "are erased to wind. If porches east, they are not exposed to wind. The lumber DOL increase IS 1.33, and the plate grip increase is 1.33 3) This Inns has been designed for a 10.0 psf bottom shad live bad nonconcuratt W hang other live loads. Q r E S S 4) A plate rating reduction of 206/6 Inas been applied for the green lumber members. Q `\O r q< 5) Provide mechanical connection (by others) of truss to bearing plate capable ci ,vv stand'ung 1264 lb uplift at joint 8 and 10221b Wit at joint 5. Q 6) This puss has been designed for a total drag bad of 250 pN. Conned truss to resist drag bads along bororn dxxd from 0.00 to 16&0 for 250.0 pH. `) J101ANG CAO LOAD CAMS) Standard C 66380 m �-�, EXP: 01/30/06 April 27,2005 Job russ TRUSSES K10 ITrussType MONO CAL HIP 1 ry 1 jJob Reference (optional) JMW TRUSS, CATHEDRAL CITY, CA -' - 6.200 s Mar 5 2005 MTek Industries, Inc. Wed Apr 27 15:48:33 2005 Page 1 3-11-4 , 7-3-4 7-11-11, 11-0-8 , 15.11-8 1 2 3.11.4 3-4-0 0.8.7 3-&13 4-5-0 s1ab.1281 era MI= 3 Z14 M112011 3A0 12 4 10 31A M0 171 — 5a N120- 5 2 1 /. 9 9 7 12 274 M1120 014141120- 3 QM1120- 3ifi MIQ011 311-4 7-3.4 11-68 � 15.11-8 1 3.11.4 3-0-0 4-3-4 _ 4-5-0 PlateOffsetsr3:04-0,0wl-121 LOADING(psl) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 125 TC 0.69 Vert(LL) -0.16 8 >999 360 MI120 185148 TCDL 14D Lumber Increase 125 BC 0.61 Vert(TL) -0.38 8.9 >493 240 BOLL 0.0 Rep Sbess In& NO V%B 0.69 Horz(rL) 0.06 6 nla n1a BCDL 13D Cade UBC97/ANSI95 (Matrix) Weight 58 b LUMBER BRACING TOP CHORD 2 X 4 FF NO2 TOP CHORD Sheathed or 2-1-3 oc purfuis, except end verticals. BOT CHORD 2 X 4 FIF 2400E 2AE BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bradng. WBS 2 X 4 HF St dSldG-EmepC W72X4FFWZ W42X4FFNoZ W62X4HFNo2 REACTIONS (Ib/size) 1=1561143$,6=189710-38 Max Upfift1=41(bad case 3), 6=144(bad rase 3) FORCES(Ib)-MaximumCompressioniMaxdmumTensim - TOP CHORD 1-2-4975246, 2-3=4794/412 3-0=358530 ,4-1 , 510=3585308, 5� 1713x194 BOT CHORD 1-9-- 212/4777, 8-9=212/4777, &114659, 7-116914659, 7-12263, 6-12-263 WEBS 24=1339, 2-&-348r144, 38=576, 3.7=1164/125, 4-7=702/198, 57=279/3585 NOTES 1) Unbalanced roof live bads have been considered far this design. ' 2) This truss has been designed for the bads generated by 70 mph winds at 25 It above ground level located 100 in from the hurricane ooanine. ASCE 7-93 corporins and cladding exaanal pressure eoef iderds br the trhtedor(1) ane and 8.4 psf top dud and 6.0 psf botlorn chord deed bad are being used. The design assumes occupancy category I, terw exposure C and gnat pressure coefficient condition I. If end verticals; or cantlevers vast, they are exposed to wtrnd. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate gro increase is 1.33 3) Provide adequate dna age to prevent water pondng. 4) This truss has been designed for a 10.0 psf bottom chord five bad namxurent with any other five bads. Q pF E S S / 5) A plate rating reduction of 20% fres been applied for the green lumber members. 6) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 41 lb uplift atjdnt 1 and 144(b uplift atjoal6. 7) Girder hip carries end with 0-0-0 right side setbacl� 60-0 left side setbad(, and 6-0-0end setbedc suffi load(s) 5891b down 165 lb 75-0 8) Hanger(s) a other connection devioe(s��s <- F a provided �t concentrated end up at on top chad. The ��V J I Q IAN G CAO the desigNselection of such conneclianof others. 9) In the LOAD CASES) section, bads applied to the face of the truss are noted as front (F) or back (B). C-1) C 66380 m LOAD CASE(S) Standard Z3 LLJ ')Regular Lumber Increase= 125, Plate lncease=:l2sEXP. 01 /30/ 06 Un Uniform Loads OA Vert 13-8, 3-5=165, 1.6=•G•i(F=37) '} Concermated Loads (b) Vert 3=589 F CAO' ' April. 27,2005 0 0 • 6M L 10 • 7 Truss Truss Type city Ply ES K11 MONO CAL HIP 1 1 Job Reference (optional) TRUSS, CATHEDRAL -CITY, CA 6.200 s Mar 5 2005 MiTek Industries, Inc. Wed Apr 27 15:48:33 2005 Page 1 4-11 _. 33-4 +311-11, 15-11-8 ; 4-11 44-0 0$7 5-11-13 s -viehl ., - l�Mll2(F 68 MI120. WMI1 2 Mmnll r 9-34 15.11.8 1 334 6-&4 LOADING(psf) SPACING 2-" CSI DEFL in (loc) Vdefl Ltd PLATES GRIP TCLL 20.0 Plates Increase . 125 TC 0.49 Vert(LL) -0.18 1-0 >999 360 M1120 185/148 TCDL 14.0 Lumber Increase 125 BC 0.70 Vert(fL) -0.48 1-6 >395 240. BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz( L) 0.03 5 nfa nia BCDL 13.0 Cade UBC97/ANSI95 (Matrbc) Weight 56 lb LUMBER BRACING TOP CHORD 2 X 4 Ff Not TOP CHORD Sheathed or 3fr11 co pinus, elmept end verficals. BOT CHORD 2 X 4 HF Not BOT CHORD Rigid ceiling dire* applied or 10-H oe bracing. WEBS 2 X 4 HFStidG WGTmelhP' W42X4HFNa2 REACTIONS (Ib/size) 1=7304",5=736038 Max UpliR1=23(bad rase 3), 5=32(load case 3) FORCES (Ib) - Mahcmum Conpre,sionVIVIwdmum Tension TOP CHORD 1-2--20241135.2-3--147661,34--1417/75.4-5=660162 BOT CHORD 14-9911936,V5=0/1313 WEBS 2.6=631/103,36=-83/107,4 28/1354 NOTES 1) Unbalanced roof Eve loads have been considered far this design. , 2) This truss has been designed for t he loads generated by 70 mph winds at 25 ft above g uind level located 100 mi from the hurricane oceardme. ASCE 7-93 components and dadding external pressure ooefidens far the i ntenor(1) zone and 8.4 psf top chord and 6.0 pe bottom cwrd dead load are bang used. The design assumes occupancy category I, terra'vn opostue C and eternal pressure coefficient condition I. Ifend verticals orcantilevers east they are exposed b wrxi If porches east t hey are not exposed to wind. The lurnber DOL increase "s 1.33, and the plate grip inorease is 1.33 3) Provide adequate drainage to prevent water poncling. 4) This truss has been designed for a 10.0 psf bottom chord fee load nonconcurrent with any other Eve bads. 5) A plate rating reduction of 201/6 has been applied for the green lumber members. 6) Prov de nhechan cal connection (by others) of Inas to bearing plate capable oFwithstanding 23 lb upf ft at joint 1 and 32 Ibuplift at joint 5. A�OF ESS/ oA, LOAD CASES) Standard J101ANG CAO C (-DC 66380 m � EXP. 01/30/06 April 27,2005 W i I6 Job cuss mss Type - ry y ' TRUSSES K12 MONO CAL HIP 1 1 - Job Reference (optional) 'JMW TRUSS, CATHEDRAL CITY, CA 6.200 s Mar 5 2005 MiTek Industries, Inc. Wed Apr 27 15:48:34 2005 Page 1 1 5-114 11-3-4 11-11-11 15-11-8 5-11-4 5-0-0 0-8-7 . 3.11-13' sm4=,se., rzanmr=110N W Ml= ' 3 3.00 12 3xA M120- 2 b M112011 4 t 76 ZIAM02011 3,41,11120 3x014020. 3014112D. 5-11-0 11-3-4 15-11-8 5-11-4 54-0 4-84 Plate Offsets :04-00-1-1 LOADING(PS) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GWP TCLL 20.0 Plates Increase 125 TC 0.43 Vert(LL) -0.06 1-7 X999 360 M120, 185148 TCDL 14D Lumber Increase 125 BC 0.63 Vert(TL) -020 1-7 X937 240 BCL- 0.0 Rep Stress Iris YES WB 0.65 Haz(TL) 0.05 5 Na Na BCDL 13.0 Cade UBC97/ANSI95 (Matrix) Weight 571b LUMBER BRACING TOP CHORD 2 X 4 HF Not TOP CHORD Sheathed or 3-&1 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 2X4WSUdGdG REACTIONS (Ib/size) 1=73&43$, 5=73&0-M .Max Upl R1=22(load case 3), 5=29poad case 3) FORCES (m) - Maximum Ccmpnesiorvlvlwdmum Tension TOP CHORD 1-2--M38r/8, 23=10%%. 34=-49144, 4-5=14834 BOT CHORD 1-7=4011928,6-7=40/1928, 5&920 WEBS 2-7=273, 2.6=1026r53, 16=0145Z 31031/39 NOTES 1) Unbalanced roof the bads have been corrAered for this design. 2) Th•s truss has been designed far the loads generated by 70 mph winds at 25 ft above ground level boated 10D mi from ft hurricane ooeardine. ASCE 7-93 components and cladding external pressure ooefhdens for the Interior(1) zorle and 8.4 psf top chord and 6.0 psf bottom dlord dead bad are being used. The design assumes occupancy category I, terrain exposure C and Internal pressure cnefident axgitim I. ff end vatcas orc antlevers eldst, they are &Dosed to wird. V padres east "are rat exposed to wind. The lumber DOL increase is 1.33, and ft plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom diad he bad noncorlament with any, other like bads. 5) A plate rating reduction of 200/0 has been applied for the green lumber members. E S S / 6) Rwide med-eniral connection Ni others) of truss to bearing plate capable of wiClstanding 22 m upldt atjoind 1 and 29 lb uplift at ph 5. RpF LOAD CASE(S) Standard JIQIANG CAO C 66380 m 0" EXP. 01/30/06 F CA��F�� April 27,2005 Job russ ype ply TRUSSES K13 - ITruss MONO CAL HIP 1 1 Job Reference (optional) JMW TRUSS, CATHEDRAL CITY, CA - 6.200 s Mar 5 2005 MiTek Industries, Inca Wed Apr 27 15:48:34 2005 Page 1 6.11.4 13-3-4 1311-11 1-111-8 611-0 64-0 0$7 1-11-13 si.1 b-3116 ' 64 M1121F 2YAMIIZ011 J . 3.00 12 - W NO= 2 Nr-1{ 7 ira MI12011 he M100- - e ZII MIQ2 3YAM920- ! 611.4 13-3-4 15.11-8 1 - 6-11.4 64-0 2-8-4 Plate Offsets :04-00-1-1 LOADING(psf) SPACING 2-0-0 CSI DER in (loc) Vdefl L/d PLATES GRIP TCLL'200 PlattesInoease 125 TC 0.46 Va L) -0.09 1-7 >999 360 Mlt20 185"148 TCDL . 14D Lumber Increase 125 BC 0.6B Verti(n) -026 1-7 >729 240 BCLL OD Rep Stress Intl YES WB 0.51 Ho z(TL) 0.04 5 nva ni'a BCDL 13.0 Code UBC97/ANSI95 (Matrix) Wdght 59 lb LUMBER BRACING TOP CHORD 2 X 41-F Not TOP CHORD Sheathed or 3-7-4 oc purim, except end vabcas. BOT CHORD 2 X 4 HF Not BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. W®S 2 X 4 HF Slt GW G WEBS 1 Row at ff*# . 2.6 REACTIONS Ob/size) 11=7315133-8,54W/0'" Max UpVdft 21(ioad case 3), 5=25(oad rase 3) FORCES (lb) - Mapmum Compress on/KUdmum Tensicn .TOP CHORD 1-2=1932/14, 2-3=621/59, 3C= 150, 4.5- 11 BOTCHORD 1-71821, 6-7=3N1821, 5&x/533 WEBS 2-7=01". 2-0=-1314156, 3&x/512, 35=897133 ' NOTES 1) Unbalanced roof five bads have been considered far this design. 2) This truss has been designed for the bads generated by 70 mph winds at 25 ft above ground level located 100 mi from the hLffcane ooeanth-- ASCE 7-93 components and cladding e)dernal pressue coefficients for the Interior(1) none and 8.4 pst top chord and 6.0 psf bottom chord dead bad we bang used. The design assumes eazipancY category I, terrainu evose C aril Pdernal pressure coefficlerrt condlGon 1. ft end vatcas or cantL-,vs exp they are exposed m wild. If padres east, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevalt water ponding.' 4) This truss has been designed for a 10.0 psf bottom dnord five bad nonconcu rent vdlh any other he loads. 5) A plate rating reduction of 201% has been applied for the Bean lumber members. OF E S S 6) Provide rnechaniral eoninection Ory others) of truss to bearing plate capable of withstanding 21 b uplift at joint 1 and 25 Ib uplift at joint 5. Qoo'`\ Oryq/ LOAD CAMS) Standard JIQIANG CAOCo C 66380 m � EXP. 01/30/06 P April 27,2005 0 • Job russ I russ I We Otyy TRUSSES K14 MONO TRUSS I 9 1 Job Reference (optional) JMW TRUSS, CATHEDRAL CITY, CA - 6.200 s Mar 5 2005 MiTek Industries, Inc. Wed Apr 27 15:48:35 2005 Page 1 I 5-11- 10-110 15.118 ' 5-11-5 4-10-6 ' 5-1-14 r.r Cem—Eer b— i • IR In 31AM112011 • 3.00 rl2 5 3x4 M1120 - S wm:: 4 3 3W MI120II 2 1 h Lzi x,0M1120= - B 7 ' 2x4MI20II UAW= I 5-11-5 10-110 3x5NO= 15.118 I 5.11-5 4=10.6 5-1-14 Plate Offsets[1:0-2-3,0-0-21 LOADING(psf) SPACING .2-0-0 CSI DEFL in (loc) Udell Ld PLATES GRIP TCLL 20.0 Plates Increase 125 TC 081 Vert(L.L) -026 8 >718 360 MIf20 189148 TCDL 14.0 Llmlberinaease 125 BC 0.99 Vert(TL) -0.36 18 >525 240 BCLL 0.0 Rep Stress Incr NO VVB 0.72 Horz(TL) 0.0B 6 rVa Na BCDL 13.0 Code UBC97/ANSI95 (Matra) Weight 5B Ib LUMBER BRACING TOP CHORD 2 X 4 HF Not TOP CHORD SheeMed, except end verticals. BOT CHORD 2 X 4 HF 165OF 1.5E BOT CHORD Rigid ceiling directly applied. . WEBS 2 X 4 HFStdx3WG ' REACTIONS (lb/si7e) 1=73603-8,6=7360-M Max Upfrft'1=1025(bad case 6), 6=30(bad case 7) Max Grav 1=1741(bad case 5),6--746W rase 4) FORCES (Ib) - Malumum CompressimWmarr um Tension TOP CHORD 1-2-x`9253950, 23=35822447, 34=2382/1460, 4-`r-1373%324, 5-6=15329 BOT CHORD 187-38065541, 78=2359/4115, 6.7=12232223 WEBS 2$261, 4-7=01456,2-7=1 104/184. 41092/68 NOTES 1) This truss has been designed for the bads generated by 70 mph winds at 25 ft above ground level located 100 m frcm the hu ncane omanine. ASCE 7-93 components and cladding a. temal pressure coefficients fur the irite ior(1) zone and 8.4 psf top chord and 6.0 psf bottom diord dead bad are being used. The design assumes oocupancy category I, terrain w posue C and Internal pressure ooefident cored tion I. ff end vatcas or canbL-v exist, they are exposed to , wind ff porches eldst, they are not exposed to wind. The ILY 1 DOL increase is 1.33, and the plate grip increase is 1.33 2) Ths truss has been designed for a 10.0 psf bottom dnni M bad noncorlanent with any caner M Inds, 3) A plate rating reduction of 201/6 has been applied for the greed lumber members. 4) Provide medlanical connection (by others) of truss m bearing plate.rapable of withstanding 1025(b uplift at joint 1 and 30 lb uplift at joint 6. O QF E S S 5) This truss has been designed for a total drag bad of 250 plf Conned truss b resist drag bads along bottom dlard from 0-0-0 to 15.118 for 250.0 pff ^/ Q `\ 0/Vq LOAD CASES) Standard JDANG CAO CID , C 66380 �, . m EXP. 01/30/06 April 27,2005 • 1-1 L o cuss russ ype - Dry y —]lob TRUSSES M10 C0MM0N 1 Reference (optional) JMW TRUSS, CATHEDRAL CITY, CA 6.200 s Mar 5 2005 MiTek Industries, Inc. Wed Apr 27 15:48:35 2005 Page 1 1 2-0-6 - 6Amigo% 4.1112 1 2-0-6 2-0-6 g®y,v 188 3.00 12 3 1 d w MATT 31<M1120- 2 -M 4.0-12 I 2-M 2-0-6 Plate Offsets :' :0-0-00.2.4 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ltd PLATES GRIP TCLL 200 Plates'lrlaease 125 TC 0.06 Vert(LL) -0.00 4 >999 360 M1120 10148 TCDL 140 Lumber Increase 125 BC 0.09 Vergn) -0.01 4 >999 240 BOLL 0.0 Rep Stress lncr YES WS 0.04 H=R) 0.00 3 Na Na BCDL 130 Cade UBC97/ANSI95 (Matrix) Weight 10 lb LUMBER BRACING TOP CHORD 2 X 4 HF Not TOP CHORD Sheathed or 4-1112 oc purfins. BOT CHORD 2 X 4 FF No.2 BOT CHORD . Rigid ceiling directly applied or 10-00 oc bracing. WEBS 2 X 4 HF ShdSd G REACTIONS Ob/size) 1=16906-8.3--16910-5-8 Max Upfift1=5(bad case 3), 3=5(bed case 3) FORCES (m) - Malcmum CAmpessioniMmor um Tension TOP CHORD 1-2=289/3, 2-3-28M BOT CHORD 14=0264,34=004 WEBS 24=0182 NOTES 1) Unbalanced roof rive bads have been considered far ft design 2) This truss has been designed for the beds generated by 70 mph winds at 25 It above ground Well located 100 mi from the hurricane oocanlule. ASCE 7-93 components and cladding dAw" l pressure ooefidents for the hbricr(1) zone and 8.4 psf tcrp chord and 6.0 psf boftn chord dead bad are bang used. The design assumes occupancy cetteWy 1, terrain el;posure C and i nWnial pressure coeflident condrGon I. If end verticas or cantilevers exist they are exposed to wind. If porches adsk they are not exposed ID wind. The lumber DOL i ndease is 1.33, and the plate grip increase is 1.33 3) This truss has been designed far a 10.0 psf bottom chard live load nonconamrlt with any other he bads. 4) A plate rating reduction of 20% has been applied for the geed lumber members. 5) Provide mechanical connection (by others) of truss to bearing plain capable of W ltl tnding 5 l uplift atjoint 1 and 5 Ib uplift etjoint 3. OV ESS 10,A �o` LOAD CASES) Standard \q� F JDANG CAO C,.) C 66380LLJ m EXP. 01/30/06 April 27,2005 C7 Job cuss ype ty y TRUSSES Fuss 11 COMMON 6 i Job Reference (optional) JMW TRUSS, CATHEDRAL CITY, CA 6.200 s Mar 5 2005 MTek Industries, Inc. Wed Apr 27 15:48:35 2005 Page 1 1 2.0.6 WMIM1 , 4-0&12 1 2-0-6 2-0-6 2 ' 5®1e=18.9 3.09 12 3 1 d 3xa M1129' a 3x4 Mai- 2-" 40-12 1 2-0-6 2-" Plate Offsets :44-0 42-4 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) - Vdefl . L/d PLATES GRIP TCLL 20D Plates Increase 125 TC 0.06. Vert(L.L) -0.00 4 >999360 M1120 185/148 TCDL 14.0 Lumber Increase 125 BC 0.04 Ver(M) -0.01 4 >999 240 BCLL 0.0 Rep Stress Inv YES WB 0.04 Ho z(TL) 0.00 3 rVa rVa BCDL 13D Code UBC97/ANS195 (Matra) Weight 10 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or4�12 co purlins. BOT CHORD 2 X 4 HF No2 BOT CFIORDRigid ceiling directly applied or 10-00 co bracing. VAM 2 X 4 FFSLd/StdG REACTIONS (lb/size) 1=164x45-8, 3=16W58 Max Upliftl=5(bad case 3), 3-5(load case 3) FORCES (b) - Ma)dmum CoTipresrda Wain um Tension TOP CHORD 1-2--289/3,2-3--28913 BOT CHORD 14=0264,34=004 WEBS S4=OW NOTES 1) Unbalanced roof live bads have been carsidered for this design 2) This truss has been designed for the bads generared by 70 mph winds at 25 ft above ground level bared 100 mi tan the hurricane oceanline. ASCE 7-93 - components and cladding adernal pressure coefficients for the interior(1) zone and 8.4 psf top Chord and 6.0 psf bottom chord.dead bad are being used. The design assumes occupancy category I, terrain exposure C and internal pressure ooetlident condition I. If end verticals orcantilevers east, they are exposed m wind. If porches eJdst, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate jdp inaBase is 1.33 3) This tnss has been designed tar a 10.0 psf bourn Chord the bad rcrmrxznent with arty other M bads. 4) A plate rating reduction of 20% has been applied fix the Teen lurmber members. 