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HomeMy WebLinkAboutDESIGN CALCS & TRUSSES FOR HOUSING - 04-00109 - Tuscany Place Apartments - CUP for Apartments with more than 23 unitsYOUNG WOMENS STUDENT HOUSING REXBURG, IDAHO DESIGN CALCULATIONS FOR YOUNG WOMENS STUDENT HOUSING BUILDINGS #2 & #4 Client: SAINSBURY CONSTRUCTION INC. IDAHO FALLS, IDAHO Job No. 04060. Designed by: M. Weekes TABLE OF CONTENTS PAGE DESCRIPTION 1.0-1.11 Lateral Analysis / Shear Wall Design 2.0-2.3 Computer Printouts END G & S Structural Engineers 1600 John Adams Parkway Suite 200 Idaho Falls, ID 83401 Telephone: (208) 523-6918 E-mail: gs@dataway.net Fax: (208) 523-6922 Project 1= ' 2 ¢ Project No. -c p Date-! - 2 0 - o t� Designed By S CPU 2E-h13 v ZG I VA t4 O R.00F pt~A a FLoo iZ LlvL. � Roo P F(LAM1 t'JA rLoo12 F-IZA M I MCj = 35 PS F l 5 .P s r- d-O psF I PSr- TrXv 5S F...D BY S-rt74,14 GoM P, 17' � . -- L A-r F-, QA t_ A A A L� S I S o f b 40+ \MtAiD DF SIe ij G&.S Structural Engineers Sheet • D Project Project No. Date Designed By S�-Ism 1c_ pesictm E- /QF- +0.-ZSosD +0.633)D G' i-2S CAE + . iOtoCo (SA.Mt1 E paa + O 1 it J 1:) 5 D �= = I.25 QE - 0. 2( 0.533)b E = I.25 CAE- 0,1 0t0t-0 b (o Pn) 1 r • ZS j 1 1jC fCo17-7-Z..7- Q6 - v 2 Sn s R V _ I .2 (0-5-53) W Cv v - .\OU Lv W = Qe- (I14-Iv) n + 0.-1 l l.*-25 4F- +0-l0Lc(pD = 1 .0-7 S r,> - . 8-75 Q6 (sAM-1 D 0 .-7 Z 5 O t- 0. l o Co (7) o .q IS s� -. t3 S Q (O p p) ('LP-1-0 O.. 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W FLLL W A L-L.. -T % .72-04' �1'•525(15a-)(l2�)�to'J _ S-7UOFT-Ib _ (-1.138¢)CU•3'l(3.15' � 4ro-7a 2O 5 - no o Pr Lip -t- 1 •13') (12 qC(�. 4S' ,�. 541 2 2' 12•` 4 1-7�0 �� - . 525 (210 l 2 t 4 - # �} � , „��_� = 2a �• 1 ,Il �` 14? io'! q' +- + to _ 13 28 4- -tb + 2 2l0'� l2 •�i') . �5' N ,.Q�s o 2 C )C ((, ) 1 12' 2` -- 2 c,o`i 4 � T. 4�o�t!9'} - •525hie)(12`I(W . 22 14o FT-16—Clio �}(u u- co •3') C3•�5') l to3'�' ! 2' � I Z, �1 G _ 24-&O'z 5'� + I.07S h i o� 12) (o' _ 22,14o r�-1 b t• (22td`��12•�1'� (co•4S') 3 t 2 _ Q 12' 1 G&S Structural Engineers Sheet I • Co Project Designed By Project No. 4' PA OJ a- L. & C- X.T rzv 21y fL Date 91. - 3o pyp .10 3 k1. - 34 ILL � ^N tow T DL- 35 PLF •2 8 V-L r- ,11. s uv F �s9 �QON 4f 311U11'G 3SSS�"T PL, = 35 pal+ . 4W uLr- 1 s IcLr- 3 9 `�• N Sw`i� �4Z�m 3 14I -7 i, 7co 89 -r S/8"A, 6. S 2 4" O.C. (M I vi . 