5) Provms ide ec hanical connection (by others) of truss tc bearing plate capable of Withstanding 5 b uplift at joint 1 and 5 b uplift at)oint 3. fC ESS / �N LOAD CA—SAS) Standard Q o)'O JDANG CAO C 66380 m � EXP. 01/30/06 F CAO�� April 27,2005 Job russ Truss Type ry y TRUSSES ' N10 COMMON 1. T2J.b eference (optional) JMW TRUSS, CATHEDRAL CITY, CA 6.200 s Mar 5 2005 MTek Industries, Inc. Wed Apr 27 15:48:36 2005 Page 1 r 4-10-5 844 11-10-3 - , - 15-54 1 T 1 4-10-5 3515 3515 377-1 ru >>_ �---4 S 71 LU le hwn®rl r6 844 15-54 8.4-4 7-1-0 Plate Offsets :1:04-11 6..oa-004.8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Lid . PLATES GRIP. Tq1 20.0 Plates Increase 125 TC 0.74 Vert(LL) -0.13 5-6 >999 360 M1120 18SM48 TCDL 14b Lumber Increase 125 BC 0.92 Vert(R) -0.32 5-0 >574 240 BOLL 0.0 Rep Stress Incr NO M 0.40 H=(TL) ' 0.03 5 rya nfa BCDL 13.0 Cade UBC97/ANSI95 (Matrix) Weight 118 lb LUMBER BRACING TOP CHORD 2 X 4 HF Not TOP CHORD Sheathed or 4512 oc purlins. BOT CHORD 2 X 6 HF Not BOT CHORD Rigid ceiling diredhr applied or 10-M oc bracing. WEBS' 2 X 4 HFSWdIS1dG WEDGE r Right 2 X 4 HF SW GW REACTIONS (Ib/size) 1=1311/0-58, 5-25580458 Max Upl l=-61(load case 3), 5=146(bad case 3). FORCES (m) - Maximum Ccmi ressorlMlaximum Tension TOP CHORD 1-2--4351=2-3=4104=a4--4121r=45--4242j271 BOT CHORD 1-7=24214147,6-7=242/4147,5.&-231/4024 WEBS 2-&-2M%, a& 1720,4-6-1137/1123 NOTES -1) 2-* miss b be conceded together with 0.131'53' Nals as folkms: Top chords connected as Umk 2 X 4 -1 rovv at 0-9-0 oe Bottom chords donnededasblt vs:2X6-2 rows at0-9-0oc. Webs connected asfiobNs:2X4-1 rev at 0-90oa 2) Al bads are considered equally applied to all plies, except if noted as frond (F) or back (B) face in the LOAD CASES) section. Ply to ply connedore have been loto distribute only bads, noted as 0:) or (B), unless otherwise indicated. of ESS / 3) Unbalanced roof live bads have been considered for this design. Q 4) This Iniss has been designed for the bads generated by 70 mph winds at 25 ft above ground level located 100 rr from the hunirane ooeenli ne. ASCE 7-93 Q q� components and cladding eternal pressure coefficients for the interior(l) zone and 84 psf top card and 6.0 pelf bottom clad dead bad are barn used. The �� F desgn assumes occupancy calejoty I, terrain egxosiue C and internal I. If they pressure coeffident condition end verticals orcantilevers e6 are exposed ,\�V J IQ IAN G CAO wind. If padhes exist #W are not exposed to wind. The lumber DOL norease is 1.33, and the plate grb increase's 1.33 � 5) This truss has been designed for a 10.0 psi bottom orad he bad nonomwent with any other he loads C C 66380 6) A plate rating reduction of 20°76 has been applied for the green lumber rmertdoers. rZl -1) Provide mechanical connection (by others) oftruss to bearing plate capable of withstanding 61 Ib uplift atjoint 1 and 146 lb uplift at pmt 5. W r, -I 8) Girder cariestieinspan(s):16-5-0 from 8-0-0to1554 EXP. 0100/06 LOAD CASE(S) Standard 1) Regular. Lumber Increase=125, Plate Increase=125 Q Uniform Loads (calf) \ Vert 1-7=26, 5.7=354(F=328),1 -3=66,35=s6 c April 27,2005 Job russ Truss Type ryy TRUSSES N11 COMMON I 3 1P'TJob eference (optional) JMW TRUSS, CATHEDRAL CITY, CA X6.200 aMar 5 2005 MiTek Industries, Inc. Wed Apr 27 15:48:36 2005 Page 1 4-6-5 * 84-4 12-2-3 i 15-5-4 - 4-6-5 3-9-15 3-9-15 3-3-1 mom= 0 >m r s a 84-4 15.5 8-4-4 7-1-0 Plate Offsets MY): (1:0-1-3,0-0-71,[6:04-3,0-0-131,[7:04-0,0-M LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 'Vdefl Ud PLATES GRIP TCLL - 20.0 Plates Increase 125 TC 0.36 Vert(LL) -0.11 1-7 >999 360 M1120 1851148 TCDL 14.0 Lumber Increase 125 BC 0.61 Vert(TL) -0.31 1-7 >596 240 BCLL 0.0 Rep Stress Inor YES WB 0.19 Ha An) 0.04 6 Na rVa BCDL 110 Code UBC97/ANSI95 (Matrix) Weight 50 lb LUMBER BRACING TOP CHORD 2 X 4l-¢ No.2 TOP CHORD Sheathed or 3-10.7 oc purGrs. BOT CHORD 2 X 4 HF Not BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WBS 2X4HFShidGWG SUDER Right 2 X 4 HF Stud/Std -G1-3-3 REACTIONS (lb/size) 1=7150-5-8, M0-&8,6=7150-5-8 , Max Upfift1=20(load case 3), 6=2((load case 3) FORCES (Ib) - Maximum Compress crWaAmum Tensor TOP. CHORD 1-2=1834/108, 2-31411/45, 3-0=-1397/45, 4-5=1461/84, 5.6---14WM BOT CHORD 1-7=72(1738,6-7=45/13139 WEBS 2-76992, 3-7-408, 4-7=134/124 NOTES 1) Unbalanoed roof Live loads have been easidered b-thisdesign. 2) This truss has been designed Tar the loads genaated by 70 mph winds at 25 ft above ground levet located 100 mi horn the hurricane oceardne. ASCE 7-93 cornponents and cladding wdarrd pressu e_ooefidens for the interior(l) zone and 8.4 psf top clad and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and Internal pressure coefficient condition I. ff end verticals orcan5levers exast they are e-vmed tD wind. If porches east, they are rat e)posed to Wind. The lumber DOL'uxrease is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord lice bad nonconaarent Wth any other Live leads. 4) A plate rating reduction of 20% has been applied for the green lumber mendiers. C o p ESS 5) Provide mechanical connection (by others) of buss b bearing plate capable of witInstandrg 20 lb uplift at Ont 1 and 20 lb uplift adjoint 6. 1 LOAD CASE(S) Standard JDANG CAO C 66380? cl—' EXP. 01/30/06 • F CA��F�� :April 27,2005 0. Job russ Truss Typery y TRUSSES N12 COMMON 1 3 Job Referenceo tional JMW'TRUSS, CATHEDRAL CITY, CA 6.200 s Mar 5 2005 MiTek Industries, Inc. Wed Apr 27 15:46:36 2005 Page 1 1 5.1-13 8-0-4 111'x11 16-7-0 1 i 5-1-13 3-2-7 3-2-7 5-0-5 . s�=,can 40 M112= 3 3.00 1t ' 301 MLV- 301 MILDS Z 4 , s Li Li - 4t M=11 e r e e 3,9141120118x10M1110= >IBMIIM 1 4X8 M1120- 4MMIIZ1- 14-8 1 8.44 16-7-0 1 1 � 14$ 6-11-12 8.2-12 PlateOlfsets[5:0-2-0,2-5-41,[5:0-5-3,0-0-121,:0500-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GWP TCLL200 Plates Increase 125 TC 020 Vall -0.05 6 >999 360 MII20 1851148 TCDL • 140 Lumberinaease 125 BC 0S5 Vert(TL) -0.10 6 >999 240 BCLL 0.0 Rep Stress [nor NO WB 0.17 Haz(fL) 0.01 5 nra Ina BCDL 130 Cade UBC97/ANSI95 (me* Waght 237 b LUMBER BRACING TOP CHORD 2 X 4 HF Not TOP CHORD Sheathed or 6-0-0 oc purlins BOT CHORD 2 X 8 OF SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud5ld G WEDGE Right 2 X 4 HF SWd/Std REACTIONS (rols¢e) 5=4979/0-5-8, 1=101110,$8 Max UPffl5=�455(bad case 7),1=-339(bad case 6) Max Grav 5=52900oad case 4),1=1328(bad case 5) FORCES(lb)-MmdmumCompresgttvMmamumTerlsm TOP CHORD 12-4008&1217, 2-3=31301586, 3-0=3123378, 45=-561341244 BOT CHORD 1-8-- 11693766, 7.8=4,'i0[i101, 6-7=47314785, 6-9=54515412, 5-9=1121/5481 WEBS 2-7=-403/147, 3-7=141060, 4-7=2274202, 218=-188123, 4- x-44/1092 NOTES 1) Spada] connection required to distribute bottom chord loads equally between all plies. 2) 3pty truss to be conrkled togetherwifh 0.131'X8" Nails as follows: Tap &ads conned as fellows: 2 X 4 -1 raw at 0-90 oc Bottom chords connected as fdbws 2 X 8 - 4 rams at 0-40 oc. Webs connected asfdbws:2 X4 -1 row at 0-M oc. o ESS of / 3) All loads are considered equally applied to a1 pries, except I noted as front (F) or beck (B) face in the LOAD CASE(S) sec6on. Py to ply connections have been provided to distribute only bads noted as (F) or (B), unless otherwise i ndicaW. 4) Unbalanced roof live bads have been considered for this design. 5) This truss has been designed forte bads by 70 258 level located 100 from hurricane �V� generated mph winds at above ground mi the ooeanline. ASCE 7-93 J I Q IAN G CAO components and cladding adarnal pressure coefficients for the interior(l) zone and 8.4 psf top cord and 6.0 pelf bottom clad dead bad are bang used. Th G> design assumes o cupancy category I, terrain aVostue C and 'internal piess<ne coefident amdi ion I. If end vertices a cantilevers etast, they are C 66380. wind. If porches east they are not agwed b Wind. The lumber DOL increase is 1.33, and the plate grip increase's 1.33 Q rZr t 6) This truss has been designed for a 10.0 psf bottom chord he bad nonoorxurent with any other he loads. W r--1 7) A plate rating reduction of 20% has been applied far the green lumber members. EXP. 01/30/06 8) Provide mechanical connection (by others) of truss to bearing plate capable of Wft standing 4551b uplift atjoint 5 and 339 b uplift at joint 1. 9) This truss has been designed for a total drag bad of 150 plf. Conned truss to mist drag bads along bottom chord from 0-00 to 16-7-0 for 150.0 pff 10) Hanger(s) or other connection deice(s) shall be provided sufficient to support mnoenhated load(s) 4482 Ib dawn and 132 Ib up at 1550 on bottom chord. design4seleition of such connection devioe(s) is the responsibility of others. LOADS) Standard 1) Regular. Lumber Increase --1 Plate Irweas�125 un�rm,I � Vs 1---s6 3-5= sM April 27,2005 Concentrated Leede (lo) Vert 9=4482(F) I . Job russ ry - TRUSSES N13 ITrussType COMMON 5 IPIY 1 Job Reference (optional) JMW TRUSS, CATHEDRAL CITY, CA 6.200 s Mar 5 2005 MiTek Industries, Inc. Wed Apr 27 15:48:37 2005 Page 1 4.6.5 12-2-3 , 16.7-0 4-0.5 3-9-15 3$15 ' 44-13 sme=Isss Cants=3/I61n 4.M120= 3 3.00 12 bAM120Z 2x4 M1120% 2 � 5 t�rej r e 55 MIQ0= 415MII20= r 844 16-7-0 _ 416M1120= ' 8.4.4 8-2-12 Plate Offsets :6:0-0-00-3-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 125 TC 0.40 Vert(LL) -0.11 1.6 X999 360 M1120 185/148 TCDL 14D Lumber Increase 125 BC 0.77 Vert(TL) -029 1-6 X661 240 BCLL 0.0 Rep Stress Ino NO WB 024 Horz( L) 0.05 5 rya rVa BCDL 13.0 Code UBC97/ANSI95 (Mabix) Weight 51 lb LUMBER BRACING TOP CHORD 2 X 4 HF Not TOP CHORD Sheathed or 300 oc purfins BOT CHORD 2 X 4 HF Not BOT CHORD Rigid ceiling directly applied or 51'-10 oc bracing. WEBS 2X4HFSLxSWG REACTIONS Obts¢e) 1=75841,5$, 5--75810-5-8Mau Uprft1=309(load case 6), 5=309(bad rase.7) Max Gav 1=1046(load rase 5), 5=1046Oeed case 4) FORCES (b) - Max num CcmpressoNMa>amum Tension TOP CHORD 1-2=2950/1097, 2;3�— 21141511, 34=2105/503, 4 2887/1066 BOT CHORD 1-6 -10392755, 5&=10072687 WEBS 2-6-5&154.16=0505.4-6=4 157 NOTES 1) Unbabnoed roof live bads have been considered for this design. 2) This tress has been designed for the bads generated by 70 mph winds at 25 It above ground level located 100 and from the hurricane ooeanline. ASCE 7-93 components and cladding external pressure eoeflidents far the in[erior(1) zone and 8.4 psf top dlord and 6.0 psf bottom child dead bad are being used. The design assumes occupancy category I, tarain exposure C and Internal pressure meffident condition I. If end verticals or cantilevers exist, they are exposed b wind ff porches e1asL they are riot exposed b wind. The lunmber DOL se's 1.33, and the plate go increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord rive bad rormna rrelt With any other live bads. 4) A plate rating reduction Df 200% has been applied for the green lumber members. C Q Q E S S 5) Provide mechanical connection (by others) of puss to bearing plate capable of w t standing 309 lb uplift atjoint land 3091b uplift atp nt 5. f 6) This tnss has been designed fora total drag bad of 125 plf Conned truss b resist drag loads along bottom dnord from &M to 16-7-0 for 125.0 pit LOADS) standard JIQIANG CAO C , C 66380?. EXP. 01/30/06 F CAL\F�� April 27,2005 Job russruss ype ry y - TRUSSES N13A COMMON 5 •1 - Job Reference (optional) ' JMW TRUSS, CATHEDRAL CITY, CA - - 6.200 s Mar 5 2005 MiTek Industries,Inc. Wed Apr 27 15:48:37 2005 P399 —1 4-6.5 8-0 4 12-2-3 , i 16-7-0 1 48-5 3-315 3-315 4-0-13 . bi, 311ae cae66ar=3rl et6 - 41WM1120= 3 3.00 12 bAM112oz 2R1 MIm3% 2 , . 1 • 5 3v6M112W e ' w M1120= WM112011 316M1[M- 14-8 84-4 16-7-0 1-4-8 611-12 8.2-12 PtateOtrsefs : [1:0-1-14,0-1-81,(1:0-1-2,14-41,[6:0-",0-3-0 LOADING(OSO SPACING 2-0-0 CSI bEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 125 TC 0.87 VaU) -0.11 1-6 >999 360 MII20 185148 TCDL 14.0 Lumber Increase 125 BC 0.71 Vert(TL) -029 1-0 X661 240 BOLL 0.0 Rep Stress Inv YES WB 024 Horz(TL) 0.05 5 rVa Na BCDL 13.0 Code UBC97/ANSI95 (Matrbc) Weight 52 lb LUMBER BRACING TOP CHORD 2 X 4I -F Nat TOP CHORD Sheathed or 38.14 oc purlins. BOT CHORD 2 X 4 HF Not BOT CHORD Rigid ceiling day applied or 10-0-0 oc bracing. WEBS 2X4HFSIucMG WEDGE Left 2 X 4 HF Strxl51d REACTIONS (lb/size) 1=75811158, 5=7589.58 Max Upl h=21(load rase 3),5--21 Qoad case 3) FORCES(b)-Ma)dmumCompression/MaidmumTension TOP CHORD 1-2=1996/110, 21580145, 34=1580'45, 45=-19601108 BOT CHORD 1-6--75/1893,56--T, /1853 WEBS 2461195, 3 61505, 4£=42592 NOTES 1) Unbalanced roof live bads have been considered for this design. 2) This truss has bear designed forte loads gerlaated by 70 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanfne. ASCE 7-93 components and cladding external pressure ooelfiden s for the interior(1) zone and 8.4 psf top chord and 6.0 psf bottom dord dead bad are bang used. The design assumesoccupancy category I, terrain exposure C and'vtterna pressure coefficient oondition I. If end verticals or cantilevers exist, they are exposed to Wind. If porches esti% they are not exposed to wind. The lumber DOL Increase is 1.33, and the plate grip increase is 1.33 4) This truss has been designed fru a 10.0 psf bottom Cord live bad nornmrnarrent with arty other rive loads. E S S plate rating reduction of 209/.6 has been applied for the green lumber members. Q ``QF Q �f 5) Provide mechanical connection (by others) of truss to bearing plate capable of wittistandng 21 Ib-upfi t atjoirnt 1 and 21 b uplift at joint 5. LOAD CAWS) Standard ` JDANG CAO C 66380 m �-C/), � EXP. 01/30/06 F CAL\F�� April 27,2005 Job • Truss Truss Type tyipry, - TRUSSES N14 N 3 1 , ' Job Reference (optional) .JMW TRUSS, CATHEDRAL CITY, CA '- 6.200 s Mar 5 2005 MiTek Industries, Inc. Wed Apr 27 15:48:38 2005 Page 1 41(5 8-0-4 12-2-3 , 16-3-8 r T 4-6-5 3$15 3$15 • 4-1-5 Sae•,250 Lamb.-Meh 4xAMl= 3 ' 3.00 12 2.4 141120� 2m M1120� 2 4 1 ' 5 Lu B ' Sxe MIQ(C 4x5MIE20- 8-" 16-3$ 415M1Q0- 8.4-4 7-113 Plate Offsets :6:0a-00-3-0 LOADING04 SPACING 2-0-0 CSI DEFL in (loc) Vdefl Lid PLATES GWP TCLL 20.0 Plates Increase 125 TC 0.74 VergU) -0.11 1-6 >999 360 M1120 185'148 TCDL 14.0 Lumber Increase 125 BC 0.79 Vert(TL) -029 1-0 X650 240 BOLL - 0.0 Rep Stress Incr NO' WB 023 H=(R) 0.05 5 n1a rVa BCDL 13.0 Code UBC97/ANSI95 (Matrix) Weight 50 lb LUMBER BRACING TOP CHORD 2 X 4 HF No2 TOP CHORD Sheathed or 304 oc purlins. BOT CHORD 2 X 4 HF Not BOT CHORD Rigid ceiling directly applied or 5.6.8 oc bracing. WEBS 2X4FF,SkxMG REACTIONS (lb/size) 1=744/0•5$, 5=74410-5-8 Max Upfrftl=-312(bad case 6), 5=312(bed case 7) Max Grav 1=1035(bad rase 5), 5=1035(bad case 4) FORCES (m) - Maimum CompressoNNlaidmum Tension TOP CHORD .1-2--2910(1105,2-3 20701521, 3-0=2041/493, 4-5r-2701/1002 BOT CHORD 1.6--10467716; 56=xJ382492 WEBS 2-6--W54,36=01482,4-6=428/166 NOTES 1) Unbalanced roof live bads have been considered for this design. 