2} --� • 481 kU • os8 V-UF G&S Structural Engineers Sheet I Project Designed By DL = IS P L-F t l cow d G o�= 35 PLF Svc! ` 7 —> 3�8(9�G DL= 35 P�F S W 41 --p at Ls AG 5la110 A. Po. 1*1 0- G. --'� Project No. Date Gskb w/ 04 7- C MST C,1 to W/ sa• 1c�d. 3- 2x4 Hec��•S�s 3 vl� 20� x3,SPS SGRF S .o°18tiLF •IZto kI-F 99o'`T 2(ol. v-t r- 105 KLr- m a `71W T #4 s 3 kLF .a54 KLF G&S Structural Engineers Sheet • S Project Designed By Project No. Date L LEAI6,T M ' AND• • S r-PAQA•r1O d bL = 15 PLF • O4 co V—LF . 0la X LF SvV (p �g - tod I- 2xlo 4 2Q�P�G �1 DL = 2q8 PLF • 1.t3 (LL V- s GS I S w/ I S-1fld 2-ZX(0 q 0 is l 2 4-� T bL s 1618 PLF .205 ULL P . 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W A L U Dl, = I PI,F ,D 4& v-L F .OW KL r S G S ZZ tZ w/ 12- 04 8' 5 °► 2# L 4 t~o�'�' T �L' 2 I OPL-F I.I 23 k�F • OS 1 kLr l 8 - l-od q� l ZxLo Pt.'-' 2.10 FL, f .2 as ti�F • 0 51 Vl.F to w/ tv lO3o S.5T .o2t0 kLIF A. i 5/$u A, g, wlt2' F,M3rt,D, G&S Structural Engineers Sheet t • I Student Housing Date and Time: 2/19/2004 2:03:36 PM MCE Ground Motion - Conterminous 48 States Zip Code - 83440 Central Latitude = 43.763462 Period Central Longitude =-111.609017 MCE Sa (sec) (%g) 0.2 Q60.6 MCE Value of Ss, Site Class B 1.0 Spectral 019.3 MCE Value of S1, Site Class B Parameters for Site Class D 0.2 079.4 Sa = FaSs, Fa = 1.31 1.0 039.2 Sa = FvS 1, Fv = 2.03 Spectrum for Site Class D Period MCE Sa (sec) (%9) 0.000 031.8 T = 0.0, Sa = 0.4FaSs 0.099 079.4 T = To, Sa = FaSs 0.200 079.4 T = 0.2, Sa = FaSs 0.494 079.4 T = Ts, Sa = FaSs 0.500 078.5 0.600 065.4 0.700 056.1 0.800 049.1 0.900 043.6 1.000 039.2 T = 1.0, Sa = FvS 1 1.100 035.7 1.200 032.7 1.300 030.2 1.400 028.0 1.500 026.2 1.600 024.5 1.700 023.1 1.800 021.8 1.900 020.7 2.000 019.6 Sppctrurn for SitRrimae. n ..... Designer: Mardy Weekes Date: 2/19/2004 Project: Young Womens Student Housing SEISMIC DESIGN: G & S Structural Engineers 1600 John Adams Parkway Idaho Falls, Idaho 83401 Type of Occupancy: (Table 1604.5 and 1607.1) Commercial Building Category or Seismic Use Group: (cable 1604.5 and 1616.2) Building Category I Seismic Importance Factor: (Table 1604.5) le = 1.00 Soil Site Class: (1615.1.1) . Site Class = D Response Modification Coeff. R: (Table 1617.6) R = 6 Building Location: (Latitude & Longitude, or Zip Code) Approximate Fundamental Period, Ta: h„ = Height (feet) above base to highest level of building. h„ = 39 Ct = Building Period Coefficient (See 1617.4.2.1) Ct = 0.02 Calculate Approximate Fundamental Period, Te: CT*hn314 To = 0.312 Maximum Considered Earthquake Response Accelerations: Short Periods, Ss: (CD rom) Ss = 0.610 g 1 Second Period, S1: (CD rom) SI = 0.190 g Earthquake Response Accelerations Adjusted for Site Class Effects: Site Coefficients: Fa: (Table 1615.1.2(1) or CD rom) Fa = 1.310 g Fv: (Table 1615.1.2(2) or CD rom) F„ = 2.030 g SMs: = FaSs (Eq. 16-16 or CD rom) SMS = 0.799 g SM1: = FvS1 (Eq. 16-17 or CD rom) SM1 = 0.386 g Design Spectral Response Acceleration Parameters: (1615.1.3) SDS , 213Sms = (Eq.16-18) SDS = 0.533 g SDI = 213SmI = (Eq. 1&19) SDI = 0.257 g Nature of Occupancy Seismic Use Group Table 1616.3. 1 Table 1616.3. 2 Largest SDC from Tables 1616.3.(1)&(2) SDC* to Use for Design SDS SDC* SDI SDC* Commercial I 0.533 D** 0.257 D** D** D** S1 = 0.19 * SDC is the "Seismic Design Category" *� Seismic Use Groups I and II structures located on sites with mapped maximum considered earthquake spectral response acceleration at 1-second periodm S1, equal to or greater thatn 0.75g, shall be assigned to Seismic Design Category E, and Seismic Use Group III structures located on such sites shall be assigned to Seismic Design Category F. ArchWind 98 : 4 3 4E 3 `2 4E 2E v CASE A 1 lE Wind MAX AND MIN PRESSURE VALUES FOR EACH AREA: LOW RISE STRUCTURE MAIN WIND RESISTING VALUES PRESSURE VALUES FOR CASE A WIND DIRECTION: (AREA 1) P = 9.39 psf, 4.82 psf (AREA 2) P = 4.95 psf, 0.38 psf (AREA 3) P = -3.17 psf, -7.74 psf (AREA 4) P = -2.41 psf, -6.98 psf (AREA 1 E) P = 11.04 psf, 6.47 psf (AREA 2E) P = 5.71 psf, 1.14 psf (AREA 3E) P = -4.44 psf, -9.01 psf (AREA 4E) P = -3.81 psf, -8.38 psf PRESSURE VALUES FOR CASE B WIND DIRECTION: (AREA 1) P = -3.43 psf, -7.99 psf (AREA 2) P = -6.47 psf, -11.04 psf (AREA 3) P = -2.41 psf, -6.98 psf (AREA 4) P = -3.43 psf, -7.99 psf (AREA 5) P = 7.36 psf, 2.79 psf (AREA 6) P = -1.40 psf, -5.96 psf (AREA IE) P = -3.81 psf, -8.38 psf (AREA 2E) P = -11.29 psf, -15.86 psf (AREA 3E) P = -4.44 psf, -9.01 psf (AREA 4E) P = -3.81 psf, -8.38 psf (AREA 5E) P = 10.03 psf, 5.46 psf (AREA 6E) P = -3.17 psf, -7.74 psf NOTES: When combining values to obtain the worst case load on the frame. the resultant pressure used must be greater than 10 psf. If not use 10 psf. The above pressure values include effects from internal pressure. r Wind MAX. COMBINED VALUES FOR DESIGN Overturning combinations do not include internal pre; Roof pressures do include internal pressure. Total Combined Loads Across Sides 1 and 4 Max P(CASE A) = 11.80 psf Max P(CASE B) = 10.00 psf Total Combined Loads Across Sides 1 E and 4E Max P(CASE A) = 14.85 psf Max P(CASE B) = 10.00 psf Total Combined Loads Across Sides 5 and 6 Max P(CASE B) = 10.00 psf Total Combined Loads Across Sides 5E and 6E Max P(CASE B) = 13.20 psf Roof Area 2 Max Values Downward P = 10.00 psf Uplift P = -11.04 psf Roof Area 3 Max Values There is no downward pressure Uplift P = -10.00 psf Roof Area 2E Max Values Downward P = 10.00 psf Uplift P = -15.86 psf Roof Area 3E Max Values There is no downward pressure Uplift P = -10.00 psf Page 1 of 2 ArchWind 98 : CONSTANTS: Building Width = 41.00 ft Building Length = .136.00 ft Roof Mean Height = 33.00 'ft Roof Angle = 34.00 deg Dimension a = 4.10 ft EQUATION CONSTANTS: Pressure based on ASCE 7-98 EQ.