2) This truss has been designed for the bads generated by 70 mph winds at 25 ft above ground level located 100 mi from the hurricane oceadi ne. ASCE-7-93 components and deciding external pressure metficients for the untenor(1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead bad are bang used. The design assumes oocuparuy category I, tanain elglceuue C and trntemial pressure coefficient oondilim I. If end ver boas a cantilevers east, "are exposed to wind. If porches wast, they are not exposed to wind. The kimber DOL increase is 1.33, and the plate gr¢i increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord he bad norlmnarre nt with any other he bads. 4) A plate ratng reduction of 209/6 has been applied for the green lumber members. pF E S S 5) Provide mechanical connection (by others) of truss b bearing plate capable of W t standing 3121b uplift atjoint 1 and 312 b upfift atjdnt 5. ` Q� 6) This truss has been designed fore total drag bad of 125 plf: Conned truss to resist drag loads along bottom chord from 0-0-0 to 16-3 fbr 125.0 plF. LOADS) Stanclaid JIQIANG CAO C 66380 m 4-1 EXP. 01/30/06 F CAO April .27,2005 A Q 'STRUCTURAL CALCULATIONS JOB # 04-1402-14 GIOIA RESIDENCE 53-760 VIA BELLAGIO - THE HIDEAWAY LA QUINTA, CALIFORNIA 92253 PREPARED FOR JIM McINTOSH CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONST UCTION "A � 5 April 25, 2005 FE .....N V ZFY __YOU�Q Z rn .SE 4044 / yg, MARCH 51, 2005 "l�ii,€6 Tosww�'Via:,.tip;,. @ iFd6 com X, 41'•;,x: `,�' F GA PtPAT D DER THE(Q�9, D/ PR OF. UM rMEKPA IS PUb By OTM 5 JEFFREY B. YOUNG, S.E.m IN� �vete96i0 n%L VERTICAL LOADS: ROOF: TYPICAL (PITCHED) TYPICAL (FLAT) DEAD LOAD: DEAD LOAD: 1/2"PLYWOOD 1.50: 1/2"PLYWOOD 1.50: TILE 18:00-. BUILT-UP ROOF 5.50' 2X12 OR 2X TRUSSES @ 24" 2:10: 2X12 @ 24" r 3.20::: 1/2" DRYWALL 2.50 1/2" DRYWALL 2.50 INSULATION 9:00::: INSULATION 1:00' MISC. 777T9671 1:90:. MISC. .......Tr o TOTAL27.00 P.S.F. TOTAL15.00 P.S.F: ADD 10 P.S.F. FOR STUCCO SOFFITS LIVE LOAD: >4:12 <4:12 LESS THAN 200 S.F T.A 16.00 P.S.F. 20.00 P.S.F. 201-600 S.F. T.A. 14.00 P.S.F. 16.00 P.S.F. GREATER THAN 600 S.F. T.A. 12.00 P.S.F. 12.00 P.S.F. FLOOR: DECK: DEAD LOAD: DEAD LOAD: 3/4" PLYWOOD s' "2:30: 3/4" TILE ?:<'i. :1.0:00:: 3/4" GYPCRETE ;. .6.50i 2" LIGHT WT. CONC. 16.00: CARPET &PAD 1:00, 3/4" PLYWOOD ' 2:30 TRUSSES @ 16" o% 3.00: 2x12 @ 16" o/c 3:20: 5/8" DRYWALL 3'.13: 7/8" STUCCO 10:00 INSULATION 1:00. MISC. 7:50 MISC. TOTALr 20.00 P.S.F. TOTAL 44.00 P.S.F. LIVE LOAD RESIDENTIAL FLOOR 40.00 P.S.F. DECK 1 60.00 P.S.F. RF RES -BU HEAVY TILE SC(Gioia)(04-1402-14)(9-20-04)V2.00.xls L " TYPICAL INTERIOR 2X4 DEAD LOAD: , 2 LAYERS 5B" DRYWALL 6.25: " INSULATION ;61.00- 2X4 STUDS @ 16" O/C MISC. TOTAL 10.00 P.S.F. TYPICAL INTERIOR 2X6 - DEAD LOAD: 2 LAYERS 5/8" DRYWALL x INSULATION 2X6 STUDS @ 16" O/C MISC... 5; i TOTAL 10.00 P.S.F. TYPICAL EXTERIOR 2X6 • DEAD LOAD: " STUCCOx1.0:00, 1 LAYERS 5/8" DRYWALL INSULATION" 1..00::: " 2X12 STUDS @ 16" O/C '• ' y.x • - .1.60i MISC. TOTAL • 17.00 P.S.F. , ' • it RF RES -BU HEAVY TILE SC(Gioia)(04-1402-14)(9-20.04)V2.00.xls VERTICAL LOAD DESIGN DESIGN DATA: LUMBER: NO. 1 DOUGLAS FIR -LARCH W.C.L.I.B. GRADING SIZE Fb psi Fbr psi Fv psi Fc psi E psi SINGLE REPETITIVE 2X4 1500 1725 95 1495 1700000' 2X6 1300 1495 95 1430 1700000 2X8 1200 1380 95 1365 1700000 2X10. 1100 1265 95 1300 1700000 2X12 1000 1160 95 1300 .1700000 i 2X14 & WIDER 900 1035 95 1300 1700000 4X4 1500 — 95 1495 1700000 4X6 1300 — 95 1430 1700000 4X8 .1200 — 95 1365 1700000 4X10 1100 — 95 .1300 '1700000 4X12 1000 — 95 1300. 1700000 4X14 & WIDER 900 — 95 1170 1700000 6X6 1300 — 85 925 1600000 6X8 1300 — 85 925 1600000 6X10 1300 — 85 925 1600000 6X12 1300 — 85 925 1600000 6X14 1300 — 86 925 1600000_ ABOVE VALUES DO NOT INCLUDE LOAD DURATION FACTORS GLU-LAM BEAMS SIMPLE CANTILEVER MICROLAMS PARALLAMS. 24F -V4 DFIDF 24F -V8 DFIDF TRUS JOIST TRUS JOIST Fb--2400 psi Fb=2400 psi Fb--2800 psi Fb--2900 psi Fv-166psi Fv=165ps1 Fv--285ps1 Fv=290ps1 E=1800000ps1 E=1800000ps1 E=2000000ps1 E=2000000psi POSTS: No.1 DOUGLAS FIR -LARCH SIZE Fb psi Fv psi Fe psi E psi 6X 1200 86 1000 1600000 CONCRETE: Pe -2500 psi REINFORCING STEEL: GRADE 40 GRADE 60 BARS 4 AND SMALLER BARS 5 AND LARGER STRESS No. 1 SC(Gioia)(04-1402-14)(9-20.04)V2.00.xls VERTICAL LOAD DESIGN . DESIGN DATA: LUMBER: NO. 2 DOUGLAS FIR -LARCH W.C.L.I.B. GRADING SIZE Fb psi Fbr psi Fv psi Fc psi E psi SINGLE REPETITIVE 2X4 .1313 1510 95 1495 1600000 2X6 1139 1310 95 1430 1600000 2X8 1052 1210 95 1365 1600000 2X10 961 1105 95 1300 1600000 2X12 874 1005 95 1300 1600000' 2X14 & WIDER 788 906 95 1300 1600000 4X4 1312 — 95 1495 1600000 4X6 1138 — 95 1430 1600000 4X8 1138 — 95 1365 1600000 4X10 1050 — 95 1300 1600000 4X12 962 — 96 1300 1600000 . 4X14 S WIDER 875 — 96 1170 1600000 6X6 875 — 86 925 1600000. 6X8 875 — . 85 925 1600000 6X10 875 — 85 925 1600000 6X12 875 — 85 925 1600000 6X14 875 — 85 925 1600000 ABOVE VALUES DO NOT INCLUDE LOAD DURATION FACTORS GLU-LAM BEAMS SIMPLE CANTILEVER MICROLAMS PARALLAMS 24F -V4 DF/DF 24F -V8 DF/DF TRUS JOIST TRUS JOIST Fb--2400 psi Fb=2400 psi Fb=2800 psi Fb--2900 psi Fv=165ps1 Fv-165ps1 Fv--285ps1 Fv--290ps1 E=1800000ps1 E-1800000ps1 E-2000000psl E=2000000psi POSTS: No. 2 DOUGLAS FIR -LARCH SIZE Fb psi Fv psi Fc psi E psi 6X 750 85 700 1300000 CONCRETE: REINFORCING STEEL: 9 Pc -2500 psi GRADE 40 GRADE 60 BARS 4 AND SMALLER BARS 5 AND LARGER STRESS No. 2 SC(Gioia)(04-1402-14)(9-20-04)V2.00.xls -4- LOAD CASES: 4 STRENGTH DESIGN: (12-1) 1.41) (12-2) 1.2D+1.6L+.5(Lr OR S) (12-3) 1.2D+1.6(Lr OR S)+(f1 L OR .8W) (12-4) 1.2D+1.3W+f1 L+.S(Lr OR S) (12-5) 1.2D+1.OE+(f1 L+f2S) (12-6) .913 +1- 0.0E OR 1.3W) f1=1.00 FOR LL>=100 & GARAGE f1=.5 OTHERS I f2=.7 ROOF THAT DO NOT SHED SNOW f2=.2 OTHERS'' - ALLOWABLE LOAD CASES` (12-7) D (12-8) D+L+(Lr OR S) (12-9) D+(W OR E/1.4).. r (12-10) .91) +%_ E/1.4 (12-11) D+.75(L+(Lr OR S)+(W OR E/1.4)] = MAY NOT USE 1/3.RD STRESS INCREASE ALTERNATE ALLOWABLE CASES: . E=pEh+Ev (12-12) D+L+(Lr OR S). Em --OMEGA Eh (12-13) D+L+(W OR E/1.4) (12-14) D+L+W+S/2 p= 2-20/rMAX(Ab)^.5 *" (12-15) D+L+W+S/2+W/2 1<p<1.5 (12-16) D+L+S+E/1.4 MAY USE 1/3 RD STRESS INCREASE r LOAD CASES SC(Gioia)(04-1402-14)(9-20-04)V2.00.xls 5 I r l � f. o. 7 O UNG ENGINEERING SER y'IC'ES-Mmw.va�u en9r.com 7804 Wildcat Dr. Palm Desert, Ca. 92211 p.(760) 360-5770 f.(760) 360-5719 SIMPLE BEAM INPUT ROOF OL (a)= 27 PSF ROOF LL a)= 20 PSF ROOF DL (b)= 15 PSF ROOF LL (b)= 20 PSF SOFFIT LOAD (c)= 10 PSF FLOOR DL = 0 PSF FLOOR LL d)= 0 PSF FLOOR DL (e)= '0 PSF FLOOR LL Ie1= 0 PSF SOFFIT LOAD I & 10 PSF WALL Ia1= 17 PSF WALL 1h1= 10 PSF BEAM DENSITY "05 PCF L OL '180 TOLL 240 SAWN 1= REFER TO ALLOWABLE STRESS SHEETS IN CALCS No. 1 DF -L SAWN 2= No. 2 DF -L REFER TO ALLOWABLE STRESS SHEETS IN CALCS Fv Fb E LVL= MICROLAM 285 2600 1900000 PSL= PARALLAM 290 2900 2000000 LSL= TIMBER STRAND 400 2600 1700000 GLB= GLIF_ LAM BEAM 165 2400 1800000 SS BEAM S C (G I o IA) (0a-1402-14) (9-2 1 -04) V2.02. x l s YOUNG ENGINEERING SERVICES* www-valuengr 77804 Wildcat Dr. Palm Desert, Ca. 92211 p.(760) 360-5770 f.(760) 360-571 SIMPLE BEAM RESULTS SS BEAM Sc(GIoIA)(04-1402-14)(9-21-04)V2.02.xis ti RAFTER -JOIST TABLE SPACING 24 DL(PSF)= j4ho RAFTER -JOIST TABLE SPACING 24 DL(PSF)= US' 2X10' LL(PSF)= .20 TL(PSF)= 4-) L.D.F.= -:,�I,'25 DL+LL DE, -;-x.,,1240 LL DEFLE N-480 PITCH _*y 3 SIZE= WEIGHT(LB/FT')= GRADE SPECIES= Fb(PSI)= Sx(IN A 3)= Fv(PSI)= A(IN A 2)= E(PSI)-- I(IN A 4)= DEPTH(IN..)= MAX SPAN (FT. )= I 2X4 2X6. US' 2X10' 2X12: 2X14. 1.28 2.01 2.64 3.37 4.10 4.83 1N0.,1 DF -L -NO.1 W-1, NOA DF -L -No.l+ DF -L. :':t No. 1 - DF -L' N0.1 DF -L 1725..:" 1495 - 1380: 1265-1150 1035 7.56: - 13.14 21.39 31'.64- 43.89 95 95- 7 ..95! '95. 95-'"'. '8.-25 --:10' 13.881.:- .1 6:88` 19"88., .'l'T-.70E'+06; 1.70E+:06 -1.70E :1.70E+06 "AJ0E-+:06*, 1J0E-+06++.-- lm: 536 J -.Y' 20.80. 47.63::* :98.93:- 1:77.98., - ; % ... . 290.78'. 3:50: -l -'1w: w:;A' -50,, '2 5 5 .7. 9.25 -- 6.93 11 9.35 12.30 15.22 17.58 19.46 BENDING SHEAR DL+LL<LJ240 LL<L/480 6.73 9.90 12m 15.22 17.58 19.46 9.30 14.75 19.34 24.50 29.64 34.60 5.93 9.35 12.30 15.66 19.00 22.32 7 6.33 9.94 13.10 16.72 20.33 23.95 SIZE= WEIGHT(LB/FT')= GRADE & SPECIES Fb(PSI)= Sx(IN A 3)= Fv(PSI)-- A(IN A 2)= E(PSI)= I(IN A 4)= DEPTH(IN.)= MAX SPAN(FT.)= 2X6.. 2X8•2X 2XI2.r 2X14 1.28 2.01 2.64 3.37 4.1-0 4.83 No:2 ,DF=L %N0.2 EDF -L 'N0.21DF�L N0.'2.'DFL 'NO.2VIF-L, :NO.2VF=L+_*, 1310.:, 1105: s..1005 .906: '06:1 7 7 -0 r Y- 3. 13.14%- 43.89 31.64'r 95 1:- 95� � 1 ", :.. 1. . 95'.. , 95 95., 95 5.25 8.25 10.88:- 13.88 16.88, 19.881. '1.60E + 06 1.60E + 06 1.'60E + 06 1.60E.+ 06 1-.60E + 096 1.60E +.06 5.36! 20.80- 47.63:! 98.93,�t 177.981 290.78.' 3.50) 5.50 • 7.25'. 9.25'. 11.'501:- 1.3.25:.". 5.81 9.17 11.71 14.22 16.44 18.21 BENDING SHEAR DL+LL<L/240 ILL<L/480 6.30 9.27 11.71 14.22 16.44 18.21 9.30 14.75 19.34 24.50 29.64 34.60 5.81 9.17 12.06 15.34 18.62 21.87 6.20 9.74 12.84 16.38 19.92 23.47 GEN RAFTER SC(Gioia)(04-1402-14)(9-20-04)V2.00.xis STUD TABLES STUD TABLES SC(Gioia)(04-1402-14)(9-20-04)V2.00.xls _9_ 2X4 DF -L at 16" o/c LDF=1.60 2X4 DF -L at 16" o/c 70 MPH EXP. C 80 MPH EXP. C HEIGHT LOAD/STUD HEIGHT LOAD/STUD No.2 No.1 No.2 No.1 10 959 1112 10 750 915 11 674 807 11 467 614 12 458 576 12 245 383 13 287 1 397 13 57 1 198 14 147 1 254 14 37 2X6 DF -L at 16" o/c LDF=1.60 2X6 DF -L at 16" o/c 70 MPH EXP. C 80 MPH EXP. C HEIGHT LOAD/STUD HEIGHT LOAD/STUD No.2 No.1 No.2 No.1 10 5100 5585 10 4665 5172 11 4015 4440 11 3600 4040 12 3180 3550 12 2780 .3165 13 2525 2855 13 2135 2480 14 2005 2300 14 1628 1937 15 1590 1864 15 1215 1500 16 1250 1490 16 875 1140 17 965 1187 17 585 840 18 725 936 18 335 585 19 525 724 19 110 360 20 345 640 20 160 21 186 377 21 _ 22 35 234 22 STUD TABLES SC(Gioia)(04-1402-14)(9-20-04)V2.00.xls _9_ RETz'�ENGE FN LLL= 1`1io�' DLR 1 LLR= 1516► -10 ��T rRD^ 41800: -T4 S LJ5E S/97' 4�6 .0 r LLL,R,. 'Soto . - U,o, : •�, (,VIZI = �z��•Qlf . p.s�-•F�o;, .c,tcoe •Te►.�s W, zo(,�1z1: ..It.c-P.{. w �o�- 2�.1 /,.1, ►;(s): soy p;� . • • ��,•;�� /z 310 f 9. , LTL FROM 5-sco`1t Tt4Sj IT4f P"= 20 (glLl(3'/Ll h'Io� DLL 83oy' LLL , �qo a' LLt= $`lo jo 'Z,hT Feo^+ � Itoat '►$atS USE 10.X 8 . p� ■ •lL b"- Z �3odr pL,,� Lao;. DI R NOS` LL loo 3,6Coo�h = %bo"` LLR= too • W p.. _ 21 � �� t •�I'1 (L� : 1'12 � ,� .- DAASHE.T YOUNG E JOB NAME.: NGINE=SING SERVIGcS T7-504 WILDCAT DR. ,MITE G 5Y: JOB NO.: j 0 - ?ALM DESERT, CA. ?=II ?H i60-360-5Tf0 PAX '60-360-5.719 Title: GIOIA RESIDENCE Job # 04-1402-14 Dsgnr: EAF Date: 11:57AM, 21 SEP 04 Description Scope: Rev: 580002 User: KW -0601715. Ver 5.8.0, 1 -Dec -2003 General Timber Beam Page 1 (01983.2003 ENERCALC Engineering Software gioia resitlence.ecw:Calculations Description R1 General Information Span= 18.00ft, Beam Width = 5.125in x Depth = 18.in, Ends are Pin -Pin Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 5.125x18 Total Load Center Span mamma 18.00 ft .....Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 18.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V4 Point Loads Bm Wt. Added to Loads Allowable Fb Base Allow 2,400.0 psi Load Dur. Factor 1.250 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 34.000pcf E 1,800.0ksi Trapezoidal Loads Span= 18.00ft, Beam Width = 5.125in x Depth = 18.in, Ends are Pin -Pin Total Load Left Cantilever... Dead Load Total Load Deflection #1 DL @ Left 284.00 #/ft LL @ Left 210.00 #/ft Start Loc 4.500 It DL @ Right 284.00 #/ft LL @ Right 210.00 #/ft End Loc 13.500 ft Point Loads Allowable Defl ) ... 67.5 k -ft � Dead Load 1,296.0 lbs 1,296.0 lbs lbs lbs lbs lbs lbs Live Load 960.0 lbs 960.0 lbs lbs lbs lbs lbs lbs ...distance 4.500 ft 13.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Beam Design OK Deflections Center Span... Span= 18.00ft, Beam Width = 5.125in x Depth = 18.in, Ends are Pin -Pin Total Load Left Cantilever... Dead Load Total Load Deflection Max Stress Ratio 0.386 : 1 0.000 in 0.000 in ...Location 9.000 ft 9.000 ft ...Length/Deft Maximum Moment 0.0 26.0 k -ft Maximum Shear * 1.5 7.0 k Allowable Defl ) ... 67.5 k -ft 0.000 in Allowable @ Center 27.7 k ...Length/Defl Max. Positive Moment 26.04 k -ft at 9.000 ft Shear: @ Left 4.68 k @ Right Max. Negative Moment 0.00 k -ft at 18.000 ft i Stre C cs @ Right 4.68 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in 0.000 ft Max @ Right Support 0.00 k -ft Cv 0.975 Rb 0.000 @ Center 0.302 in Max. M allow 67.47 Sxx Req'd Reactions... @ Right 0.000 in 106.81 in3 fb 1,129.07 psi fv 75.51 psi Left DL .2.77 k Max 4.68k @ Right Support Fb 2,925.55 psi Fv 300.00 psi Right DL 2.77 k Max 4.68 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.202 in -0.342 in Deflection 0.000 in 0.000 in ...Location 9.000 ft 9.000 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,071.8 631.29 Right Cantilever... Camber ( using 1.5 • D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.302 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in i Stre C cs Bending Analysis Ck 19.865 Le 0.000 ft Sxx 276.750 in3 Area 92.250 int Cv 0.975 Rb 0.000 Cl 4675.030 Max Moment Sxx Req'd Allowable fb @ Center 26.04 k -ft 106.81 in3 2,925.55 psi @ Left Support 0.00 k -ft 0.00 in3 2,925.55 psi @ Right Support 0.00 k -ft 0.00 in3 2,925.55 psi Shear Analysis @ Left Support @ Right Support Design Shear 6.97 k . 6.97 k Area Required 23.218 in2 23.218 in2 Fv: Allowable 300.00 psi 300.00 psi Bearing @ Supports Max. Left Reaction 4.68 k Bearing Length Req'd 1.403 in Max. Right Reaction 4.68 k Bearing Length Req'd 1.403 in ` Title: GIOIA RESIDENCE Job # 04-1402-14 Dsgnr: EAF 'Date: 11:57AM, 21 SEP 04 Description EN Scope Rev:580002 I user: KW -0601715, Ver 5.8.0, 1 -Dec -2003 General Timber Beam Page 2 I01983-2003 ENERCALC Engineerin Software gioia residence:ecw:Calculations , Description R1 ! Query Values r M, V, & D @ Specified Locations Moment Shear. .. Deflection • @ Center Span Location = 0.00 ft 0.00 k -ft . 4.68 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in 12 Title: GIOIA RESIDENCE Job # 04-1402-14 Dsgnr: EAF Date: 11:57AM, 21 SEP 04 Description Scope: Rev: 580002 -� user: KW0601715, Ver 5.8.0, 1 -Dec -2003 General Timber Beam Page 1 (01983.2003 ENERCALC Engineering Software IVI1s Description R3 General Information Dead Load Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 5.125x24 ...Location Center Span 17.50 ft .....Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft .....Lu 0:00 ft Beam Depth 24.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F,- V4 #2 DL @ Left Bm Wt. Added to Loads LL @ Left Fb Base Allow 2,400.0 psi Load Dur. Factor 1.250 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 34.000pcf E 1,800.0ksi Trapezoidal Loads Dead Load Deflection -0.152 in ...Location 8.680 ft #1 DL @ Left 216.00 #/ft LL @ Left 160.00 #/ft Start Loc 0.000 ft DL @ Right 216.00 #/ft LL @ Right 160.00 #/ft End Loc 10.500 ft #2 DL @ Left 504.00 #/ft LL @ Left 310.00 #/ft Start Loc 0.000 ft DL @ Right 504.00 #/ft LL @ Right 310.00 #/ft End Loc 12.000 ft Point Loads Dead Load 864.0 lbs 1,674.0 Ibs Ibs Ibs lbs Live Load 640.0 Ibs 1,240.0 Ibs lbs lbs lbs ...distance 10.500 ft 12.000 ft 0.000 ft 0.000 ft 0.000 ft Span= 17.50ft, Beam Width = 5.125in x Depth = 24.in, Ends are Pin -Pin Max Stress Ratio 0.421 : 1 Maximum Moment 49.2 k -ft Maximum Shear * 1. Allowable 116.9 k -ft Allowable Max. Positive Moment 49.22 k -ft at 8.960 ft Shear: Max. Negative Moment 0.00 k -ft at 0.000 ft Max @ Left Support 0.00 k -ft Camber: Max @ Right Support 0.00 k -ft Max. M allow 116.87 Reactions... fb 1,200.38 psi fv 104.45 psi Left DL 6.69 k Fb 2,850.60 psi Fv 300.00 psi Right DL 4.67 k Deflections Center Span... Dead Load Deflection -0.152 in ...Location 8.680 ft ...Length/Deft 1,385.7 Camber( using 1.5 `.D.L. DO) ... @ Center 0.227 in @ Left 0.000 in @ Right 0.000 in Total Load Left Cantilever... -0.250 in Deflection 8.680 ft ...Length/Deft 840.86 Right Cantilever... 36.9 k Deflection 10.95 k ... Length/Defl - 1 3 - 5 Ibs Ibs 0.000 ft 0.000 ft 0.0 Beam Design OK 0.000 in 12.8 k 0.0 36.9 k @ Left 10.95 k @ Right 7.69 k @ Left 0.000 in @ Center 0.227 in @ Right 0.000in Max 10.95 k Max 7.69 k 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Title: GIOIA RESIDENCE Job # 04-1402,14 Dsgnr: EAF Date: 11:57AM, 21 SEP 04 Description :. EN ce5 Scope Rev: 580002 User: KW -0601715, Ver 5.8.0, 1 -Dec -2003 General Timber Beam Page 2 IU1983-2003 ENERCALC Engineering Software __..._._._.__ -- y oa::cr ecw:�eicuianons Description R3 j Stress Calks _ Bending Analysis Ck 19.865 Le 0.000 ft Sxx 492.000 in3 Area 123.000 int Cv 0.950 Rb 0.000 Cl ####.### wuery values I, V, & D @ Specified Locations Max Moment Sxx Reo'd Allowable fb @ Center 49.22 k -ft 207.18 in3 2,850.60 psi @ Left Support 0.00 k -ft 0.00 in3 2,850.60 psi @ Right Support 0.00 k -ft 0.00 in3 2,850.60 psi Shear Analysis @ Left Support @ Right Support Design Shear 12.85 k 11.45 k Area Required 42.824 int 38.156 int Fv: Allowable 300.00 psi 300.00 psi Bearing @ Supports Max. Left Reaction 10.95 k Bearing Length Req'd 3.288 in Max. Right Reaction 7.69 k Bearing Length Req'd . 2.308 in wuery values I, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 10.95 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00.k 0.0000 in @ Left Cant. Location = . 0.00 ft 0.00 k -ft 0.00 k 0.0000 in 14- GUNIa Title: GIOIA RESIDENCE Dsgnr: EAF Description Scope : Job # 04-1402-14 Date: 11:57AM, 21 SEP 04 i Rev: 580002 L. ------ user: KW -0601715, Ver 5.8.0, 1 -Dec -2003 General Timber Beam Page 1 1c11983.2003 ENERCALC Engineering Software gioia resicience.ecw:Calculations �] Description R8 General Information IDs Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Q Section Name 6x8 lbs lbs Center Span Wa 5.00 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft ..Lu 0.00 ft Beam Depth 7.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 Bm Wt. Added to Loads Camber ( using 1.5 ` D.L. Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 170.0 psi Beam End Fixity Pin -Pin. Fc Allow 625.0 psi Wood Density 34.000pcf E 1,600.0ksi Trapezoidal Loads #1 DL @ Left 334.00 #/ft LL @ Left 240.00 #/ft Start Loc 0.000 ft DL @ Right 334.00 #/ft LL @ Right 240.00 #/ft End Loc 2.500 ft . Point Loads 6 veru I..vau I, loo.0 IDs IDs IDS Ibs lbs lbs lbs Live Load 880.0 lbs lbs lbs lbs lbs lbs lbs ...distance 2.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft SummaryE ...Length/Deft 1,376.31 Right Cantilever... I Camber ( using 1.5 ` D.L. Defl ) ... Deflection Beam Design OK Span= 5.00ft, Beam Width = 5.500in x Depth = 7.5in, Ends are Pin -Pin 0.038 in ...Length/Defl Max Stress Ratio .0.484 : 1 @ Left 0.000 in Maximum Moment 3.5 k -ft Maximum Shear* 1.5 2.7 k Allowable 7.3 k -ft Allowable LStress Calcs 8.8 k Max. Positive Moment 3.51 k -ft at 2.500 ft Shear: @ Left 2.13 k Max. Negative Moment 0.00 k -ft at 5.000 ft @ Right 1.42 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.038 in Max. M allow 7.25 Reactions... @ Right 0.000in fb 817.41 psi fv 64.46 psi Left DL 1.24 k Max 2.13 k Fb 1,687.50 psi Fv 212.50 psi Right DL 0.83 k Max 1.42 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load . Total Load Deflection -0.025 in -0.044 in Deflection 0.000 in 0.000 in ...Location 2.440 ft 2.440 ft ...Length/Deft 0.0 0.0 ...Length/Deft 2,368.8 1,376.31 Right Cantilever... Camber ( using 1.5 ` D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.038 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in LStress Calcs Bending Analysis Ck 24.972 Le 0.000 ft Sxx 51.563 in3 Area 41.250 in2 Cf 1.000 Rb 0.000 Cl 2134.599 Max Moment Sxx Req'd Allowable fb @ Center 3.51 k -ft 24.98 in3 1,687.50 psi @ Left Support 0.00 k -ft 0.00 in3 1,687.50 psi @ Right Support 0.00 k -ft 0.00 in3 1,687.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.66 k 2.12 k Area Required 12.513 in2 9.960 in2 Fv: Allowable 212.50 psi 212.50 psi Bearing @ Supports Max. Left Reaction 2.13 k Bearing Length Req'd 0.621 in Max. Right Reaction 1.42 k Bearing Length Req'd 0.412 in - 1 5 - Title: GIOIA RESIDENCE Job # 04-1402-14 Dsgnr: EAF Date: 11:57AM, 21 SEP 04 Description RN ce5 . Scope i Rev: 580002 iUser: KW -0601715, Ver 5.8.0, 1 -Dec -2003 General Timber Beam i 1U1983.2003 ENERCALC Engineering software Description R8 j Query Values M, V, & D @ Specified .Locations Moment. @ Center Span Location = 0.00 ft 0.00 k -ft @ Right Cant. Location = 0.00 ft 0.00 k -ft @ Left Cant. Location = 0.00 ft 0.00 k -ft w 16 - Page 2 gioia residence.ecw:Calculatlons Deflection Shear 2:13 k 0.0000 in 0.00 k 0.0000 in 0.00 k 0.0000 in oun� Rev: 580000 user: KW -0601715, Ver! I (c)1983.2003 ENERCALC Description ), 1 -Dec -2003 ineering Software 011111113� R9 Title: GIOIA RESIDENCE Dsgnr: EAF Description Scope : Multi -Span Timber Beam Job # 04-1402-14 Date: 11:57AM, 21 SEP 04 Page 1 General Information in -k Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Douglas Fir - Larch, No.1 2.2 Fb :Basic Allow 1,350.0 psi Elastic Modulus 1,600.0 ksi Spans. Considered Continuous Over Support Fv : Basic Allow 170.0 psi Load Duration Factor 1.250 LTimber Member Information Max @ Left End in -k 0.0 Description SPAN 1 SPAN 2 SPAN 3 Span ft 3.50 4.50 3.50 Timber Section 6x12 6x12 6x12 Beam Width in 5.500 5.500 5.500 Beam Depth in 11.500 11.500 11.500 End Fixity Pin - Pin Pin - Pin Pin - Pin Le: Unbraced Length ft 0.00 0.00 0.00 Member Type Sawn Sawn Sawn Loads psi 6.5 � Live Load Used This Span ? Fv : Allowable Yes Yes Yes Dead Load #/ft in -k 142.00 142.00 142.00 Live Load #/ft kl 80.00 80.00 80.00 Results inl 0.0000 ' Mmax @ Cntr in -k 2.2 2.4 2.2 @ X = ftl 1.28 2.25 2.22 Max @ Left End in -k 0.0 -4.4 -4.4 Max @ Right End in -k -4.4 -4.4 0.0 fb : Actual psi 35.9 35.9 35.9 Fb : Allowable psi 1,687.5 1,687.5 1,687.5 k 0.99 Bending OK Sending OK Sending OK Shear @ Left k 0.28 0.50 0.49 Shear @ Right k 0.49 0.50 0.28 fv : Actual psi 6.5 6.9 6.6 Fv : Allowable psi 212.5 212.5 212.5 in -k 0.0 Shear OK Shear OK Shear OK Reactions & Deflection DL @ Left k 0.18 0.63 0.63 LL @ Left k 0.10 0.36 0.36 Total @ Left k 0.28 0.99 0.99 DL @ Right k 0.63 0.63 0.18 LL @ Right k 0.36 0.36 0.10 Total @ Right k 0.99 0.99 0.28 Max. Deflection in -0.000 -0.000 -0.000 @ X = ftl 1.45 2.25 2.05 Query Values � Location ft! 0.00 0.00 0.00 Moment in -k 0.0 -4.4 -4.4 Shear kl 0.3 0.5 0.5 Deflection inl 0.0000 0.0000 0.0000 - 1 7 - REFERENCE Z Y 10' aLL = 18340 D� -. -'11a• . 9t.,.- -r34-0� _ -► 664 LL = 14100 � .16 �o°° • p L�.� S ewe"' a L ` riT FRq., 4C0:+� TC�S LLP= 1 90 . �j1O` 2"1(3`/sl + 1�(4,-14 Vi 310 P - r%3o.° 2-►(Z/tel = '�' p,f IN �IJ L • —77 LL LL.byvy LL. %4 2-7(F.S/zl 1063 i 2° l . u5E A' 17- . 10 w a4 = b8o LL 00aLP , +o s-o� 9` LLL = S Fc = bSo,. RamKilo P .. `�p,.•_ ��( z�= �H`lp�f ('ate- 2�0�,+; • USE l� z � . x a4�•oToy' U. LLL a �6o3f tiT .F�o^ 4 cock TC Ass LL Ft L44 fin, . 11 (�u.$�1+1,s1 .i r)�'�= 2y-�P 1 �•. -2 D* 3�.a -DATE –06 NAME.: EHF—=T "OUNG ENGINEERING SERVICES -�1-804 HILOCAT DR. 5117E G �Y: IDB NO.: 8 - PALM DESERT, CA. ?2�I1 PH .760-360-5-10 FAX .760-560-5.719 Live Load Used This Span ? Yes Yes Yes Dead Load #/ft Title: GIOIA RESIDENCE Job # 04-1402-14 487.00 270.00 Live Load Dsgnr: EAF Date: 1:14PM, 21 SEP 04 310.00 310.00 200.00 Description #/ft, 270.00 27.00 Scope: Rev: 580000 User: KW -0601715, Ver 5.8.0, 1 -Dec -2003 Multi -Span Timber Beam Page 1. (c)1983.2003 ENERCALC Engineering software 27.00 310.00 gioia resioence:ecw:calculations Description R10 1,210.8 1,210.8 923.3 General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Douglas Fir, 24F - V8 Fb : Basic Allow 2,400.0 psi Elastic Modulus 1,700.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 240.0 psi Load Duration Factor 1.250 Timber Member Information #/ft 27.00 270.00 6.14 Description SPAN 1 SPAN 2 SPAN 3 1.35 Span ft 10.00 11.00 5.50 119.2 Timber Section 5.125x12 5.125x12 5.125x12 300.0 Beam Width in 5.125 5.125 5.125 5.500 Beam Depth in 12.000 12.000 12.000 1,674.00 End FixityPin - Pin Pin - Pin Pin - Pin 1,240.00 Le: Unbraced Length ft 0.00 0.00 0.00 2.500 Member Type I GluLam GluLam GluLam Live Load Used This Span ? Yes Yes Yes Dead Load #/ft 487.00 487.00 270.00 Live Load #/ft 310.00 310.00 200.00 Dead Load #/ft, 270.00 27.00 487.00 Live Load #/ft 200.00 27.00 310.00 Start ft 1,210.8 1,210.8 923.3 End ft 5.000 4.500 2.500 Dead Load @ Left #/ft 27.00 270.00 Bending OK Dead Load @ Right #/ft 27.00 270.00 6.14 Live Load @ Left #/ft 20.00 200.00 1.35 Live Load @ Right #/ftl 20.00 200.00 119.2 Start ft 0.250 4.500 300.0 End It 10.000 11.000 5.500 Point #1 Dead Load lbs 1,674.00 Live Load lbs 1,240.00 @ X ft 2.500 j Results DL @ Left k; Mmax @ Cntr in -k 102.675.4 LL @ Left k 23.2 @ X = ftl 3.60 6.01 2.64 Max @ Left End in -k! 0.0 -148.9 -113.6 Max @ Right End in -k' -148.9 -113.6 0.0 fb : Actual psij 1,210.8 1,210.8 923.3 Fb : Allowable psi 3,000.0 3,000.0 3,000.0 3.59 Bending OK Bending OK Bending OK Shear @ Left kj 4.73 5.75 6.14 Shear @ Right kl 6.05 6.32 1.35 fv : Actual psil 126.9 122.4 119.2 Fv : Allowable psi1 300.0 300.0 300.0 Shear OK Shear OK Shear OK Reactions & Deflection DL @ Left k; 2.83 7.12 7.39 LL @ Left k 1.90 4.68 5.07 Total @ Left k 4.73 11.80 12.46 DL @ Right k' 7.12 7.39 0.76 LL @ Right k. 4.68 5.07 0.59 Total @ Right kl 11.80 12.46 1.35 Max. Deflection in! -0.090 -0.067 -0.003 @ X = ft l 4.20 5.94 3.59 Query Values Title: GIOIA RESIDENCE Job #.04-1402-14 Dsgnr: EAF Date: 1:14PM, 21 SEP 04 Description Scope: Kev: 5ev000 User: KW -0601715. Ver 5.8.0. 1 -Dec -2003 i Multi -Span Timber Beam Page 2 (c)1983.2003 ENERCALC Engineering Software gioia residence.ecw:Calculations Description R10 Location ftj 0.00 0.00 0.00 Moment in -k1 0.0 -148.9 -113.6 Shear k 4.7 5.7 6.1 Deflection int 0.0000 0.0000 0.0000 e - 20 - Title: GIOIA RESIDENCE Job # 04-1402-14 Dsgnr: EAF Date: 1:14PM, 21 SEP 04 Description Scope Rev: 580002 - User: KW0601715, Ver 5.8.0, 1 -Dec -2003 General Timber Beam Page 1 1_1983.2003 ENERCALC Engineering software gioia residence ecw:Calculations Description R11 General Information Dead Load Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 6x12 Total Load Center Span 13.50 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft ..Lu 0.00 ft Beam Depth 11.500 in Right Cantilever 2.00ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 Bm Wt. Added to Loads Summary Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 170.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 34.000 pcf E 1,600.0 ksi Full Length Uniform Loads Dead Load Total Load Left Cantilever... Dead Load Total Load Center bL 159.00 #/ft LL 95.00 #/ft 0.000 in 0.000 in Left Cantilever DL #/ft LL #/ft 0.0 0.0 Right Cantilever DL 159.00 #/ft LL 95.00 #/ft Summary D.L. Defl ) ... Deflection 0.048 in 0.078 in @ Center 0.166 in ...Length/Defl 991.1 Beam Design OK Span= 13.50ft, Right Cant= 2.00ft, Beam Width = 5.500in x Depth = 11.5in, Ends are Pin -Pin Max Stress Ratio 0.349: 1 Maximum Moment 6.0 k -ft Maximum Shear * 1.5 2.4 k Allowable 17.0 k -ft Allowable 13.4 k Max. Positive Moment 5.95 k -ft at ' 6.626 ft Shear: @ Left 1.79 k Max. Negative Moment -0.35 k -ft at 13.500 ft @ Right 1.86 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support -0.54 k -ft 42.34 in3 @ Center 0.166 in Max. M allow 17.05 Reactions... @ Right 0.073 in fb 589.35 psi fv 38.07 psi Left DL 1.15 k Max 1.79 k Fb 1,687.50 psi Fv 212.50 psi Right DL 1.55 k Max 2.39 k Deflections 2.31 k 2.41 k a Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0:110 in -0.174 in Deflection 0.000 in 0.000 in ...Location 6.688 ft 6.688 ft ...Length/Defl 0.0 0.0 ...Length/Deft 1,467.2 930.71 Right Cantilever... Camber ( using 1.5 " D.L. Defl ) ... Deflection 0.048 in 0.078 in @ Center 0.166 in ...Length/Defl 991.1 614.8 @ Left 0.000 in @ Right 0.073 in I Stress Calcs Bending Analysis Ck 24.972 Le 0.000 ft Sxx 121.229 in3 Area 63.250 int Cf 1.000 Rb 0.000 CI 1789.536 Max Moment Sxx Req'd Allowable fb @ Center 5.95 k -ft 42.34 in3 1,687.50 psi @ Left Support 0.00 k -ft 0.00 in3 1,687.50 psi @ Right Support 0.54 k -ft 3.82 in3 1,687.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.31 k 2.41 k Area Required 10.869 int 11.332 in2 Fv: Allowable 212.50 psi 212.50 psi Bearing @ Supports Max. Left Reaction 1.79 k Bearing Length Req'd 0.521 in Max. Right Reaction 2.39 k Bearing Length Req'd 0.696 in - 2 1 - 22- Title: GIOIA RESIDENCE Job # 04-1402-14 Dsgnr: EAF Date: 1:14PM, 21 SEP 04 Description Scope ' Rev: 580002 — User: KW -0601715, Ver 5.8.0. 1 -Dec -2003 General Timber Beam Page 2 101983.2003 ENERMC EngineeringSSowareft — gioia residence:ecw:Galculations Description R11 Query Values M, V, & D @ Specified Locations Moment Shear . Deflection @ Center Span Location = 0.00 ft 0.00 k -ft .1.78 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 1.78 k 0.0000 in @ Left Cant. Location =. 0.00 ft 0.00 k -ft 0.00 k 0.0000 in 22- Usovwc er: KW0601715, Ver 5.8.0, 1 -Dec -2003 101983.2003 ENERCALC Engineering Sof Description R15 Title: GIOIA RESIDENCE Dsgnr: EAF Description Scope: General Timber Beam Job # 04-1402-14 Date: 1:14PM, 21 SEP.04 Page 1 General Information Span= 9.00ft, Right Cant= 1.00ft, Beam Width = 5.500in x Depth = 7.5in, Ends are Pin -Pin Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 6x8 0.355 : 1 Center Span 9.00 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft ..Lu 0.00 ft Beam Depth 7.500 in Right Cantilever 1.00ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 2.58 k -ft Bm Wt. Added to Loads 4.360 ft Shear: Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 170.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 34.000 pcf E 1,600.0 ksi Full Length Uniform Loads Center DL 149.00 #/ft LL 110.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Point Loads Live Load 140.0 lbs lbs lbs lbs lbs ...distance 10.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Deflections Center Span... Span= 9.00ft, Right Cant= 1.00ft, Beam Width = 5.500in x Depth = 7.5in, Ends are Pin -Pin Deflection Max Stress Ratio 0.355 : 1 4.440 ft ...Length/Deft Maximum Moment Camber ( using 1.5' 2.6 k -ft Maximum Shear * 1. 0.101 in Allowable 0.000 in 7.3 k -ft Allowable Max. Positive Moment 2.58 k -ft at 4.360 ft Shear: Max. Negative Moment -0.29 k -ft at 9.000 ft Max @ Left Support 0.00 k -ft Camber:. Max @ Right Support -0.43 k -ft Max. M allow - 7.25 Reactions... fb 599.50 psi fv 39.87 psi Left, DL 0.68 k Fb 1,687.50 psi Fv 212.50 psi Right DL 1.05 k Deflections Center Span... Dead Load Deflection -0.067 in ...Location 4.440 ft ...Length/Deft 1,601.1 Camber ( using 1.5' D.L. DO) ... @ Center 0.101 in @ Left 0.000 in @ Right 0.031 in Total Load Left Cantilever... -0.120 in Deflection 4.440 ft ...Length/Deft 900.52 Right Cantilever... Deflection ...Length/Defl - 23 - lbs lbs 0.000 ft 0.000 ft Beam Design OK 5 1.6 k 8.8 k @ Left 1.18k @ Right 1.26 k @ Left 0.000 in @ Center 0.101 in @ Right 0.031 in Max 1.18k Max 1.70 k 0.000 in 0.000 in 0.0 0.0 0.020 in 0.039 in 1,171.1 619.1 0.000 in 0.000 in 0.0 0.0 0.020 in 0.039 in 1,171.1 619.1 OVnG ivEEKINCz, rlti.'' -- Rev: 580002 User: KW0601715, Ver 5 lc)19834003 ENERCALC E Description R15 Title: GIOIA RESIDENCE Dsgnr: EAF Description Scope: General Timber Beam Job # 04-1402-14 Date: 1:14PM, 21 SEP 04 Page 2 -24- I. Stress caics Bending Analysis Ck 24.972 Le 0.000 ft Sxx 51.563 in3 Area 41.250 in2 Cf 1.000 Rb 0.000 Cl 1176.675 Max.Moment Sxx Req'd Allowable fb @ Center 2.58 k -ft 18.32 in3 1,687.50 psi @ Left Support 0.00 k -ft 0.00 in3 1,687.50 psi @ Right Support 0.43 k -ft 3.09 in3 1,687.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.52 k 1.64 k Area Required 7.168 in2 7.739 in2 Fv: Allowable 212.50 psi 212.50 psi Bearing @ Supports Max. Left Reaction 1.18 k Bearing Length Req'd 0.342 in Max. Right Reaction 1.70 k Bearing Length Req'd 0.493 in Query Values M, V, & D @ Specified Locations Moment Shear Deflection . @ Center Span Loca'tion'= 0.00 ft 0.00 k -ft 1.1.6 k 0.0000 in @ Right Cant. Location = 0.00 It 0.00 k -ft .1.16 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k . 0.0000 in -24- a qqWes i Rev: 580002 User: KW -0601715, Ver 5.8.0, 1 -Dec -2003 i Ic11983-2003 ENERCALC Enoineerino Sof Description R17 Title: GIOIA RESIDENCE Dsgnr: EAF Description Scope : General Timber Beam Job # 04-1402-14 Date: 1:14PM, 21 SEP 04 Page 1 General Information Dead Load Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined 0 Section Name 6x8 Max Stress Ratio Center Span 8.00 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 7.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir -Larch, No.1 7.3 k -ft Bm Wt. Added to Loads Allowable Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 170.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 34.000 pcf E 1,600.0 ksi Trapezoidal Loads #1 DL @ Left 244.00 #/ft LL @ Left 155.00 #/ft Start Loc 2.500 ft DL @ Right 244.00 #/ft LL @ Right 155.00 #/ft End Loc 5.500 ft Point Loads Dead Load 446.0 lbs 446.0 lbs lbs lbs lbs lbs lbs Live Load 330.0 lbs 330.0 lbs lbs lbs lbs lbs lbs ...distance 2.500 ft 5.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft Beam Design OK Span= 8.00ft, Beam Width = 5.500in x Depth = 7.5in, Ends are Pin -Pin Dead Load Total Load Left Cantilever... Dead Load Max Stress Ratio 0.547 : 1 -0.087 in -0.145 in Deflection 0.000 in 0.000 in Maximum Moment 4.000 ft 4.0 k -ft Maximum Shear* 1.5 2.1 k Allowable 661.76 Right Cantilever... 7.3 k -ft Allowable Deff ) ... 8.8 k Max. Positive Moment 3.96 k -ft at 4.000 ft Shear: @ Left 1.41 k Max. Negative Moment 0.00 k -ft at 8.000 ft @ Right 1.41 k Max @ Left Support 0.00 k -ft Stress Calcs Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.131 in Max. M allow 7.25 41.250 in2 Reactions... Cf 1.000 Rb @ Right 0.000in fb 922.30 psi fv 51.18 psi Left DL 0.85 k Max 1.41 k Fb 1,687.50 psi Fv 212.50 psi Right DL 0.85 k Max 1.41 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.087 in -0.145 in Deflection 0.000 in 0.000 in ...Location 4.000 ft 4.000 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,102.6 661.76 Right Cantilever... Camber ( using 1.5 " D.L. Deff ) ... Deflection 0.000 in 0.000 in @ Center 0.131 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 24.972 Le 0.000 ft Sxx 51.563 in3 Area 41.250 in2 Cf 1.000 Rb 0.000 Cl 1413.458 Max Moment Sxx Req'd Allowable fb @ Center 3.96 k -ft 28.18 in3 1,687.50 psi @ Left Support 0.00 k -ft 0.00 in3 1,687.50 psi @ Right Support 0.00 k -ft 0.00 in3 1,687.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.11 k 2,11 k Area Required 9.936 in2 9.936 in2 Fv: Allowable 212.50 psi 212.50 psi Bearing @ Supports Max. Left Reaction 1.41 k Bearing Length Req'd 0.411 in Max. Right Reaction 1.41 k Bearing Length Req'd 0.411 in - 25 - t Title : GIOIA RESIDENCE Job # 04-1402-14 Dsgnr: EAF Date: 1:14PM, 21 SEP 04 Description ex c,Es Scope: Rev: 580002 I user: KW-0601715, Ver 5.8.0. 