(6-16) Low Rise Buildings, Main Structure P=q(GCpf+GCpi) and P=q(GCpf-Gcpi) Kz = 0.72 Vel. Pressure Coef. Kzt = 1.00 Topographic Factor Kd = 0.85 Wind Direction Factor V = 90.00 mph I = 1.00 Importance Factor q = 12.69 psf Velocity Pressure GCpi = 0.18(+-) Internal Pressure Coeff. Exposure = B Importance Cat. = 2 The following are Area external pressure coefs used: GCpf Values: (AREA 1)Case A = 0.56 (AREA 2)Case A = 0.21 (AREA 3)Case A = -0.43 (AREA 4)Case A = -0.37 (AREA 1 E)Case A = 0.69 (AREA 2E)Case A = 0.27 (AREA 3E)Case A = -0.53 (AREA 4E)Case A = -0.48 (AREA 1)Case B = -0.45 (AREA 2)Case B = -0.69 (AREA 3)Case B = -0.37 (AREA 4)Case B = -0.45 (AREA S)Case B = 0.40 (AREA 6)Case B = -0.29 (AREA IE)Case B = -0.48 (AREA 2E)Case B = -1.07 (AREA 3E)Case B = -0.53 (AREA 4E)Case B = -0.48 (AREA 5E)Case B = 0.61 (AREA 6E)Case B = -0.43 Page 2 of 2 DATE z --11 ~ OL/ QUOTE N2 41430 CUSTOMER NAME 2e e SALESMAN 14,11god TELEPHONE CONTRACTOR'S NAME ANgpowsom compohVIENW-8 1675 PEDERSON STREET IDAHO FALLS, IDAHO 83403 208/528-2309 JOB NAME %ti-✓v G�%..•7 ` of oa uy LOT ADDRESS f " S• Z '-Of W�X+6N,1-� LOAD REQ'D. 5'--0-0 -0 QUOTE PREPARED FROM: CK PLAN ❑ VERBAL ❑ OTHER QUANTITY SPAN PITCH T MRIG::�H-r-ToPHORDBO C DESCRIPTION PRICE AMOUNT O BID GOOD FOR 30 DAYS QUOTE N° 41430 E.I.P. 523-1500 T L T Job Truss Truss Type Oty Ply 0 Q41430 Al ROOF TRUSS 2 2 [Job Reference (optional) S I OCK LVMPONE V I.7-Ir, loan raps, 0 03403, SAGE 5.200 s Sep 15 2UO3 MITek Industries, Inc. Wed Feb 11 15:25:28 2004 Page 1 -1-0-p 4-1-12 8-0-0 1 13-8-1 19-5-14 i- 25-3-10 , 31-1-7 37-1-0 , 1-0-0 4-1-12 3-10-4 5-8-1 5-9-13 5-9-13 5-9-13 5-11-9 Scale = 1:65.1 5x8 = 4x4 = 3x6 = 3x6 = 5 8 7 1.5x4 II 4x10 = 2x4 II A a 18 17 18 15 14 13 12 11 axe = 4x4 = 08 = 4x10 = 2x4 II 4x5 = 20 It 8-0-0 13-8-1 19-5-14 25-3-10 31-1-7 37-1-0 8-0-0 5-8-1 5-9-13 5-9-13 5-9-13 5-11-9 Plate Offsets MY): [2:Edae,0-2-41, [4:0-4-0,0-1-91 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.60 Vert(LL) -0.26 14-16 >999 240 M1120 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.83 Vert(TL) -0.37 14-16 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(TL) 0.10 11 n/a n/a BCDL 8.0 Code IRC2000/ANS195 (Matrix) Weight: 435lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 