1-Dec-2003 General Timber Beam — Page 2 1c11983-2003 ENERCALL Engineering Software gioia resioence.ecw:Calculations Description R17 I Query Values M, V, 8 D @Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k-ft 1.41 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k-ft 0.00 k 0.0000 in / 26 - . � � . �MAX LOAD ON PAD FOOTING. - BASIC SOIL BEARING P8F LF= WIDTH INCREASE P8F OVER FT Fc MAX SOIL BEARING PSF MARK F2 F3 F4 -F5. F6 F7 F8 F9 F10 Fll 10 PLATE LENGTH (IN) 6 PLATE WIDTH (IN) .12 1211 Mu (IN-K/FT) 9.35 13.81 40.80 84.85 1154.11 227.23 306.00 404.69 502.78 625.49 4/3(Mu) (IN-K/FT) 12.47 18.42 54.40 113.14 205.47 302,97 408.00 539.58 670.37 833.99 6. Fy 60 60 60 60 60 60 60 60 60 60 8.69 . L8.6 9 8.69 14.69 14.69 14.63 20.63 20.63 �26.63 26.63 Mur (IN -K) 137.95 137.95 137.95 237.35 237.35 336.50 710.16 934.48 1220.76 1793.94 M STATUS V BEAM STATUS Vu (K) (PUNCHING) 100.52 100.52 100.52 214.89 214.89 213.51 364.21 -364.21 551.64 V PUNCHING STATUS 69/20/2004 10:29 ' 7603468842 JAMES MCINTOSH Sladden Engineering 6782 Stanton Ave., Suite A, Buena Park, CA 90621 (714) 523-0952 Fax (714) 523,1368 30-726 Garand Ln., Suita G, Palm Desert, CA 92211 (760) 772.3893 Fax (760) 772-0895 September 16, 2004 PAGE 02/04 Project No. 544.4560 04.09.656 James McIntosh Architect 73.995 EI Paseo, Ste.201 Palm Desert, California. 92260 Frojact; 53.760 Via Bellagie Hideaway — Lot 328 r La Quints, California Subject: Geotechnical Update 114. Geotechnical Engineering Report prepared by Earth systems Consultants. dated September 01, 2000, File No. 07117-10, Report No. 00-09-772. Report of Testing and Observation During Rough Grading prepared by Earth gysteme Southwest dated August 28, 2002, File No. 07117-11, Report No. 0I-07-718. Geotechnical Update prepared by Sladden .Engineering dated February 25; 2003, Project No. 5442199, Report No. 03-02-106. Report of Observations .and Testing During' Fine Grading prepared by Sladden Engineering dated August 13,20M, Project No. 544-2199, Report No. 03-04225. As requested, we have reviewed the above referenced geotechnical .reports as they relate to the design and construction of the proposed single family residence. The' project site is located at 53- 760 Via Bellagio (lot 328) within the Hideaway Golf Club development in the City of La Quinta, California. Itis out understanding that the proposed residence will be a relatively lightweight. wood frame structure supported by conventional shallow spread footings and concrete slabs on grade. The lot was pxeviousiy F2ded during the rough grading of the Hideaway project site and was recently regraded. The rough grading included overexcavation of the native surface sods along with the placement of engineered fill materiel to construct the building pads. The recent regrading included. processing the surface soils along with minor cuts and fills to construct the individual building pads. Some additional overexcavation was performed in areas where the building envelopes were reconfigured. The site grading is, summarised in the, referenced Report of Observations and Testing During Rough Grading along with the compaction test results. 28- I d_9990L1Z0.89'0N/0£;8 1S/h£.8 VOOZ OZ d39(NOW) 183930 W ivd- PJ300a1S WOa� ` N/20/2004 10:29 7603468842 JAMES MCINTOSH PAGE 03/04 September 16, 2004 -2- Project No. 5444560 04-09-656 The referenced reports include recommendations pertaining to the construction of residential structure foundations. Based upon our review of the referenced reports, it is our opinion that the structural values included in the referenced grading report remain applicable fat the design and construction of the proposed residential structure foundations. Bemuse the lot has been prevlouely rough graded, .the remedial grading required at this time should be minimal. The building arts should be cleared of surface vegetaticHtt, scarified and moisture conditioned prior to precise grading. The exposed surface should be compacted so that a minimum of 90 percent relative compaction is Attained prior to fill placement /Any fill material should be placed in thin lifts at near optunum. moiuwre content and cnmpactcd to at least 90 percent relative compaction. Allowable Bearing Pressures: Thi allowable bearing pressures recommended in the grading report prepared by Sladden Engineering remain applicable. Conventional shallow spread footings should be bottomed in;o properiy compacted fill material a minimum of 12 inches below lowest adjacent grade. I Continuous footings should be at least 12 inches wide and isolated pad footinp'shauld be at least 2 feet wide. Continuous footings and Isolated pad footings should be designed utilizing allowable bearing pressures of 1500 psf and 2000 psf, respectively. An allowable increase of 300 psf for each additional 1 foot of width and 300 psf for each additional 6 inches of depth may be utilized if desired. The maximum allowable: bearing pressure should be 3000 psf. The recommended allowable bearing pressures may be iunareased by one-third for wind and seismic loading. The bearing soils are non -expansive and fall within the "very low" expansion category in accordance with Uniform, Building Code (UBQ classification criteria. Pertinent 1997 UBC Seismic Design parameters are summarized on the attached data sheet If 'you have yueattor►s regarding this letter or the referenced report, please contact the undarsigned. Respectfully submitted, SI ADDEN BNGINEEP { Brett L. Anderson Principal Engineer SER/lh No C [i p. a yJIJo i Copies: 45ames,McIntosh Architect .Madden Engineering Z d 99S011Z089 ON/OS:8 '1SAC:8 bOOZ OZ d3S(NOW) 183S30 Wldd N300d1S W063 ` 09/20/2004 10:29 .7603468842- a September 16, 2004 JAMES MCINTOSH PAGE 04/04 h -3- Project No. 5444560 04-09-656 1997 UNIFORM BVII.DING CODE INFORMATION The International Conference of Building Officials 1997 Uniform Building Code contains substantial revisions and additions to the earthquake engineering section in Chapter 16. Concepts contained in the code that will be relevant to construction of the proposed structure are summarized below. Ground shaking is expected to be the primary hazard most likely to affect the sive, based upon proximity to siVnificant faults capable of Sawating large earthquakes. .Major fault zonas considered to be most likely to create strong ground dialing at the site are listed below. Fault Zone Approximate Distance From Site Fault Type (1997 UBC) San Andreas 9.8 km A San Jacinto 26 km A Band on our field observations and understanding of local geologic conditions, the soil profile type judged applicable to this site is. Sp, generally destribed as stiff or dwwe soil. The site is located within UBC Seismic Zone 4. The following table presents additional coeffioents and £&Mxs relevant to seismic mitigation for new construction upon adoption of the 1997 code. 30 Sladden hngineering E d 99£01/7,0R9'0N/0£:R 'HM:R bOOZ 0?, dIVNOWI AMC Wldd N300a1S W08J Near -Some Near -Source Seismic Seismic Seismic Acceleration Velocity Coefficient Coefficient Souroe Factor, N. Farctot, N9 C. C1, .San Andreas 1.01 1.7.2 0.44 Na 0.64 NY San Jacinto 1.0 1.0 0.44 N. 0.6414. 30 Sladden hngineering E d 99£01/7,0R9'0N/0£:R 'HM:R bOOZ 0?, dIVNOWI AMC Wldd N300a1S W08J Active Fault Near -Source Zones Q-34 This map is intended to be used in conjunction with the 1997 Uniform Building Code, Tables 16-S and 16-T 0 Q-34 California Department of Conservation Division of Mines and Geology Q-3' LEGEND See expanded legend and index map Shaded zones are within 2 km of. known seismic sources. A fault B fault Contours of closest horizontal distance to known seismic sources. ----------------• 5 km -------------------------- 10 km --------------- 15 km 5 10 Kilometers 114" is approximately equal to 1 km August, 1997 cv w .v 13 N t 6 O 1 'o (V 41- 3E 3 up (D fs O V N MMIMM N F W Nn 0 FROI1LMy 36 � FROM 37,41 FROM 38 30 ~"i�19 °P � Sw 10 31 J2 SW 9 33 SW 4 W 1 34 SW 2 04 2o1p,� ' wt°1g�r t 8 ws = a$�f•� Oa // 18.5' 30.5' 16' (sISCsS� .1`18 $� ��Ip�l,•l 1 W.1 z I�e 1� 37 : _}g 15 SW 13 36 t''S=�SQ! O O 9 16.s' 11c) FROM30 w • 133 PLF M ILlpf iSw II; i�e.T WY.1=i`.l41 29.5' (35zY*wI 67788 wl ' � v.►J:13gp 1( 1s sw 3 wt.A FROM 28 FROM 23,29 f 181 1 i 7 rFROM' I �5 FROM 20 to 1S6 J�SW625}zl SW 12SW 8 22 23 24 Sw 7 26 SW 5 27 SW 1 17.5• 3.5' 23.5' (!�/2 v1 (33oba�) 10-19,,,1 (I v-Iq?► 18x8Rvl (2 13 NJ 32 w •� J N E C- W W J u C. � f t £ t O i1 o i y--• tri a O P � E 4 OI O n 11 _ J or e v --A -i MMIMM N F W Nn 0 FROI1LMy 36 � FROM 37,41 FROM 38 30 ~"i�19 °P � Sw 10 31 J2 SW 9 33 SW 4 W 1 34 SW 2 04 2o1p,� ' wt°1g�r t 8 ws = a$�f•� Oa // 18.5' 30.5' 16' (sISCsS� .1`18 $� ��Ip�l,•l 1 W.1 z I�e 1� 37 : _}g 15 SW 13 36 t''S=�SQ! O O 9 16.s' 11c) FROM30 w • 133 PLF M ILlpf iSw II; i�e.T WY.1=i`.l41 29.5' (35zY*wI 67788 wl ' � v.►J:13gp 1( 1s sw 3 wt.A FROM 28 FROM 23,29 f 181 1 i 7 rFROM' I �5 FROM 20 to 1S6 J�SW625}zl SW 12SW 8 22 23 24 Sw 7 26 SW 5 27 SW 1 17.5• 3.5' 23.5' (!�/2 v1 (33oba�) 10-19,,,1 (I v-Iq?► 18x8Rvl (2 13 NJ 32 DEFINITIONS & FORMULAS FOR DIAPHRAGM LOAD CALCULATION SHEETS: LEVEL= LEVEL UNDER CONSIDERATION DL (a)= DEAD LOAD OF ROOF/FLOOR FOR LOAD TYPE (a) DL (b)= DEAD LOAD OF ROOF/FLOOR FOR LOAD TYPE (b) DL EXTERIOR WALL= DEAD LOAD OF EXTERIOR WALL DL PARTITION WALL= DEAD LOAD OF PARTITION WALL BASE SHEAR COEFFICIENT= COEFF. FROM CBC EQ. 30.4 THRU 30.7 OR 30-11 AS APPLICABLE SEISMIC COEFFICIENT= RHO X BASE SHEAR COEFF/1.4 FOR WORKING STRESS DESIGN (RHO)= REDUNDANCY FACTOR STORY %F = PERCENTAGE OF STORY FORCE DISTRIBUTED TO THIS LEVEL SEISMIC COEFF.X %F = RHO X BASE SHEAR/1.4 X %F /100 SIMPLIFIED BASE SHEAR= TOGGLE Y/N IF SIMPLIFIED METHOD IS USED NOTE THAT IF USED %F =100 R=VALUE FRONT TABLE 16-N WIND PRESSURE= WIND VALUE APPLIED TO STRUCTURE FOR WIND CASE LINE= LINE OF RESISTANCE TO SEISMIC OR WIND LOADS JOINT= SUPPORT TYPE AT LINE OF RESISTANCE. I INDICATES PINNED SUPPORT VALUES FROM LEFT AND RIGHT ADD C INDICATES CANTILEVERED ALL SHEAR GOES TO THIS SUPPORT WITH FAR END SHEAR 0 S INDICATES START OF LINE --NO SHEAR CONTRIBUTION FROM DIAPHRAGM LOADS FROM THE LEFT E INDICATES START OF LINE --NO SHEAR CONTRIBUTION FROM DIAPHRAGM LOADS FROM THE RIGHT L/W = DIAPHRAGM LENGTH DIVIDED BY• WIDTH FOR CHECKING L/W <4.0 Hd= HEIGHT OF DIAPHRAGM BETWEEN LINES Hr =HEIGHT OF ROOF ABOVE Hd BETWEEN LINES Lr (a)= LENGTH OF ROOF FOR ROOF LOAD TYPE (a) IN THIS DIAPHRAGM STRIP ' Lr (b) = :ENGTH OF ROOF FOR ROOF LOAD TYPE (b) IN THIS DIAPHRAGM STRIP No. ext. =NUMBER OF EXTERIOR WALL IN THIS DIAPHRAGM STRIP No. ext. =NUMBER OF INTERIOR WALL IN THIS DIAPHRAGM STRIP H ext. = HEIGHT OF EXTERIOR WALLS H Int. =HEIGHT OF EXTERIOR WALLS L= LENGTH OF DIAPHRAGM BETWEEN LINES OF RESISTANCE Ldr=LENGTH OF DIAPHRAGM JUST RIGHT OF LINE OF RESISTANCE Ldl=LENGTH DO- DIAPHRAGM JUST LEFT OF LINE OF RESISTANCE. Ps= WEIGHT OF SEISMIC POINT LOAD IN DIAPHRAGM - WEIGHT IS MULTIPLIED BY SEISMIC COEFFICIENT X %F X= LOCATION OF SEISMIC POINT LOAD IN DIAPHRAGM FROM LEFT LINE OF RESISTANE Was= ADDITIONAL WEIGHT TO BE ADDED TO DIAPHRAGM SEISMIC STRIP LOAD FOR VENEER ETC. WEIGHT IS MULTIPLIED BY SEISMIC COEFF. X %F Ws= SEISMIC STRIP LOAD Ww=WIND STRIP LOAD vrw= DIAPHRAGM UNIT SHEAR RIGHT OF LINE DUE TO WIND= Vrw/Ldr vlw= DIAPHRAGM UNIT SHEAR LEFT OF LINE DUE TO WIND=VIW/Ldl vrs= DIAPHRAGM UNIT SHEAR RIGHT OF LINE DUE TO SEISMIC=Vrs/Ldr vls= DIAPHRAGM UNIT SHEAR LEFT OF LINE DUE TO SEISMIC= VIS/Ldl Vrw= DIAPHRAGM TOTAL SHEAR RIGHT OF LINE DUE TO WIND VIW= DIAPHRAGM TOTAL SHEAR LEFT OF LINE DUE TO WIND Vrs= DIAPHRAGM TOTAL SHEAR RIGHT OF LINE DUE TO SEISMIC VIs= DIAPHRAGM TOTAL SHEAR LEFT OF LINE DUE TO SEISMIC Vw= TOTAL WIND LOAD. ON LINE=Vrw+VIW Vs= TOTAL SEISMIC LOAD ON LINE =Vrs+Vis (T=C)w=CHORD FORCE DUE TO WIND= Ww(L')/8Ldr IF SIMPLE, Ww(L')/8Ldr IF CANT (T=CIS =CHORD FORCE DUE TO SEISMIC= WS(L')/8Ldr IF SIMPLE,Ww(L')/8Ldr IF CANT DEFINITIONS & FORMULAS SC(GIOIA)(04-1402-14)(9-21-04)V2.02.xis. 33 DEFINITIONS & FORMULAS FOR SHEAR WALL SHEETS: h= SHEAR WALL HEIGHT b=SHEAR WALL WIDTH 1P= ONE POUR FOUNDATION SYSTEM. EFFECTS LENGTH OF HARDWARE AND ALLOWABLE STRAP VALUES 2P= TWO POUR FOUNDATION SYSTEM. EFFECTS LENGTH OF HARDWARE AND ALLOWABLE STRAP VALUES C= CORNER- WHEN ENTERED ALLOWABLE VALUES FOR HOLDOWN STRAPS AT CORNERS ARE USED I= INTERIOR- WHEN ENTERED ALLOWABLE VALUES FOR HOLDOWN STRAPS AT NON -CORNER CONDITION ARE USED X=LOCATION OF QUERY DRAG LOAD DOO = DRAG FORCE AT LOCATION X PER ABOVE 01 DRAG LOAD AT LEFT OF WALL Or=DRAG LOAD AT RIGHT OF WALL (T=Ow=UPLIFT VALUE FROM WIND CASE AT TOP OF WALL FROM SHEAR WALL ABOVE (T=Cls =UPLIFT VALUE FROM SEISMIC CASE AT TOP OF WALL FROM SHEAR WALL ABOVE, S=REFERS TO SEISMIC CASE W = REFERS TO WIND CASE Vs =ADDITIONAL SEISMIC LOAD APPLIED TO LINE FROM ANTHER DIAPHRAGM OR FROM WALLS ABOVE Vw=ADDITIONAL WIND LOAD APPLIED TO LINE FROM ANTHER DIAPHRAGM OR FROM WALLS ABOVE Vmax=MAX SHEAR (SEISMIC IF S --WIND IF W) ALONG LINE DUE TO DIAPHRAGM LOADS Vmin=MIN SHEAR (OPPOSITE CASE TO Vmax) ALONG LINE DUE TO DIAPHRAGM LOADS LINE CASE= WIND OR SEISMIC CASE FOR DIAPHRAGM LOADS ONLY GOV CASE= WIND OR SEISMIC GOVERNING CASE FOR ALL LOADS APPLIED TO THE LINE Vgov= MAX SHEAR ON LINE USED FOR DESIGN OF SHEAR WALLS h/b= HEIGTH TO WIDTH RATIO FOR SHEAR PANEL vu= WALL UNIT SHEAR= MAX OF WIND OR SEISMIC Vgov/ b tot NOTE THAT FOR SEISMIC CASE WALL SELF WEIGHT X SEISMIC COEFF X %F IS USED FOR BOTH SEISMIC UNIT SHEAR AND OVERTURNING (T=C) GOV= MAX OF WIND OR SEISMIC UPLIFT GENERATED FROM THE FOLLOWING: IT = CIS = (Mots-.9MtlD/b (T= OW = (MotW-.667MOD/b A.B. SPACING IS BASED ON THE FOLLOWING TABLE FOR SHEAR WALLS ON GRADE WITH A MAXIMUM SPACING OF 4 FT. FOUNDATION BOLTS A.B. SIZE FULL CAP. FULL CAP. 2X 3X 0.625 973 1109 1 1557 2838 L ALL A.B. SPACINGS ARE PREDICATED ON THE PANEL CAPACITY NOT ACTUAL -SHEAR IN THE WALL DEFINITIONS & FORMULAS SC(GIOIA)(04-1402-14)(9-21-04)V2.02.xis 34- l DEFINITIONS & FORMULAS FOR INPUT OF LINE DATA AND SHEAR WALLS: LEFT DIAPHRAGM RIGHT DIAPHRAGM x x. 6 Q G � 6 Q Q Lu x V x x P1 at X1 P2 at X2 d d x x LINE DATUM=OAT FURTHEST DIAPHRAGM OR SHEAR WALL LENGTH Wdl *T=C T=C� UPLIFT FROM WALLS ABOVE h A N-� 01 x I x FOR SEISMIC WALL WT. X SEISMIC COEFF. X %F ♦ WALL WT. E = EXTERIOR WALL I= INTERIOR WALL (T=C) GOV I + (T=C) GOV b DEFINITIONS &FORMULAS - 35 - SC(GIOIA)(04-1402-14)(9-21-04)V2.02.xis (1) - Input Line Data 736- SC(GIOIA)(04-1402-14)(9-21-04)V2.02.x19 GENERAL INPUT & OUTPUT GENERALINPUT LEVEL DIAPHRAGM DEAD LOADS WND STORY MHA.x%A STORYWFIGMT WHO DATA HEIGHT (a) (b) EXT.WALL IM. WALL PRESSURE AMPLIFICATION LB WIND SPEED 70 FT PSF PSF PSF PSF PSF A% WIND EXPOSUREi-E C - I- 1.00 0 SEISMIC DATA 0 SIMPLIFIED BASE SHEAR N 0 SOURCETYPE A 1 12 27 15 17 10 17.29 100% 0.175 1 196982 SOIL TYPE D -DEFAULT TYPE ZONE- D 4 BASE SHEAR COEFFICIENT 2001 CJLC. LINE LABELS FOR AUTO NUMBERING R- 4.50 (304) V-(OAIRT)W 0.902 SHALL BE THIS EXCEPT LEVEL 1 LEVEL 2 Is- 1.00 (30-5) Vy2.5Cal/R)W 0.244 NEED NOT EXCEED START NO START NO NO.LEVELS 1.00 (30-6) Ve(.11CapW 0.048 BUT NOT LESS THAN DISTANCE KM 10.00 (30-7) V-(.8ZNWR)W 0.055 BUT NOT LESS THAN IN ZONE 4 1 1 b0' 20.00 (30-11) V-(3Ca/R)W 0.293 SIMPLIFIED STATIC (IF USED) LEVELS LEVEL4 CI= 0.02 70 70 MPH EXPOSURE C C T --C-07- 0.19 METHOD 2 START NO START NO Z. 0.10 H Ce Cq qa I P 1 1 Na- 1.00 0-15 1.060 1.300 12.593 1.000 17.353 1.20 20.00 1.13 1.30 12.59 1.00 18.50 Ca- 0.44 25.00 1.19 1.30 12.59 1.00 19.48 Cr- 0.77 30.00 1.23 1.30 12.59 1.00 20.14 V (BASE SHEAR W/ RHO) 0.244 40.00 1.31 1.40 12.59 1.00 23.10 M/1.4 0.175 60.00 1.47 1.40 12.59 1.00 25.21 Un 1630.82 2.80 80.00 1.53 1.40 12.59 1.00 26.97 0 1630.8.2 1.00 LRFDLDF 1630.8.2 1,70 , ASD LOF CH. 23 DIV.III 1.33 ASD ST INCREASE 1.33 LRFD/ASD FACTOR 1,40 p(RHO) CALCULATION FOOTPRINT AREA Ab 6070.00 LEVEL 1 LEVEL 0 LEVEL 0 LEVEL 0 X Y X Y X Y X Y r MAX SHEAR WALLS(CALC) 0.08 0.09 0.00 0.00 0.00 r MAX SHEAR WALLS 0 0 0 0 0 0 0 0 rMAXFRAME3 0 0 0 0 0 0 0 0 r MAX BRACED FRAMES 0 0 0 0 0 0 0 0 r MAX CANT. COLS. 0 0 0 0 0 0 0 0 rMAX INPUT 0.082 0.094 ' P CALC -1.117 -0.718 P USED 1.000 1.000 1.000 1.000 1.000 7A00 1.000 1.000 FOUNDATION SYSTEM (1) - Input Line Data 736- SC(GIOIA)(04-1402-14)(9-21-04)V2.02.x19 77-804 Wildcat Dr. Palm Desert, Ca. 92211 P.(760) 360-5770 F.(760) LINE INPUT 1 (LEVEL 1) 19 ®e®©oa��®oma■®®ao®� ®e®a�ve�eee•®�v®©©ate ®e��■•��®oma®��©o©� ®ems®®®m®®©®®m©©a® tee■®®®©mo©®®®oa®a® �e■�®®�®®®�®®tea®®� ®e®meet■®®�®®tee®m®®oma ®est®®tee•®®®®am®®® �es�t®®tee•®®®®gym®®® ®ems®®®®®®®®®gym®®® me�ta�tl®ate®®mm®oo■ �e�■��eo�e•■e•�ve•mo©tee �e��■�sl�■•��m©awe• me�tt��■��®aim©a�� oem�o��o■v�v�m©a�� -804 Wildcat Dr. Palm Desert, Ca. 92211 P.(760) 360-5770 F.(760) 360-5719 LINE INPUT 2 (LEVEL 1) LINE INPUT 3 (LEVEL 1_) co M ©�o■©��®�m��■I��o®�a�®moo® a�aaa�®�®��r®®®®mom®��®�■��®®®oma®®® ofd■�10�-®®®�O®®�®m��®�■��®®®�®0®®®®®®�® ®�®®®®®�®®®®®®®��■®®tee®v®®®®®®o® ��s®��®®®��®®®®®a��l®®��■®o®�®ate®mss®�® ®s®®®®®®®®®moo®®��■■��■��®®®��®®v�� ®gym®S®®�®S®OHO■®��L7��,'��i_S®O-0®0S co M 77-804 Wildcat Dr. Palm Desert, Ca. 92211 P.(760) LINE OUTPUT I (LEVEL 11 F.(760) 360-5719 I IMP ni IT01 ITI 11 CX/Cl 4% OAWTODIARNM w,.: L G F"O!T, AND_�AT�.'_SEIBMIC_'. ;WND, ;>�SEISMIC SEISMIC LINE'FORCES-_'�. �--WALL LENGTH . � SEISMIC " , .�ELEMENT. STOR�,.�'�., �_ayy 'EACH ORECTION" -MEMRATIO,�'. .:'fEAC'HSVE:0FLINI!� 'Wool 1. �SEIBMIC,.�. 4�' 4 LINE� Y -W - r - .: LEFT'..LEFT RIGHT �*i � -VAPHROLOMLINITS 111. SEISMIC 'AWHT LEFT fww :IFROM.UNE' TOLINE -V, 'Vfti,' p(TwC)3M3.,-, LINE V,� v -VwiA I 1�pvgn A(X)a '..pWiAMi: �,DTouk.•-.z: rM� riy., L8167 z 'LIP17 s LB -LB ter' Z�_ Lam+ 1 2 207 144 1 2160 1498 1 5255 3843 3643 0.053 NA 31 1 171118 2 3 191 46 2 5257 1 4906 4906 92 92 57 - 40 14 3 4 3 2 1263 1263 2.67 0.070 89 61 14 4 5 164 140 109 93 4 1806 1545 1545 3.08 0.074 62 91 20 17 5 6 138 123 202 179 5 3097 2690 2690 8.14 0.049 26 30 69 43 59 38 6 7 138 123 23 20 6 1706 1512 1512 5.20 - O�043 27 27 4 8 is 42 14 7 181 93 7 IS40 996 996 23 18 16 8 9 164 111 803 408 8 3812 2377 2377 13.46 0.026 34 77 52 9 - 10 9 2586 2788 2788 4.38 0.094 33 77 52 10 - 11 147 1 4 134 3 119 108 10 680 618 618 7437 0.012 13 - 52 47 11 - 12 147 11 1892 1655 1655 12.32 0.020 - 13 52 47 12 13 173 1 7 3 131 I 3 1 32 25 12 1947 1595 1595 8.23 0.029 48 15 12- 13 14 1 3 4 134 1 1 0 110 13 1784 1421 1421 9.04 0.023 so 15 11 - 14 15 177 1 77 1 2. 126 14 4305 3172 3172 17.01 0.028 24 44 36 15 16 164 1 64 1 4. 15 4590 3446 3"6 8.52 0.080 15 223 158 16 - 17 16 1334 1137 1137 5.14 0.033 12 17 - 18 160 64 1 176 70 17 839 334 334 2.01 0.025 12 67 27 18 - 19 1 18 839 334 334 2.01 0.025 19 - 20 138 149 526 565 19 1106 1189 1189 6.03 0.029 8 6 131 141 20 - 21 20 1106 1189 1189 9 9 120 129 21 - 22 1417 158 21 2792 2038 2038 10.90 0.028 22 - 23 147 612 24 22 3306 2257 2257- 4.51 0.074 38 14 6 23 24 23 38 38 24 25 160 90 9-7- 64 24 1079 605 60s 2.01 0.045 30 38 29 16 25 26 25 1079 605 605 2.01 0.045 33 26 27 Ise 127 26 1828 1496 1496 22.12 0.010 - 27 28 27 2934 2665 2685 7.82 0.051 17 14 107 88 28 29 147 64 452 196 28 1506 1 653 653 17 17 - 88 38 29 30 29 1506 653 653 30 31 190 226 501 594 30 1759 2087 2087 17 16 108 128 _31-- 32 190 173 31 1949 2261 2261 20.42 0.016 32 33 34 35 33 34 35 38 207 184 134 286 184 74 504 172 1110 193 32 33 34 35 4459 6695 . 2510 1105 5150 7198 1976 610 5150 7198 1978 610 13.04 12.96 7.87 7.39 0.059 0.082 0.037 0.012 30 30 31 30 31 23 6 105 43 105 43 6 148 48 146 48 - 36 37 37 38 177 75 36 37 1105 1196 610 503 610 503 13 - 13 86 47 38 39 4 0 39 40 41 184 69 96 58 522 305 38 39 40 1196 3524 2768 503 3119 1888 503 3119 1886 6.91 7.81 0.087 0.036 18 67 67 is 67 97 28 57 41 42 42 43 41 42 1022 855 855 26 35 39 33 43 44 43 44 45 --T-45 44 45 48 46 !Z46 47 4. 47 48 49 48 NA CID _. wgm YOUNG ENGINEERING SERVICES � www.valuen r♦com - a 77-804 Wildcat Dr. Palm Desert, Ca. 92211 P.(760) 360=5770 F.(760) 360-57,19 , LINE NO. 1 LEVEL NO. 1 , SEASONED LUMBER (Y or N) N ' STRUCT. (1 OR 2) or (OSB) 2', LINE DIRECTION Y F WIND 5.26 pV/1.4 0.175 WALL WT (K) 1.50 pV/1.4 x WALL WT. 0.26 F pV/1.4 3.64 F pV/1.4 +pW1.4 x WALL WT. 3.91 p 1.00 FGov - _ _W SHEAR WALL DEFLECTION CALCULATION UBC STD. 23.223 ! ' WALL WALL H - B POST POST HOLDOW EXT/IN wdl. Amax ul 'ULT'.'(LB/IN) . Kult.. %F- � Fs Fw • ` A�, A, ,. `Aucw Acus• - vs.', : vW vrriax - Mots ,, .Mot • Mr. ::(T=C)s STATUS ,(T=C)w .STATUS STATUS STATUS No TYPE (FT) (FT) SIZE GRADE EA LB/FT `y. (LB) _ (LB)' (IN)"; --(IN) 0005H; .025H. ,(LB/FT) (LB/FT (LB/FT , (LB -FT) (LB -FT (LB -FT (LB)' -(LB) " v ! `HD A 23 s EE ` -11 58 • 5 92 6X6 1 HDBA E E 108 3' 1.414 10200 0.64 2510- 3377 '0.331 .1.085 0.695 3.474 424 570 - 570 27804 39104 3922 4100 4255 OK OK 24 EE3 11 58 4 16 6X6 i_ 1 r HD8A E ` 108 ?. 1.786 5674 0.36 1396 1878 0.331 1.085 0.695 3.474 336 452 452 «15908 21751 2638 - OK - 3401 OK OK - fs .,wy� �. , 1 Y .3253 OK �- 1 f w • TOTAI 15A7d t nn' zona a�u LINE N0. w dl LEVEL N0. SEASONED LUMBER (Y or N) Fs STRUCT (t OR 2) or (OSB) AN,, : 0,,, AALW ..AAUs ' vs VW .vmax Mot s Mot w Mr (T=C)s LINE DIRECTION Y F WIND = 2.59 V/1.4' 0.175 WALL WT (K) 0.45 V/1.4 x WALL WT. 0.08 F pW1.4 2.79 F pV/1.4 +pW1.4 x WALL WT. 2.87 P 1.00 FGov ', S WALL WALL H B POST POST HOLDOW EXT/INT w dl Amax ull Kult %F Fs Fw. AN,, : 0,,, AALW ..AAUs ' vs VW .vmax Mot s Mot w Mr (T=C)s STATUS., (T=C)w STATUS STATUS STATUS No TYPE (FT) (FT) SIZE GRADE E/I LB/FT ULT (LB/IN) (LB) (LB) I • (LB)' v HD _ A { - 1.312' 8357 1.00 2867 2586 O 5971 OK OK OK WALL WALL H B POST POST HOLDOW EXT/INT w dl Amax ull Kult %F Fs Fw. AN,, : 0,,, AALW ..AAUs ' vs VW .vmax Mot s Mot w Mr (T=C)s STATUS., (T=C)w STATUS STATUS STATUS No TYPE (FT) (FT) SIZE GRADE E/I LB/FT ULT (LB/IN) (LB) (LB) (IN) (IN) 005H .025H (LB/FT) (LB/FT (LB/FT (LB FT) (LB FT (LB -FT -.(LB), (LB)' v HD _ A 29 , EE . -10 • 4.5 6X6 1 '.:HD8A• ;t° :E :. 108 1.312' 8357 1.00 2867 2586 0.309' 1.513 0.600 3.000 637 575 637 28273 125864 2106 5862 5971 OK OK OK 1: 1 TOTAL 8357 1 00 2867 2586 w WALL WALL H B POST POST HOLDOW EXT/INT w dl Amax ull Kult %F Fs Fw. AN,, : 0,,, AALW ..AAUs ' vs VW .vmax Mot s Mot w Mr (T=C)s STATUS., (T=C)w STATUS STATUS STATUS No TYPE (FT) (FT) SIZE GRADE E/I LB/FT ULT (LB/IN) (LB) (LB) (IN) (IN) 005H .025H (LB/FT) (LB/FT (LB/FT (LB FT) (LB FT (LB -FT -.(LB), (LB)' v HD _ A 29 , EE . -10 • 4.5 6X6 1 '.:HD8A• ;t° :E :. 108 1.312' 8357 1.00 2867 2586 0.309' 1.513 0.600 3.000 637 575 637 28273 125864 2106 5862 5971 OK OK OK 1: 1 TOTAL 8357 1 00 2867 2586 SPECIAL SHEAR PANEL CALCULATIONS (LEVEL 1) LINE= 2 SHEARMAX SHEARMAX Vgov 5257 STANDARD 1806 STANDARD CUSTOM TOTAL SHEAR WALL No. TOTAL NOMINAL SHEAR WIDTH ACTUAL HEIGHT ASPECT RATIO ASPECT RATIO UPLIFT WA a STATUS T TOTAL. SHEAR 31 2.67 9.08 2.42 3.66 OK 11152 3049 31A .2.67 9.08 2.42 3.66 OK 11152 3049 0.00 0.00 0.00 0.00 0.00 0.00 0.00. 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOTAL TOTAL 6098 0.00 - 0.00 LINE= 4 SHEARMAX SHEARMAX 839 STANDARD Vgov 1806 STANDARD WALL No. TOTAL SHEAR CUSTOM ACTUAL ASPECT RATIO ASPECT RATIO UPLIFT TOTAL HEIGHT WA a STATUS T SHEAR WALL No. TOTAL SHEAR NOMINAL WIDTH ACTUAL HEIGHT ASPECT RATIO ASPECT RATIO UPLIFT WA a STATUS T TOTAL SHEAR 18 0.00 3.00 8.08 2.75 2.87 OK 11186 3894 0.00 0.00 0.00 0.00 0.00 0.00 0.00. 0.00 0.00 TOTAL 1705 0.00 0.00 OK 0.00 0.00 0.00 TOTAL TOTAL rTO 0.00 - 0.00 TAL 47 1 TOTAL 3894 LINE= 17 SHEARMAX Vgov 839 STANDARD 1079 STANDARD CUSTOM WALL No. TOTAL SHEAR NOMINAL WIDTH ACTUAL ASPECT RATIO ASPECT RATIO UPLIFT TOTAL HEIGHT WA a STATUS T SHEAR 15 M SM24-10 1705 0.00 0.00 2.00 9.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00. 0.00 0.00 TOTAL 1705 TOTAL OK 0.00 LINE- 18 SHEARMAX Vgov 839 STANDARD 1079 STANDARD CUSTOM WALL No. TOTAL SHEAR NOMINAL WIDTH ACTUAL ASPECT RATIO ASPECT RATIO UPLIFT TOTAL HEIGHT WA a STATUS T SHEAR 17 M SM24-10 1705 0.00 0.00 2.00 9.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOTAL 1705 TOTAL OK 0.00 LINE- 24 SHEARMAX Vgov 1079 STANDARD CUSTOM WALL No. TOTAL NOMINAL SHEAR WIDTH ACTUAL HEIGHT ASPECT RATIO ASPECT RATIO UPLIFT WA a STATUS T TOTAL SHEAR 7 2.00 9.75 1.75 5.38 OK 11046 2053 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOTAL TOTAL 2053 LINE= 25 SHEARMAX Vgw 1079 STANDARD CUSTOM WALL No. TOTAL NOMINAL SHEAR WIDTH JACTUALJASPECTRATIO HEIGHT ASPECT RATIO UPLIFT WA a STATUS T TOTAL SHEAR 6 2.00 9.75 1.75 5.38 OK 11046 2053 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOTAL f TOTAL 2053 SPECIAL SHEARWALLS SC(GIOIA)(04-1402-14)(9-21-04)V2.02.xls 41_ •P N t S .. SW SUMMARY . • SC(GIOIA)(04-1402-14)(9-21.04)V2.02.xis CONVENTIONAL .-.....r..- -- SHEARWALL SUMMARY -- - _-__ - CONVENTIONAL SHEARWALL SUMMARY (_ ---- j -- -----(.. _ _ _-_- --- -- -- - - - - - '-"HOEDOWN - ... OPTIONS ' . LEVEL WALL v b h h1h PLYWD PLYWD SPECIAL _ SILL -T=C HD PHD _-_LTTIMTTIHTT HPA_STHD@FDIC_. _ _ _ _ No. / 2 WALL or MST FLR-FLR LbIFt Ft Fl SIDE - SIDES A CALC PLATE Lb HOLDOWN HOEDOWN HOLDOWN HOEDOWN 10.00_ _ 1_28_. B3 _AA -- NO 3X _ _ 3025 - HD5A�2_2X( SSTB20 _PHD2 (2.2X1 SST824 -HTT16 (2-2X.4XJ SST820 STHD8 (2-2X:4XJ _146 I _ 11.00 _ . - HTTi6 (2 _2X,4XJ SSTB20 _ (2-2X,4XJ 1.40_ B2 AA _ NO_ _ 2X 2454 HD2A j2-2X,4XJ SST820 _- -PHD2 (2-2X( SSTB24 2 _ 10.00 _ 1.66_ _ LT'T19 (2 2X,4XJ SSTB20__ _STHD8 STHD8 (2 2X,4XJ _ A AA _ NO _ 2X _-i076 _ _ - _HD2A j2_2X,4)q SSTB20 __-_- -PHD2 (2 2X( SST_B_24_- 584 12.95 16.00_ 1.24 D 8303- NO 3X 8182 HDiOA ?-2 SSTB34 -- NA _ _ NA ---- -ryq ------ __ NA 5 ------ 83 -----2.-o- 22.11 10.00_ --- - -Nq "--�- ' 0.45 _. _ A AA NO 2_X NA NA NA-- _ L1 _ 6 538 0 0.00 0.00 _ YES 3X -------- -------- - - L1 7 538 2.00 0.00 0.00 _YES 3X _1_____" 1 8 _ _ ._ _ _. 732 4.51 8.00 _. - NA STHD14 12-2X 4 J 1.77 - _ _ E _= _ -83B3 -_ _- NO- 3X _ -5653_ --- HDBA (2-2XJ SSTB34 -- _ PHD6 J2_2XJSSTB34 L1 , 9 423 _ 16.00 __ _ B9 = AA - NO - -- 3X _-__3233 -- HD5A (2_2X(SST820 - - _ _PHD2 j2 _TXJ SST824 _, --- _ - --- HTT16 (2-2X,4XJ SST820 - STHD10 (2-2XAXJ,• Li 10 _ _ 128 _ _20.41 10.00 _ 0.49 _ _ _ _ LTT19 (2 2X 4XJ SSTB20 STHOB J2.2X,4XJ ____A_ - __ AA - __ NO _ _ 2X _ 276 _HD2A (2 2X_4XJ SST820 PHD2 j2 _2XJ SST824 Li 11 -- 357 _ -__256 7.81 -_�- 12.00- - -- 1.54 - - B3 --A -- AA - NO __ 3X 3968_ HD5A LX1SSTB20 PHDS (2 2XJ SSTB24_ _ --- __ MTT288 (2 2X,4XJ SST824_ HPAHD22 2P j4XJ -L1, _ _ 12 _ _ 10.89 _ 9.00 0.83_ _--AA - NO 2X - ' PHD2 j2-2XJ SST824 LTT131 (2_2X 4XJ SST820 _ STHD8 12.2X,4XJ, 1751 HD 2A (2.?X SSTB20 _. (2.2X4XJ SSTB20 ._ ._ (2-2X,4). 1.36_ _ _ A AA NO _ 2X 513 HD2A�2-2X,4X( SSTB20 PHD2 (2-2XJ SST824 - Lt 14 510 6.91 12:00 PHD6 j2.2XJ SST 334 -LTT19 - (2-LX,4XJ SSTB24 _STHD8 _ NA 1.14 C AA NO 3X 4962 HD6A,(4XJ SSTB34 419 _ _ 2.00 _ 0.00 -HTT22 0.00 YES __ 3X_ 0 L1 - - 16 - 92 --419 _ 7.36 9.00 STHD8 (2-2X,4XJ 1.22 -0.00 ---- A - AA - NO 2X 189 _ HD 2A (2-2X,4X)SSTB20 -- - PHD2 (2_2XJ SST824 -- LTT19 (2-2XA)Xq SSTB20 L1 -- 17 2.00---0.00'- YES 3X-- 0 _ ---- -- - L1 _ 18 587 - 3.07 0.00_ -_ -_- YES 154-.-. 12.31 _-0,00 13.0_0 1.06 _ - LTT20B (2-2X,4XJ SST820 -- STHD8 (2-2X 4X�" _ A AA _-_ NO 2X 1464 HD2A j2_2X,4X(SSTB20 - PHD2 12.2XJ SSTB24 - - - Lf __8.13'_ _10.001.2383_ NO HDSA2-2 SST820 PHD2?-2XSSTB24__ - HTT16(2-2X,4XJSSTB20 •STHD142.2X.4X( _AA_ _ _ AA _ _ NO___ -3X _3347 __ 2X __ Lt 21 _ _ _ 236 _ - __ 8.23 _ _9.00 _ _ 1.09 _ _ A 1546_ HD2A (2-?X,4XJ SSTB20 - - PHD2 (2-2XJ SSTB24 _ _ _LTT20B (2_2X,4XJ SSTB20 STHD8 (2-2X,QXJ L1 22 197 8.04 _ _ 9.00_ 1.00 -1.95 _ A _ AA _ NO _ 2_X _ 1137 - _-HD2A j2 2X,4Xj SSTB20 - __ PHD2 (2 2XJ SST824 _ - LTT19 (2-2X,4X(SSTB20 STHD8 [T-2X,4X] L1 23 _ 520 5.93 11.58 _ NA _ EE YES 3X ' 5414_ - HD6A (6XJ SSTB34_ -_ _ _ PHD6 j2-2XJ SSTB34 NA NA - 520 4.18 11.58 2.77 NA _ EE_ YES --NO ---2X 3X 5_592_ _ HD8A (T•2J(J SSTB34 - - PHD6 12-M SSTB34 _ _ - NA _ . STHD14 (2- p)q L1 25__ _328 _._5.20.___ _10.00_ _ -1.92 -82- - AA_- -------- - -3104 --HD5A(L_2XJSST020--.__PHD2(22XjSSTB24 HTT16(2-2x4XJSSTB20 STHD14(2.2X,QXJ lt T6 - 253 - 17.00 - 10.00 - 0.59 - A - -- AA - NO -- _ 2X _ 1659 HD2A (2.2X,4XJ SSTB20 PHD2 (2-2XJ SSTB24 _ LTT208 (2 2X 4XJ SSTB20 STHD8 J2-2X,4XJ L1 27 263 _ IL15 12.58 6.94 B2 AA N0 2X _ _2211 HD2A (2 2X 4X) SSTB20 - PHD2 (2-2XJ SSTB24 _ HTT16 (2 2X 4KI SSTB20 STHD8 (2 2X.4XJ L1 28 . 538 8.5_2 10.00 - 1.17 - -- C AA NO 3X 4947 HD6A (4Xj SSTB34 PHD6 J2 2XJ SSTB34 _ HTT22 (2.2X,4X) SSTB24 _ NA 10,00 T.29 NA EE YES 3X 1 HDBA J6XJ SSTB34 -,--- Lt 30 . , 259 _ 5.14 _10.00 _ 1.95 ' - _ - - -- -_ LTT131 (2-2X 4XJ SSTBTO STHD8 (2-2X,4XJ A ---- -- AA --- -- NO -YES - 2X ------ - 2117 - -- HD2A (2.2X,4XJ SST820 ----- -- D2- PHJ2_2XJ SST824 Lt 31 472 2.67 0.00--1 0.00 t S .. SW SUMMARY . • SC(GIOIA)(04-1402-14)(9-21.04)V2.02.xis REFERENCE Qr 6-1 %C OF IZv-Ag,��r /R.—o.,�+onN�y FRC�oR Aa=��•SR111-+��2xjl�+/('H-f- t-()t�y5X�1, �(Oor241 ��iX►y� . +�12ky�•�>ox3>-+ IZ�Xk?v, + (21x�o1 r r \ }(�z. loft. (�5 �o.s� . f 3o n ►3.51= o10 {�L l. . . ... . DA SHEET YOUNG ENGINE=RING SERVICES `l03 .NAM.F: —t-804 AILDGAT DR. WIT; r- ?ALM DESERT. GA. q=I1 Y: r:0� NO.: -43?H '60-3bO-5110 FAX 160-360-5114 - SHEAR WALL FOOTINGS SC(GIOIA)(04-1402-14)(9-21-04)V2.02.xi9 SHEAR WALL FOOTINGS LINE No. WALL No. DIMENSIONS BARS SIZE Mu net (IN4Q 413Mu Mu min (IN-K)i IIN-() m 6 Qsv IIN-K) As min (200/Fy) b d T(IN2)..I.' Mur GROSS STABILITY QN) IN a (IN401 STATUS WIND SEISMIC 29 D(IN) 0 1 0 444 1 0 1 1 1 12 1 14.691 0.31 1 1.38 1 0.72 1 237 1 INO.STOP &BOTT. I Wt (KI 1 383 1 FqnT I A17 1 .17 WIN ., 1200 0 0 444 0. a .88 x .48 LFT m LEW, . .... i I 0 0 444 "0 '3' 1 iL 1 No.5 TOP It BOTT. 188 IN MIDDLE V3 rd YES ._L4� YES 0 -0 0 444 1 A :-- 2 I 5 0 AAA A I 0.31 50.14 38 0.72 237 INo.S TOPd80TT MIN SBP KS 0.11 SHEAR WALL FOOTINGS SC(GIOIA)(04-1402-14)(9-21-04)V2.02.xi9 4�1 SHEAR WALL FOOTINGS SC(GIOIA)(04-1402-14)(9-21-04)V2.02.xls SHEAR WALL FOOTINGS No. No. DIMENSIONS No. Ec BARS SIZE MuLjet.jL (IN40 31qu __ n _M_4nL n. _!_ ��%Sv MMI As _ GROSS STABILITY (IN -K) INC IIN-K) (200IFY IN IN _ JIN2) a min a IN -K) STATUS WIND T—SEISMIC 1 23 D(IN) 1-18.00 -J" wi:25D0*- ;r'-&! .. 478 636 444 478 1 —1 12 14.69 0.92 1.38 2.17 676 3No,STOP &BOTT. M (N 10.17 FSOT 1.74 2.30 5 ;.l. �,�2500 , 351 467 444 444 — 1-2 -i-469' 0.92 1.35 2.17 676 3 No.5 TOP & 8077. MWS (Fr.K) X 5,01 6.65 L (FFI 31.W� 5 �-,2500i,' 0 0 444 — -- . jd �.IDME I;id NO t1-4— 0 — -k::�- 'S 1.35 1.02 SHEAR WALL FOOTINGS SC(GIOIA)(04-1402-14)(9-21-04)V2.02.xls -P, 01 SHEAR WALL FOOTINGS LINE w ALL !N.. Pc 4L3M!! Mu min 1120a/F- I GROSS STABILITY I WIND SEISMIC .0. N- DIMENSIONS B A:R:.I: VN40 MMpt (IN -KI (IN -K) AN -K) (IN) (IN) VN2) am] n a (IN-Kil STATUS 33 4 D(IN) 1' 24,00' 6'z.::.I'-*.2500 •1 1790 1 2380 1 1751 1 1790 1 2 1 24 1 20.63 1 4.77 1 1.94 1 208 1 IE69 I 4NgTOP )tRnTT I m M 31.47 1 —T I6.09I 5.56 WIN ..24.00 1:-':. I ^55: 5.,, 2500 _!762 U LFT '.. ..., j 49.0D. I:,- m 0 0 1762 0 —N —20.-Gi- -34-0 :.-i. o.iT-0P----K* & BOTT I WW(FT-K)131.42 YES YES 5 2500 EEI- 0 0 1762 0 P! A (I.L6 0 �LOP§.LOEI. r W MIN (FT -K) 3-3 — .72 -P EMINSBP 501 536 1.95 0.36 340 1 jo:LTQE A �2n. _ 052 053 1•:� 5.; 0 0 1762 I 20.69 0.31 FEE MAXSSP KSF S KSJF ..5., 0 0 1762 0 2 24 20.69 0.31 1.95 0.36 340 No.5 TOP & BOTT. KS 0.12 0.11 Sl.-IEAR WALL FOOTINGS SC(GIO[A)(04-1402-14)(9-21 -n4)V2.02. xis REFERENCE . . . . . . . . . . . . MOMENT -FRAME, ALONG LATERAL.L N.E'-. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . SHEET YOUNG ENGINEERING SERVICES DATE J05 NAME, 'M-804 WILDCAT 17R. - SUITE r_ PALM VE50RT, CA. 012211 5'r; JOB No.: 47 PH '760-560-5-M0 FAX -760-560-5119 Lm ZL 11 . . . . . r -"Cm . . . . . . SECT, 0 . . . . . . . -4 D, 14 T C 2 . . . . . . . . . . . . . . . . . . SHEET YOUNG ENGINEERING SERVICES DATE J05 NAME, 'M-804 WILDCAT 17R. - SUITE r_ PALM VE50RT, CA. 012211 5'r; JOB No.: 47 PH '760-560-5-M0 FAX -760-560-5119 Company Young Engineering Services September 24, 2004 Designer EAF 5:52 PM Job Number 04-1402-14 OMRF (ELASTIC ANALYSIS) -ALONG LINE 2 Checked By: Envelope Member Section Forces Member Label Section Axial Lc Shear Lc Moment Lc 1 367 7 29 -99.562 30 '8.882 2&' 35. 29:d 117.893 10:8 29:1 C M1 1 1 max! 10.835 29 30 0 27 29: 50:383kz;.31~ min -5.606 30 -10.517 29 0 27- 1 2 !max. 10.835 29 8.882 30 29.473 29 i min -5.606 30 -10.517 29 -24.89 30 1 3 i max 10.835 29 8.882 30 58.946 29 min -5.606 30 -10.517 -97 J -49.781 30 4 j, max! 10.835 29 8.882 ; 30 - 88.42 29 • min : __c; f;nF; in -in C;17 , Oa 1 _7n a71 2r) I . M3 . 5 i max' 10.835 29 1 8.882 30 117.893 291 min i -5.606 1 367 7 29 -99.562 30 t.max.1., 10.483L 2&' 35. 29:d 117.893 10:8 29:1 -min: 1 -8, 847,131].' i -5.606.,111 30 1: --99.5627.., 30 I.' ZI:j max::. 10.4834:.y ..:28:11i,y9.422,,:.,;1 29: 50:383kz;.31~ J',mih 8,07� 30� `.--58.44&-!'2&-; -31 ::-&. 0 8008 ; 4 ."f' max.!. 50;,' min' 8 L5 Irr,'14 - x I10M: 4816 I ',1'.31";."ll�.!'4:0,:835..'I28;,,,-99,1:7.9 1':3,1,*rj 1 ;max! 10.835 28 1 10.483 28 j 0 i 27 1 ' _ i min*! - 5. 6 0 � I -8.847 1 : 31 i 0 27 1 1! 2 j max;i 10.835 28 1 10.483 28 24.795 31 1 i min 1 -5.606 1 31 i -8.847 31 i -29.378 28 3 i max 1 10.835 28 it 10.483 128 ; 49.589 31 1 1 min 1 -5-.606 31 i -8.847-"l 31 1 -58.755 28 1 1 4 max,; 10.835 28 10.483 28 74.384 i 31 1 min i -5.606 i 31 1 -8.847 31 -88.133 ! 28 11 -5 lmax1 1 min 1 10.835 -5.606 28 1 31 1 10.483 28 i 99-179 i 31 1 -8.847 -F-31 1-117.51 ; 28 1 RISA -2D Version 5.5 [Q:\CURREN-1\1400\(GIOIA-1\Calcs\FRAMEL-1.R2D) Page 10 - 48 - Company Young Engineering Services September 24, 2004 Designer EAF 5:48 PM Job Number : 04-1402-14 OMRF (ELASTIC ANALYSIS) -ALONG LINE 2 Checked By: Global :Steel Code ASD: AISC 9th AISI 99^ . iAllowable Stress Increase Factor (ASIF) i 1.333 ,Include Shear Deformation _ _ No INo.'_f Sections for Member Calcs lRedesign Sections _—_ Yes_ _ I P -Delta Analysis Tolerance T0.50%. Materials (General) Material Label Young's Modulus Shear Modulus Poisson's Thermal Coef. Weight Density Yield Stress (ks) Ratio —jper 10^5 _ (k/f A^ L_ bks ) STL _ 29000 i 11154 3 I 65 .49 50 Sections Section Database Material Area SA SA 1 (90,270). 1(0,180) T/C Label - - - Shape Label (in)^2L0;180L(90,270) (in ^4) (in^4) Only COL1 -- BEAM W16X3�-STL _ T..__ - I- VU16X31 `. STL 9.12 1 2 1.2_ 12 4 9:12.... 1:2`-2 12.4 f; 375 i ' ' : ; 375-- Joint Coordinates Joint Label X Coordinate Y Coordinate Joint Temperature N1 0 I -1.5 ! 0 Member Data Shape / Material Phys End Releases End Offsets Inactive Member Label I Joint J Joint Rotate Section Set Memb I -End J -End I -End J -End Code Length M1 N1 N2 COU STL Y ! ! 2 11 1 I M2 s N2 I: N3BEAM I STL Y i I . ! '26 "92, M3 N4 N3 COU STL Y :1171 Steel Design / NDS Parameters Member Section Length Lb out Lb in Lcomp -bend Cb Sway Label Set le out le in le K out K in CH Cm B out in R M1 COL1 11.21 1. 1.2 Ty 0. i- M2—� BEAM ,—..- ----- 26..92 - 2 _ 2 ! 2 i 1 ' 1 2 Y, -- I o �1 M3 COL1 11.21_ 1. 1.2 y 0. Redesign Criteria Section Set Max Depth Min Depth Max Width Min Width Max Code Check Min Code Check —_(in) (in) (in) (in) 18— 12 8 5 .95 RISA -2D Version 5.5 [Q:\CURREN-1\1400\(GIOIA-1\Calcs\FRAMEL-1.R2D) Page 1 - 49 - Company Young Engineering Services September 24, 2004 Designer EAF 5:48 PM Job Number : 04-1402-14 OMRF (ELASTIC ANALYSIS) -ALONG LINE 2 Checked By: Plate/Shell Elements Plate Label A Joint B Joint C Joint D Joint Material Set Thickness Stress Location Inactive? Start Location End Location in R' 'S' No Data to Print ... (ft or %) (ft or %) Basic Load Case Data -.21 0 1 BLC No. Basic Load Case Category Category Gravity Load Type Totals Description Code Description _ X_ Y Joint Point Direct Dist. 1 D _ _, DL Dead Load 2 Lr RLL - Roof Live. Load Start Location 1 3 L LL - Live Load i 4 -'E/T.4 I EL I Earthquake Load i i — —1 1��--� 5 W WL Wind Load_ i 1 _ j . `6 j — S`..----j-SL �--Snow Joint Loads/Enforced Displacements, Category : EL, BLC 4: E11.4 Joint Label [L]oad,[M]ass,or, Direction Magnitude D is lacement (k, k -ft, in, rad, k's^2/ft) N2 L ! x 4.906 Joint Loads/Enforced Displacements, Category : WL, BLC 5: W Joint Label [L]oad,[M]ass,or, Direction Magnitude [D]isplacement (k k -ft in rad, k's^2/ft) j N2 j L X 5.257 Member Direct Distributed _Loads, Category : DL, BLC 1: D Member Label Direction Start Magnitude End Magnitude Start Location End Location (k/ft F) (Wft _a (ft or %) (ft or %) M2 j Y -.21 -.21 0 1 0 j :Acceleration_ of Gravity 32.2 (ft/sec^2) lconvergence Tolerance i 0:001 Member Direct Distributed Loads, Category : RLL, BLC 2: Lr Load Combinations Member Label Direction Start Magnitude End Magnitude Start Location End Location Movina Loads Tag Pattern Label Increment Both 1st Joint 2nd Joint 3rd Joint 4th Joint 5th Joint ft Ways? 6th Joint 7th Joint 8th Joint 9th Joint 10th Joint No Data to Print ... Dynamics Input I Number of_Modes 3 GLoad_ Combination Number _' _ _ D( BA SIC) :Acceleration_ of Gravity 32.2 (ft/sec^2) lconvergence Tolerance i 0:001 Converge Work Vectors No Load Combinations Num Description Env WS PD S_RS_S CD _BLC Factor BLC Factor BLC Factor BLC Factor 1 D( BASIC) -- Z ;Lr RISA -2D Version 5.5 [Q:\CURREN--1\1400\(GIOIA-1\Caics\FRAMEL--1.R2D] Page 2 - 50 - Company Young Engineering Services Designer EAF Job Number : 04-1402-14 OMRF (ELASTIC ANALYSIS) -ALONG LINE 2 September 24, 2004 5:48 PM Checked By: Load Combinations (continued) Num_ Description Env WS PD SRSS 4 IE/1.4 BASIC ELASTIC EQ... CD _ BLC _ Factor _ BLC T Factor _ BLC� Factor BLC_T Factor 5 E (USED FOR CHECKING .:-_-_�_- 1 _ _ 4_ 1.4__ 6 iEm=OMEGA Em=2.8E (US.. 1 4 i 3.92 7 W (WIND FOR CHECKING... 1 5 1 8 i i 9 iENVELOPE THE FOLLOW... 1 10 D+L+Lr 12-12 I 1 1 1 1 1 2 ; 1 1 3 1 11 D+L+S 12-12, y j 1 1 1 3 1 6 1 1 12 I D+L+1N 12-13 I V 1 1 1_ 1 1 1 1 3 ; 1 1 5 1 1 i 13 )+L -W X12-13 1 1 1 3 1 5 -1 j 14-1 D+L+E/1.4 12-13 l 1 1 1 I 3 i 1 1 4 15 D+L-E/1.4 (12-13) y 1 1 1 3 1 4 -1 i 16 D+L+W+S/2 12-14 I y I i1 1. I 1 3 1 5 1 I 6 .5 I 17 D+L-W+S/2 12( 14) y y 1 5 -1 • i 18 I. D+L+S+W/2 12-15 1 1 1 1 3 1 5 .5 I 6 1 I r 19 D+L+S-W/2 12-15 1 1 1 3 1 5 -.5 6 1 i 20 D+L+S+E/1.4 12-16 ! 1 1 i 1 3 1. 4 11 I 6 1 I I. 21 D+L+S-E/1.4 (12-16) y y 3 1 4 -1 6 1 22. !.9D+E/1.4 (12-16-1 EQ ST... 1 y ! .. i 1 1 I .9 4 1 I I i 23 .9D -E/1.4 (12-16-1 EQ STA... y y 1 1 .9 4 -1 24 1.667D+W CBC 1621.1 WI... I y I y 1 • .667 ; 5 1 1 I 25 .667D -w (CBC 1621.1 WIN... y y 1 1 .667 -1 _5 ` 26 i I 27 ENVELOPE THE FOLLOW... 1 28 ;D+.71L+2.8E (CBC 2213.5.1... j 1 1 1 3 .7 4 3.92 29_ D+_7L-2: 8E (CBC 2213_5.1 ._ -- 1 - -- - �- --1 -- -3 -- -- -.7 4 -3.92_ 30 .85D+2.8E CBC 2213.5.1 C..: 1 1 1 .85 4 3.92 31 _ 85D -2.8E (CBC 2213.5.1 C... 1 1 .85 4 -3.92 32 1 RISA -2D Version 5.5 [Q:\CURREN-1\1400\(GIOIA-1\Calcs\FRAMEL-1.R2D) Page 3 I&IM Company Young Engineering Services Designer EAF Job Number'. 04-1402-14 OMRF (ELASTIC ANALYSIS) -ALONG LINE 2 September 24, 2004 5:48 PM Checked By: Load Combinations (continued) 45 Num_--Pescription Env WS PD SRSS !ENVELOPE THE FOLLOW... CD BLC Factor BLC Factor BLC Factor BLC Factor 34- IUBC 12-5 (a) GRADE BEAM! I. I i i 1 DL 1.2 EL 1.4 LL .5 1 LLS j-'46�,IENVELOPE';THE.FOLL:O.W.�l.l.' 'I,'t.�il_!,., .. v. SL .2 SLN .7 35 UBC 12-5 (b) GRADE BEAM. DL SL 1.2 .2 EL SLN -1.4 .7 LL -.5 -LLS 36 IUBC 12-6 (a) GRADE BEAM( j: -41 -j 1 DL .9 EL i 1.4 37 !UBC 12-6 (b) GRADE BEAK 1 --DL- .9 EL -1.4 6'-'-:: 4" j: 38 1 AC1. 9.1 (a) GRADE BEAM 1 DL 1.4 1L 1.7' 6 i .2 4 -2.52 39 , ACI 9-2 (a) GRADE BEAM i DL 1.05 LL 1.275, WL 1.275, 6 4-'1 252 1140 i -ACI 9-2 (b) GRADE BEAM?{': jl,:-T 1 DL 1 1.05 i WL -;j 1--:27.5-1- L-51 i1.2D+L+.2S-.4RE CBC 221..: 4 1.2 3 1 6.2 41 ACI 9-3 GRADE BEAM; 1 DL .9 WL 1.3 52:1.9D+.4RE, (CBC 2214 7.2a L .9 1.42',.1'AU9-2 (a) GRADE BEAM 1 - �DL, -J, 1. 05 i 1L -1:1275-1: WL 1-1.275 Iv. i 43 ACI 9-2 (b) GRADE BEAM 1 DL 1.05 WL -T-275! .9 4 -2.52 1-44'JAC19-3'GRADEBE Ml';,. il-T 'DL- 91 WL - 1 1 - 52 - 45 j-'46�,IENVELOPE';THE.FOLL:O.W.�l.l.' 'I,'t.�il_!,., .. v. L.47 :OR FOR DESIGNING FRA...j I �'48`--11:2D.4-'.5L+.2S+.4RE-(CBC,...I-,,�.�.-7�z%�t!-5 V. 31� 6'-'-:: 4" j: 49 ;1.2D+.5L+.2S-.4RE (CBC ...j 1.2 3 .5 6 i .2 4 -2.52 i+.,450;,.11.2D+L+.2S+.4RE,(CBC *22::J.*,-..,:�nl,,'.�,,It��,,-r,,�l:, .2 '3 ),' 6 4-'1 252 i. L-51 i1.2D+L+.2S-.4RE CBC 221..: 4 1.2 3 1 6.2 4 -2.52 52:1.9D+.4RE, (CBC 2214 7.2a L .9 4 2.52 53 .9D -ARE (CBC 2214 7.2a 1 .9 4 -2.52 54" 1 UBC 12-1 T DL 1 1.4, 55 UBC 12-2 (a)_ 1 DL 1.2 LL 1.6 LLS 1.6 RLL .5 56 UBC 12-2 (b) 1 f 1 DL 1.2 LL 1.6 LLS 1:6 j SL SLN -5- 57 UBC 12-2 1 DL 1.2 LL 1.6 LLS 1.6 58 UBC 12-3 a i i 1 DL 1.2 RLL 1 1.6 1 LL I 5 1 LLS 59 UBC 12-3 1 DL 1.2 REL 1.6 WL .8 60' i7 UBC 12-3 (c) 1 DL 1.2 RLL 11 1.6 1 WL 8 61 UBC 12-3 (d) DL 1.2 SL1.6 SLN 1.6 LL .5 RISA -2D Version 5.5 [Q:\CURREN-1\1400\(GIOIA-1\Calcs\FRAMEL-1.R2D] Page 4 - 52 - Company Young Engineering Services Designer EAF Job Number 04-1402-14 OMRF (ELASTIC. ANALYSIS) -ALONG LINE 2 September 24, 2004 5:48 PM Checked By: Load Combinations (continued) _Num 62 D. 12-3 eescri'p!ion Env WS PD SRSS _ UBC CD 1 BLC DL Factor 1 1.2 BLC SL---.: Factor 1.6 BLC SLN Factor 1.6 BLC WL Factor T .8 63 64 I -UBC -12-q_()____. UBC 12-3 I I i 1 1 DL DL 1.2 1.2 SL RLL 1.6 i 1.6 SLN 1.6 WL - 65 UBC 12-3 (h) 1 DL 1.2 SL 1.6 SLN 1.6 66 UBC 12-4 a i I 1 DL 1 1.2 WL i 1.3 LL 1 .5 1 LLS RLL .5 1 i 67 UBC 1Z-4 ��j DL 1.2 WL -1.3 LL .5 - LLS RLL .5 68 UBC 12-4.(c) F j DL 1 1.2 WL 1.3 LL .5 1 LLS SL 1 .5 SLN 1 .5 69 UBC 12-4 Uc i 1 DL 1.2 .5 WL SLN -1.3 .5 LL .5 LLS 1 70 UBC 12-4 (e) DL I - 1.2 1 WL 1.3 1 LL 1 -.5 LLS 1 i 71 UBC 12-4 1 DL 1.2 WL -1.3 LL .5 LLS 1 1 72 1 UBC 124 (q) A: DL.'. 1:2. 1 WL 1'3 RLL .5 73 UBC 12-4 (h) 1 DL 1.2 WL -1.3 RLL .5 1', 74 1 URC 12-4: (j)' 1'. T DL T'2 WL 1. 3,� SL .5 I. SLN 75 UBC 12-4 (j) 1 1 -DL 1.2 WL -1.3 SL .5 SLN .5 1 76j. UBC 12-w5 (a)-: 1 DL 1.2. 1 EC 1.4 I LL 1- .5 i LLS SL .2 SLN .7 77 UBC 12-5 b I 1 DL i 1.2 i EL -1.4 LL .5 LLS SL .2 SLN .7 78 UBC 12-5' (q)� 1 DL. 1:2: EL "I LL. .5. LLS 79 -i UBC 12-5 (d) 1 DL 1.2 EL -1.4 LL .5 L -LS - i 80 UBC 12;5 (e):. 1 DL 1.2 EL 1.4 i SL .2 SLN 81 UBC 12-5- M 1 DL 1.2 EL -1.4 SL .2 SLN .7 82 UBC 12-5 i= j 1 DL 1.2- EL i 1.4 83 UBC 12-5 (N. 1 DL 1.2 EL -1.4 84 i UBC 12-6 a i I 1 11 DL .9 EL i 1.4 1 85 UBC 12-6 b 1 DL .9 EL -1.4 86 I UBC 12-6 (c) 1 DL .9 WL 1.3 i 87 Envelope UBC 12-6 (d). Joint Displacements 1 DL .9 WL -1.3 Joint Label X Translate Y Translate Rotate Lc(radians), Lc N1 max 0.000 24 0.000__ 24 4.199e--3 13 - -- -37- ...- -.-- .1 24 RISA -2D Version 5.5 [Q:\CURREN-1\1400\(GIOIA-1\Caics\FRAMEL-1.R2D] - 5 3 - Page 5 Envelope Reactions Joint Label X Force Y Force Moment k) Lc�kk- Lc N1 i maxi 3.517 i 13 i 5.016 13_1 0.000- 10 1 -- -T miniF--f 7 1`24 304"x:24 1 :0;0.00 :1 10 I N4 I max, 2._034 25 I 5.016 ; 12 : 0.000 10 !T �Tmm-3 508i"1'21-.30425�0.000'i :10'd Reaction Totals I max 1 5.257 1 25 1 7.807 1 10 Envelope Drift Report Story X Direction Number Joint Label Drift Lc % of Ht. in 1 No Stories Defined... Envelope Alternate Shapes Section Member Suggested Alternate Shapes Set Label Replacement 1st Choice 2nd Choice 3rd Choice ! COL1 ! M1 I W14X22---W14X22 W12X26 W1 6X26 i Material Takeoff Material Shape Length Weight (ft) (k) STL i W 16X31 1 49.34 1 1.531 Envelope Member Section Forces Member Label Section Axial Lc Shear Lc Moment Lc 1 max i 5.016 . Company Young Engineering Services September 24, 2004 Designer EAF 5:48 PM Job Number : 04-1402-14 OMRF (ELASTIC ANALYSIS) -ALONG LINE 2 Checked By: Envelope Joint Displacements, (continued Joint Label X Translate Y Translate Rotate _ (in) Lein) Lc (radians) Lc N2 imax. 435_ . 12._ 0 24 1.437e-3 25 : 24 1 x.434 T25� 003 13 1-2.261 e -3 i 12 N3 ; max_ .431 24 - 25 2._242e-3 . 13 i 24 ' 1,min� - _0 _ ,431 131-.003 i 12 -1418e-3 24 N4 i max 0.000 : 12: 0.000 25: 3..77e-3 25 I mm; -0-000-t: : 1 F12; Envelope Reactions Joint Label X Force Y Force Moment k) Lc�kk- Lc N1 i maxi 3.517 i 13 i 5.016 13_1 0.000- 10 1 -- -T miniF--f 7 1`24 304"x:24 1 :0;0.00 :1 10 I N4 I max, 2._034 25 I 5.016 ; 12 : 0.000 10 !T �Tmm-3 508i"1'21-.30425�0.000'i :10'd Reaction Totals I max 1 5.257 1 25 1 7.807 1 10 Envelope Drift Report Story X Direction Number Joint Label Drift Lc % of Ht. in 1 No Stories Defined... Envelope Alternate Shapes Section Member Suggested Alternate Shapes Set Label Replacement 1st Choice 2nd Choice 3rd Choice ! COL1 ! M1 I W14X22---W14X22 W12X26 W1 6X26 i Material Takeoff Material Shape Length Weight (ft) (k) STL i W 16X31 1 49.34 1 1.531 Envelope Member Section Forces Member Label Section Axial Lc Shear Lc Moment Lc 1 max i 5.016 ; 13 i 2.044 i 24 0 110 -2:034. min I -.304 ' 24 ' '--3.-5--1-7-1 ? 2, 131 0 10 2 ; max: 5.016 ; 13 2.044 : 24 1 9.857 13 min 1 -.304 i 24 ' -3.517 1 13 1 -5.727 24 `3 i max, 5.016 13 ; 2.044 . 24 19.713 : 13 1.246 min -.30424 ' min ! -3.517 13 ' -11.454 24 4 max_; 5.016 13 2.04_4 24 i 29.57 13 min -.304 24 -3.517 131 -17.182 ' 24 5 max_: 5.016 13 I 2.044 24 , 39.427 13 1 M2 1 i max! 3.508 1 12 ; 5.016 13 1 39,427 13 1 ! min -2:034. ; 125,1 -.304 i 24,1- -22.9.09.1 24:1 ? 2, i max . 3.508 1 12'! 3:602. 13 i 11.878. ; :25, j min ' -2.034 1 25 : -1.246, 241 -19A44 12:'l 3 i maxi 3.508 1 12 ; 2189 i 131 -6.027 ; 25 ' min', -2.034 1 251 -2.189 ! 12 ! -12.586. 101 4 max! 3.508 ! 12 i 1.246 251 11.773 ; 24 j ' min ! -2.034 ! 25 i -3.602 1 12 -19:039' 1 1321 5 max • 3.508 , 12 ! .304 ; 25 39.322 12 ! RISA -2D Version 5.5 [Q:\CURREN-1\1400\(GIOIA-1\Calcs\FRAMEL-1.R2D) Page 6 - 54 - Company Designer Job Number Young Engineering Services EAF 04-1402-14 OMRF (ELASTIC ANALYSIS) -ALONG LINE 2 September 24, 2004 5:48 PM Checked By: Envelope Member Section Forces, (continued) :12 i .964 -____(ksi) Lc Member Label Section Axial Lc Shear Lc Moment Lc .562 24; 0 k) :25; min ! -.033 ---24 1 -.966 13 0' _10_'_0 10 0 10i 2 max! .55 13: f min 1' -2.034 25 -�.N .01 - -.- ,---•--..(k)..----- 7-12 -22.804 25 -.033 M3 1 max: 5.016 12 3.508 12 0 10 .55.... 13, Min . -.304 25 -2.034 25 0 10 -.033 :24 1 2 !max, 5.016 12 3.508 12 5.701 25 .55 .13; min -.304 25 -2.034 25 -9.83 12 -24; -.- 9- 3max. 5.016 12 3.508 12 11.402 25- .562 24. min 24 1 10.017 13 .1 min -.033 :24! T'• -10.017 4 max, 5.016 12 3.508 12 17.103 25 1-m in '. -.304 25 -2.034 25 -29.491 12 i 5 max: 5.016 12 3.508 12 22.804 25 min 1 -.304 25 -2.034 25 -39.322 12 Envelope Member Stresses Member Label Section Axial 1 1 Shear Bending top Bending bot :12 i .964 -____(ksi) Lc (ksi) q--(kSi) -.033 25, t M1 i 1 max! .55 '13 i .562 24; 0 10 :25; min ! -.033 ---24 1 -.966 13 0' _10_'_0 10 0 10i 2 max! .55 13: .562 24 1.455 24, 2.504 131 -.559 i. min 1 -.033 24, -. 966 "1'3 -2.504 13! -1.455--241 .25 ' 3 max 1 .55.... 13, . .562 24. .2.91 .24, 5.009 13 i I min i -.033 :24 1 -.966 13: -5.009 4 max .55 .13; .562 24:, 4.36524 3 13 i' min 1 -.033 -24; -.- 9- 13! -7.513 :]F -1 -4.7.51365 24 1 5 max 1 .55 13; .562 24. 5.821 24 1 10.017 13 .1 min -.033 :24! T'• -10.017 -1 J -5.821 24 Mgt.'01 .223�'," 1 25 5:824V 1: 241 I ,-I -min,,,I,*-.223",1:2.5,;j! �.4:�.343:". 24!1, �1.011 319E -60Z2".jr13"I-�:: -.223 125- '-.602:-j1-21 .5301 :mint` -.223~x;1,25;,.-.99 12,*. --2.99' It: 5;-d MAY'l,:- IRS' d.: iq� F7 nRn-ziFq,r,,,1 r,:.70,1 I mint -.223 "i 25 1` -1:371 1 1 .. max .55 :12 i .964 25; 0 min -.033 25, -.559 2 i max 1 .55 .12; -.964 -2.498 min 1 -.033 :25; -.559 3 -max .55 12 1 .964 12 min i -.033 .25 -.559 4 Fax 1 55 . 12! .964 13 min .' --.033 .25 ' -.559 5 max: .55 - 121 .964 3 ---max 0 24 Envelope Member Deflections -4,864,` 4..837 ,9:991,:: 12 12'! - -5,7941 "i 25,:1 12 0 - 10. 0 - 101 25; 0 10. 0 101 12 2.498 12: 1.449 : 25 1 25 -1.449 25 ; -2.498 121 12- 4.995 25 ' -2.8§-725--4.-995 121 2.897L. 25! --1-2-1 12. 7.493 25 - -4.346 12, 4.346 251 -7.493 251 - 12 12 9.991 '2 12 5.794 -1'- 25 i -1- 2 1. Member Label Section x -Translate Lc y -Translate Lc (n) Uy Ratio Lc n M1 1 max b b 10 NC min; b 10 NC 2 max 0 24 .139 13 4374.343 13 3 ---max 0 24 .266 13 2733.964 13 13 -.246 24 4705-231--24- 4 _m ax:0 24 .368 13 min b52 13 -.351 24 _3124.53_13 5377.407 24 RISA -2D Version 5.5 [Q:\CURREN-1 \1 400\(GIOIA-1 \CaIcs\FRAMEL-1. R2D] Page 7 - 55 - r 1 � : min i -.433 1 4- I max l . Company Young Engineering Services ° min I .-.432 September 24, 2004 Designer EAF ' 1211 ! min 1 5:48 PM Job Number : 04-1402-14 OMRF (ELASTIC ANALYSIS) -ALONG LINE 2 Checked By: Envelope Member Deflections, (confinued) min ! 0 2 Member Label Section x -Translate Lc y -Translate Lc (n) L/y Ratio Lc 0 3 (in) __(in) ___ i min ! -.001 5 max 0 24 .434 ; max 1 NC .0371 1 min' _25 min -.003 13 435 12 _- NC 0 i �M2 . 1 max' .435 1 12 1 0 24 ! NC I i min 1 -.434, ! 25 1 -.003 1 131 NC i 1 2 ! max l :434 12 1-015 !!'25 i NC I i min i .433 ! : min i -.433 1 4- I max l .432' I ° min I .-.432 5 l maxi .. .431. ' 1211 ! min 1 -.431 M3 1 ; max , 0 121 min ! 0 2 i max 0 min. 0 3 ;max: 0 i min ! -.001 1 4 ; max 1 0 .0371 1 min' -.002 j 5 1 m_ax i 0 ! min'; -.003 , .LN , 1 1' 12 I -.057 25 1 -.12 .1 24 1 .014. tT� _-1 n 25 1 12 ! 2958.559- 125 958.559125 ! 5736..675 '- 1 10 ! 2734:253.1. 1.24 j NC' i s 13 1.2989:482 25 1 'NC 1 12i- 1 NC- ! 10 NC 10NC 121 -.138 12 4385.982 1 12 251 .244 25 4726.819:25 12 , -.264 112 ' 2741.238 12 25 , .348 25 540_2.078 i 25 ' 1211 -.366 12 ' 3132.844! 12 25 1 .431 13 ; NC i 121 -.431 24 NC Envelope Member A/SC ASD 9th Code Checks Member Label Code Chk Loc Shear Chk Loc ASD Eqn. Message ft Lc ft Lc M1'237"319 11.21 1 13 I .037 1 0 i 13 H1-2 . z''26.92 1.2 I M3 ! .319 ( 11.21 1 12 i .0371 0 1 12 I H1-2 I I Envelope Member A/SC ASD 9th Code Details Member Label Lc Fa Ft Fb Cb Cm ksi (ksi) (ksi) M1 13 1 14.957 1; 39.99 i 32.776 1 1.75.85 I M2' 1.2` :37.641 39.99 . ,. 43.989::', 85, M3 12 14.957 39.99 32.776 1.75 ! 85 i Envelope Member ASD AIS/ 99 Code Checks Label Code Chk Loc Shear Chk Loc ASD Eqn. Message ftLc ftLc No Data to Print... 1 Envelope Member ASD AIS/ 99 Code Details Label Pn Tn Mn Cb Cm Lc (k) (k) (k -ft) Envelope Pfafe/Shell Principal Stresses Plate Label Sigmal Sigma2 Tau Max Angle Von Mises Lc ksi Lc—(ksi) Lc (radians) Lc (ksi) Lc No Data to Print... - Envelope Plate/Shell Forces Plate Label Fx Lc Fy Lc Fxy Lc No Data to Print... RISA -2D Version 5.5 [Q:\CURREN-1\1400\(GIOIA--1\Calcs\FRAMEL-1.R2D] Page 8 - 56 - � A Company Young Engineering Services September 24, 2004 Designer. EAF 5:48 PM Job Number : 04-1402-14 OMRF (ELASTIC ANALYSIS) -ALONG LINE 2 Checked By: Envelope Plate Corner Forces Plate Joint X Force Y Force (k) Lc (k) Lc No Data to Print... RSA/Frequencies l No Response Spectra/Frequency Results Available... Mode Shapes Joint Label X Translation Y Translation Rotation No Mode Shape Results Available... RISA -2D Version 5.5 [Q:\CURREN-1\1400\(GIOIA-1\Calcs\FRAMEL-1..R2D] Page 9 57- • Company Designer Job Number Young Engineering Services EAF 04-1402-14 OMRF (ELASTIC ANALYSIS) -ALONG LINE 2 September 24, 2004 5:55 PM Checked By: Envelope Member Section Forces 53-i i M3 1 Imaxi '8.54 481 7.231 j 48 0 48 Member Label Section - Axial Lc Shear Lc Moment Lc 7.231 48 15.064 (k) 1 min 1 -2.604 1 53 1 -5.375 53 -20.266 48 -1 1 3 i max- 1 M1 1 1 max i. 8.54 49 1 5.397 52 0 48 i U o J T 0 eS 1,4 j 1 min 1 -2.604 i 53 1 -5.375 1 53 -40.531 min ! -2.604 52 1 -7.253 49 0 4- 7.231 48 imax l 8.54 49 5.397 52 20.327 49 5 i max 1 min i -2.604 52 -7.*253 49 -15.125 52 i 53 1 3 m.a x. i 8.54 491 5.397 52 40.654 49 min ; -2.604 52 -7.253 49 -30.25 52 i 4 max; 8.54 49 5.397 52 60.982 .49 i min 1 -2.604 52 -7.253 49 -45.375 52 i 5 max I 8.5.4 ;..49 5,397 5281.309 49 i min -2.604 52 -7.253 149 -60.5 ' 52 1 max,!.- :•7:231`i,j 4811:.., 8.54-,-,-.,,,,,-,;1:49;1* :81.309.=_ 149: ...;=2604%:i!52; L-.605'- 1'52.-, 30!848:*i 5V 513 I RISA -2D Version 5.5 [Q.-\CURREN-1\1400\(GIOIA-1 ' \Ca1cs\FRAM1EL-1.R2D] Page 11 58 5:.375-�2.T;5a.--; Hl ;K;-60254� 53-i i M3 1 Imaxi '8.54 481 7.231 j 48 0 48 ! min 1 -2.604 i 53 i -5.375 153 0 4 -8-1 2 imax i 8.54 48 i 7.231 48 15.064 53 1 min 1 -2.604 1 53 1 -5.375 53 -20.266 48 -1 1 3 i max- 1 8.54 i 48 i ;-48 30.127 531 1 min 1 -2.604 i 53 1 -5.375 1 53 -40.531 1481 4 max 1 8.54 i 48 ! 7.231 48 45.191 53 1' min 1 -2.604--T 53 1 -5.375 53.1 -60.797 48 1 5 i max 1 8.54 481 7.231 48 i 60.254 i 53 1 f 1 min 1 -2.604 53 1 -5.375 1 53 -81.063 48 1 I RISA -2D Version 5.5 [Q.-\CURREN-1\1400\(GIOIA-1 ' \Ca1cs\FRAM1EL-1.R2D] Page 11 58 r RE"�—RENGE ----------- FtArl am y s- ##J FRAhSrR6.-301 FR&l= S��R614.,1-,-7 is 0OrA"y,. (o"HMN S7��ah rA Rom A 1.5c ry 6. 01.( IIS . . .. . 0 4-3 vN _ .6.Sy k 5cc a5'" CA 4.L 0 PAz:s DAi _ JO5 NAME.: eHE= i 59 . C YOUNG=*16INE_RIN5 SE�VIGcS -7-60G HILJVrAT DR. SUIT-= (- PALM DART, GA. 02211 P4 760-360-37-10 FAX -,60-360-5-71q DesconWin-LRFD Licensed to: Young Engineering Beam Connection to Column Flanae Column: W1 6X31 -A572-50 Left Side Beam: W1 6X31 - A572-50 Moment: 82 k -ft Shear: 10 kips Axial Force: 7.3 kips " -.. All Welds Are E70XX "'""'**` Left Side Beam - WI 6X311 Moment Connection With Directly Welded Flanaes: Weld Strength Flange Force, Ff: = P/2 + 12*M/(d-tt) = 7.3/2) + 12 * 82/ (15.88 - 0.44) = 67.381 kips Full Penetration Weld Design Strength = 0.9*Fy'b*t = 0.9 * 50 * 51525 * 0.44 = 109.4 > 67.381 kips OK Left Side Beam - W16X31 Shear Connectiori Usina One Plate: Plate: 12 in. X 3.375 in. X 0.1875 in. Plate Material: A36 Beam Setback: 0.375 in. Bolts: (4) 7/8"0 A325 -N -STD Bolt Holes on Beam Web: 0.9375 in. Vert. X 0.9375 in. Horiz. Bolt Holes on Plate: 0.9375 in. Vert. X 0.9375 in. Horiz. Weld: 3/16 E70XX Fillet Welds Loading: Vertical Shear, V = 10 kips Axial Load, H = 0 kips Resultant, R = Sgrt(V^2 + H^2) = Sgrt(10^2 + 0^2) = 10 kips. Check Bolt Spacing and Edge Distance: Spacing, s = 3 > Minimum Spacing = 2.3333 in. OK Distance to Horiz. Edge of PL, ev: = 1.5 > 1.5 in. OK Bolt Strength: Design Shear Strength of Bolts: Number of Vertical Bolt Lines = 1 Number of Rows of Bolts = 4 Horizontal Spacing = 3 in. Vertical Spacing = 3 in. Eccentricity = 0.9375 in. C = 3.7717 Design Strength = Npl*C*Fv =1 * 3.7717 * 21.648 = 81.648 > 10 kips OK Page: 1 Design Shear Rupture Strength, ORn _ (d - n*(dh+0.0625))*tw*0.75*0.6*Fu =(15.88-4*1)*0.275*0.75*0.6*65 = 95.56 kips Desiqn Shear Yield Strength h = 15.88 in. t = 0.275 in. A = 4.367 in^2 Fy = 50 ksi a.»,h (No stiffeners) h/t = 15.88/0.275 = 57.745 h/t = 57.745 < 418/sgrt(Fy) = 59.114 Vn = 0.6*Fy*A =0.6*50'4.367 = 131 kips OVn = 0.9'131 = 117.9 kips Beam Shear Strength = Min(ORn, OVn) = 95.56 > 10 kips OK Design Shear Strength of the Plate: Design Shear Yield Strength: h = 12 in. t = 0.1875 in. A = 2.25 in^2 Fy = 36 ksi a » h (No stiffeners) h/t = 12/0.1875 = 64 h/t = 64 < 418/sgrt(Fy) = 69.667 Vn = 0:6*Fy*A =0.6*36*2.25 . = 48.6 kips OVn = 0.9'48.6 = 43.74 kips OVn =43.74> 10 OK Design Shear Rupture Strength: Net Area, An = (L - nL* (dh+0.0625))*t =(12-4'1)'0.1875=1.5in^2 Shear Rupture Strength = Npl*An`0.75*0.6'Fu = 1 ' 1.5 ` 0.45 * 58 =39.15>10OK Block Shear Strength of the Plate: Gross Area with Tension Resistance, Agt = let +(Nh-1)'sh)*t =(1.5+(1 -1)'3)'0.1875 = 0.2813 -in A 2 Net Area with Tension Resistance, Ant =Agt-(Nh-0.5)*(dh+0.0625)*t = 0.2813 - (1 - 0.5) * (0.9375 + 0.0625) ' 0.1875 = 0.1875 in^2 Gross Area with Shear Resistance, Agv _ (L-el)*t = (12 - 1.5) * 0:1875 = 1.9688 in^2 Net Area with Shear Resistance, Anv = Agv - (Nv - 0.5) * (dv + 0.0625)* t = 1.9688 - (4 - 0.5) * (0.9375 + 0.0625)' 0.1875 1.3125 in^2 Ant < 0.6*Anv ORn = 0.75*(0.6*Fu*Anv + Fy*Agt) = 0.75*(0.6` 58 * 1.3125 + 36 * 0.2813) Design Shear Strength of the Beam: = 41.85 > 10 OK DesconWin-LRFD Licensed to: Young Engineering Design Shear Strength Based on Bending of the Plate: (Assume inflection point at midpoint between bolt line and weld line) Flexural Yielding: Section Modulus, S = 4.5 in^3, Eccentricity, e = 0.9375 in. Design Shear Strength = OS*Fy/e = 0.9*4.5 * 36/0.9375 = 155.5 > 10 kips OK Flexural Rupture: Net Section Modulus, Snet = 3.0938 in^3, Eccentricity, e = 0.9375 in. Design Shear Strength = OSnet*Fu/e = 0.75'3.0938 ' 58/0.9375 = 143.6 > 10 Kips (OK) Bolt Bearing on Plate: Bearing Strength/Bolt/Thickness Using Bolt Edge Distance = Fbe Edge Dist. = 1.5 in., Hole Size = 0.9375 in. =0,75*1.2*Lc*Fu < 0.75 * 2.4 * d * Fu = 91.35 k/in. = 0.75 * 1.2 * 1.0313 ' 58 = 53.831 k/in. Bearing Strength/BoltIThickness Using Bolt Spacing = Fbs Bolt Spacing = 3 in., Hole Size = 0.9375 in. =0.75'1.2*Lc*Fu <0.75*2.4'd*Fu=91.35k/in. = 0.75 * 1.2 * 2.0625 * 58 = 107.7 k/in. Use: Fbs = 91.35 k/in. Design Strength = nL * (Fbe + Fbs * (nR - 1)) * t * Npl " of = 1 * (53.831 + 91.35 * (4 : 1)) * 0.1875 * 1 * 0.9429 = 58 > 10 kips OK Bolt Bearing on Beam Web: Bearing Strength/BoIVThickness Using Bolt Spacing = Fbs Bolt Spacing = 3 in., Hole Size = 0.9375 in. = 0.75 * 1.2 * Lc * Fu <0.75*2.4*d*Fu=102.4k/in = 0.75 ' 1.2 * 2.0625 * 65 = 120.7 k/in. Use: Fbs = 102.4 k/in. Design Strength = nL * Fbs ' nR * t * of =1'102.4'4*0.275*0.9429 = 106.2 > 10 kips OK Weld Strength: Weld Size, w = 3/16 > Minimum Weld, 3/16" OK k = 0, a = 0.0781, Theta = 0 C = 1.39 Maximum useful weld size for support thickness: = 0.54*Fy*t_eff/(0.31815*E) =0.54*50*0.44/(0.31815*70) = 0.5334 > 0.1875 in. OK ORn=.2*C'C1*D*L = 2*1.39 * 1 * 3 * 12 = 100 > 10 kips OK Column Stiffeners and Shear Reinforcement Loading: High Seismic Framing System: OMF Column Axial Force, Pu = 0 kips Column Shear Force, Vus = 0 kips Left Side Beam Flange Forces: PufLeft = Min(Mu*12, 1.1'Ry*Fy*Z)/dm = Min(8212, 1.1 * 1.1 * 50' 54) / 15.44 Column Panel Zone Shear: Page: 2 Required Strength, Vu = Puf - Vus = 63.731 - 0 = 63.731 kips Column Web Shear Strength: Py=A*Fy=9.12'50=456 kips Pu < 0.4*Py ORv = 0.9*0.6*Fy*d*tw. =0.9*0.6*50'15.88'0.275 = 117.9 > 63.731 kips (Doubler Plate Not Required for Strength) Shear Buckling of Web: Thickness Required = Max([Tc*(Fy^0.5)/418],[(dm - is + do - 2 * tf) / 90]) = Max([14.196 ' (50^0.5)/418 , [(15.44 - 0.5 + 15.88 - 2*0.44)/90]) 0.3327 > 0.275 in. (Doubler Plate Required for Shear Buckling) Doubler Plate Thickness = 0.4375 in. Required for strength Vudp/(Npl*0.9*0.6*Fy*dc) =0/(1'0.9*0.6'36'15.88) = 0 <.0.4375 in. OK Required for fillet weld detail = k-tf-re = 1.125 - 0.44 : 0.25 0.435 < 0.4375 in. OK Required for shear buckling = max([(d - 2*k)*Sq rt(Fy)/418], [(d m-ts+d c-2*tf)/90]) = MAx([15.88 - 2*0:842) * Sgrt(36)/418],[(15.44 - 0.5 + 15.88 - 2'0.44)/90]) = 0.3327 < 0.4375 in. OK Required to transmit stiffener force: _ (Rustl+Rust2)/(0.9*0.6*Fy*2*Min(2*(L-2*clip),dc)) _ (36.506 + 0)/(0.9'0.6'36*2*Min(2*(15 - 2"0.685), 15.88)) = 0.0591 < 0.4375 in. OK Column Stiffeners Left Side Beam Local Flange Bending Strength,ORn = 0.9'6.25*(tf^2)*Fy*ct = 0.9'6.25`(0.44^2)*50'0.5 = 27.225 kips Local Web Yielding Strength,ORn = 1.0*(ct*5*k + t)*tw*Fy = 1.0*(0.5*5* 0.842 +,0.44)* 0.275 * 50 = 35 kips Column Web Crippling: N=tf=0.44 in. Ct = 0.5 Nd = 3*N/d = 3 * 0.44/15.88 = 0.0831 ORn = 0.75*135*ct'(tw^2)*[1+Nd*(tw/tf)^1.5]*(Fy*tf/tw)^0.5 0.75' 135'0.5*(0.275^2)*[ 1 +0.0831'(0.275/0.44)^ 1.5]*(50*0.44/0. 75)^0.5 = 35.65 kips DesconWin-LRFD Licensed to: Young Engineering Tension Flange Stiffener Force, TFrc: Left Side: LTFrc = Max(LPuf - LORn_FlBending, LPuf - LORn_WebYielding) >0 = max(63.731 - 27.225, 63.731 - 35) = 36.506 kips Right Side RTFrc = Max(RPuf - RORn_FIBending, RPuf - RORn_WebYielding) > 0 =max(0-0,0-0)=0kips Compression Flange Stiffener Force, CFrc: Left Side: LCFrc = Max[(LPuf-LORn_WebCrippling), (LPuf-LORn WebYielding)] > 0 = max[(63.731 - 35.65), (63.731 - 35)] = 28.737 kips Right Side: RCFrc = Max[(RPuf-RORn_WebCrippling), (RPuf-RORn-WebYielding)] > 0 = max[(0 - 0), (0 - 0)] = 0 kips TFrc = Max(LTFrc, RTFrc) = Max(36.506, 0) = 36.506 kips CFrc = Max(LCFrc, RCFrc) = Max(28.737, 0) = 28.737 kips TFrc > 0 or High Seismic Loading Stiffeners required opposite tension flange CFrc > 0 or High Seismic Loading Stiffeners required opposite compression flange Required stiffener area for strength: Tension and/or compresion: Ast = max(TFrc,CFrc) / (0.9 ' Fy) = max(36.506, 28.737) / (0.9 * 36) =max(1.1267, 0.8869) in -2 Stiffener Width, bs = 2.75 > Minimum Width = 2.625 in. OK Stiffener Length: L=d-2*ff=15,88-2*0.44= 15 in. (Using Full Length Stiffeners) Stiffener thickness required for shear: = Max([LTFrc + RCFrc],[LCFrc + RTFrc])/(0.9*0.6*Fy*(L - 2*clip)*2) = Max([36.506+0], [28.737+0])/(0.9*0.6* 36 * (15 - 1.37) * 2) = 0.0689 < 0.5 in. OK Stiffener thickness required for minimum area: = Ast/(2*(bs-clip)) = 1.1267/(2*(2.75 - 0.685)) = 0.2728 < 0.5 in. OK Minimum Thickness = Max(tm, bs*(Fy^0.5)/95) = Max(0.44, 2.75 * (36^0.5)/95) = 0.44 < 0.5 in. OK Doubler Plate to Flange Weld = 3/16 Minimum wled size = 3/16 < 3/16 OK Weld size to develop doubler plate force: = Vupl / (0.31815 * E * L) = 040.31815 * 70 * 18.063) =0<3/16OK Doubler Plate to Web Weld: Page: 3 Minimum weld size = Min(Wmin, t-0.0625) = 3/16 < 3/16 OK Stiffener to Flange Weld Minimum Weld Size = 0.1875 < 0.25 in. OK Tension Stiffener to Flange Weld: w_Req.= 0.943*Fy'VE =0.943*36*0.5/70 = 0.2425 < 0.25 in. OK Compression Stiffener to Flange Weld: w_Req.= 0.524 * Rust/((bs - clip)*E) w_Req.= 0.524 ' 28.737/((2.75 - 0.685) * 70) = 0.1042 < 0.25 in. OK Stiffener to Panel Zone Weld: Stiffener Force, Rust =. Max[(LTRust + RcRust), (RTRust + LCRust)] = Max[(36.506 + 0), (0 + 28,737)] = 36.506 kips Welds need to develop only the lesser of Rust and the minimum of the following forces: Design Strength of stiffeners to flange connection, =0.9*Fy*2*(bs - clip) *t - = 0.9 ' 36 * 2 * (2.75 - 0.685) * 0.5 = 66.906 kips Design Shear Strength of stiffener and web interface area, = b.9 * 0.6 ' Fy * (bs - 2*clip) * 2 * t =0.9*0.6*36'.(2.75-2*0.685)*2*0.5=265 kips Shear yield strength of the panel zone, = 0.9 * 0:6 * Fyc * do * tw (for column web, if applicable) . =0.9*0.6*50'15.88*0.275= 117.9 kips = 0.9 * 0.6 * Fyp * do * tp (for doubler plate, if applicable) = 0.9 * 0.6 ' 36 * 15.88 *•0.4375 = 135 kips Weld Design Force, Rust -Weld = 36.506 kips Minimum Weld Size = 0.1875 < 0.1875 in. OK Required weld size for strength, = Rust _Weld /(1.2728 ' E * (L - 2*clip)) = 36.506 / (1.2728 * 70 * (15 - 2*0.685)) = 0.0301 < 0.1875 in. OK - 62 - 4 •�. Page: 1 DesconWin-LRFD Licensed to: Young Engineering PL 15"X 2.75"X .5"(TYP. 4) - A36 Clip inside corners 0.685 in. Max Plate to Flange Weld: 1/4" Double Fillet Stiff. PI to Dbl.PI Weld: 3/16" Fillet Stiff_ PI to Web Weld:, 3/16" Fillet Note: All Welds E70XX Q TYP 3�3=9'_.._' !'•,W16X31-A572-50 l — - -'- `:-.. 'u ;r I End Offset = 0.375 in., ` - 4 Bolts I.\.._ ................._............_.._.._. 1 3/16 7/8"ID A325 ,N .....STOi; ! I; ! 3/16 PL12"X3.375"X0.1875"-A36. PL 18.0625"X 15"X.4375" - A36 '.Plate to Flange Weld: 3/16" PI. to Stiff. Weld: 3/16" Scale: 1/4" = 1' 63- ` W16X31 BASE PLATE X Bearing Pressure Maximum Bearing .11 ksi Max/Allowable Ratio .039 AISC EQ.1 ' (ABI F 1.000) CD v z: ry . ®(ksi) -• .002 18 in Plain Base Plate Connection Base Plate Thickness : 1. in Base Plate Fy : 36. ksi Bearing Surface Fp : 2.8 ksi Anchor Bolt Diameter : 1. in Anchor Bolt Material : A307 Anchor Bolt Fu : 60. ksi Column Shape : W1 6X31 Design Code : AISC ASD 9th r Anchor Bolts Base Plate Stress Maximum Stress .211 ksi Max/Allowable Ratio .008 AISC EQ.1 (ASIF = 1.000) — - --- -----, .. .211 (ksi) ' 5 j .005 . X in Z in Tens. k Vx k Vz- W Ft ksi Fv ksi Unitv, Combination 3.5 0. 0. 0. -2. N.A. N.A. N.A. AISC EQ.4 E -3.5 0. 0. 0. -2. N.A. N.A: N.A. AISC EQ -4(E Loads DL r 6. Vx (k) Vz -64 kk=ft) Mz (k -ft) Reverse No + . Title: GIOIA RESIDENCE Job # 04-1402-14 Dsgnr: EAF Date: 3:35PM, 1 OCT 04 Description ENqIWES Scope: Rev: 580002 user: KW0601715. Ver 5.8.0, 1 -Dec -2003 Plywood Shear Wall 81: Footing Page 1 1c11983.2003 ENERCALC Engineering Software gioia residence:ecw:calculations Description FOOTING ANALYSIS FOR LATERAL LINE 24 General Information 0.00 ft to 0.00 ft Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. # Plywood Layers 1 Wall Length 2.000 ft End Post Dimension 3.50 in Plywood Grade Structural I Wall Height 9.750 ft Seismic Factor 0.175 Nail Size 10d Wall Weight 17.000 psf Nominal Sill Thick. 3.00 Thickness 15/32" Ht / Length 4.875 Stud Spacing 16.00 in Loads � Vertical Loads... Overburden Load over Footing 0.00 psf Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at 0.00 ft Uniform Load # 1 0.00 #/ft 0.00 ft to 0.00 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... 2.000 ft Uniform Shear @ Top of Wall 540.00 #/ft 2.000 ft = 1,080.00 lbs Uniform Shear @ Top of Wall 0.00 #/ft 2.000ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Past Left Edge of Wall 3.000 ft Concrete Weight. 145.00 pcf. Wall Length 2.000 ft Rebar Cover 3.00 in Past Right Edge of Wall 3.000 ft fc 2,500.00 psi Footing Length 8.000 ft Fy 60,000.00 psi Footing Width 2.00 ft Min. Steel As % 0.00140 Footing Thickness 24.00 in ..-I M Design OK Wall Summary... Using 15/32" Thick Structural I on 1 side/s, Nailing is 10d at 3 in @ Edges, 10d at 12 in @ Field Applied Shear = 569.0#/ft, Capacity = 665.000#/ft -> OK Wall Overturning = 10,812.8ft-#, Resisting Moment = 331.5ft-#, End Uplift = 5,240.66lbs Max. Soil Pressures: @ Left= 1,212.1 psf, @ Right= 1,212.1 psf Sill Bolting: 1/2" Bolts @ 17.81 in, 5/8" Bolts @ 27.91 in, 3/4" Bolts @ 40.11 in Footing Summary... Max. Footing Shear = 2.98psi, Allowable = 100.00psi -> OK u5E y = b T+B Bending Reinforcement Req'd @ Left = 0.71 int, @ Right = 0.71 in2 Minimum Overturning Stability Ratio = 1.519: 1 A's Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing PHD6, Capacity = 5860lbs PHD6, Capacity = 5860lbs HD6, Capacity = 6080lbs HD6, Capacity = 6080lbs PHD8, Capacity = 6730lbs PHD8, Capacity = 6730lbs HD8A, Capacity = 7460lbs HD8A, Capacity = 7460lbs - 65 - i 66 Title: GIOIA RESIDENCE } Job # 04-1402-14 Dsgnr: EAF Date: 3:35PM, 1 OCT 04 • Description . 4 �I GEy Scope Rev: 580002 User KW -0601715, Ver 5.8.0, 1-Dec Ic11983-2003 ENERCALC Plywood Shear Wall &footing Pa g a 2' Engineering software Mom residence.ecw:Calculatlons Description FOOTING ANALYSIS FOR LATERAL LINE 24 Footing Analysis 1 Lateral Forces Acting }j in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 2.633 ft 2.633 ft Soil Pressure @ LEFT Side of Footing 1,212.06 psf 0.00 psf Soil Pressure @ RIGHT Side of Footing _ 0.00 psf 1,212.06 psf Moments.:. Actual Mu @ Left Wall Edge 5,920.99 ft-# 5,920.99 ft-# Actual Mu @ Right Wall Edge 2,740.50 ft-# 2,740.50 ft-# Shears... vu/.85 @ 'd' from Left Wall Edge 2.983 psi 1.066 psi vu/.85 @ 'd' from Right Wall Edge 1.066 psi 2.983 psi Allowable Vn 100.000 psi 100.000 psi Overturning... Overturning Moment 13,088.84 ft-# 13,088.84 ft-# Resisting Moment 19,886.00 ft-# 19,886.00 ft-# Overturning Stability Ratio 1.519 :1 r 1.519 :1 - i 66