4-4-1 oc purlins, except end verticals. BOT CHORD 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std *Except* WEBS 1 Row at midpt 9-11 W3 2 X 4 SPF No.2, W5 2 X 4 SPF No.2, W7 2 X 4 SPF No.2 W9 2 X 4 SPF No.2, W11 2 X 4 SPF No.2, EV1 2 X 4 SPF No.2 REACTIONS (lb/size) 11=4547/Mechanical, 18=4312/0-5-8 Max Horz 18=188(load case 7) Max Upliftl 1=-1032(load case 5), 18=-803(load case 6) Max Grav 11=4923(load case 3), 18=4312(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/90, 2-3=-1359/232. 3-4=-6182/1311, 4-5=-5124/1101, 5-6=-7344/1527, 6-7=-7344/1527, 7-8=-6839/1431, 8-9=-6839/1431, 9-10=-61/11, 10-11=-194/16, 2-18=-1123/204 BOT CHORD 17-18=4050/4756, 16-17=4527/7344, 15-16=464017865, 14-15=4640/7865. 13-14=4640/7865, 12-13=-897/4282, 11-12=-897/4282 WEBS 3-17=-208/737, 4-17=-692/3148, 5-17=-3142/691, 5-16=-452/1785, 7-16=-736/160, 7-14=-293/1146, 7-13=4450/313. 8-13=-385/36, 9-13=-754/3614, 9-12=-330/1267, 9-11=-5964/1252, 3-18=-4906/1039 NOTES 1) 2-ply truss to be connected together with 10d Common(.148"x3") Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 4) TCLL: ASCE 7-98; Pf=35.0 psf (roof snow); Exp C; Fully Exp.; L= 45-0-0 5) This truss has been designed for 1.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1032 lb uplift at joint 11 and 803 lb uplift at joint 18. 10) Girder carries hip end with 8-0-0 end setback 11) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 884.01b down and ConPMIMI�AePD-0 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. Job Truss Truss Type Qty Ply 10 041430 Al ROOF TRUSS 2 Job Reference (optional) a i ut r% ►..uiviruNcry i 6-ir, iudnu rdim, iu oj,+uo, SAGE o.zuu s bep 15 zuu3 mi I eK Industries, Inc. Wed Feb 11 15:25:28 2004 Page 2 LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert:1-2=-86, 2-4=-86, 4-10=-43(F=43), 17-18=-16, 11-17=-200(F=-184) Concentrated Loads (Ib) Vert: 17=-884(F) Job Truss Truss Type Qty Ply 10 Q41430 A10 ROOF TRUSS 12 1 ,lob Reference (optional) STOCK COMPONENTS -IF, Idaho Falls, ID 83403, SAGE 5.200 s Sep 15 2003 MiTek Industries, Inc. Wed Feb 11 15:25:29 2004 Page 1 I 6-5-0 1 12-6-8 , 18-8-0 _ 24-9-8 30-11-0 1 37-4-0 �0 6-5-0 6-1-8 6-1-8 6-1-8 6-1-8 6-5-0 1-0-0 5x5 = Sca,e = 1:ea.e We 11 15 14 13 _ exlo II 4A 3x4 = 5xe = 30 = 5x5 -I- 9-5-12 18-8-0 27-10-4 37-4-0 9-5-12 9-2-4 9-2-4 9-5-12 Plate Offsets (X,Y): 111:0-7-13,Edge1, 114:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.97 Vert(LL) -0.25 13-14 >999 240 M1120 1971144 TCDL 8.0 Lumber Increase 1.15 BC 0.78 Vert(TL) -0.49 13-14 >916 180 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.11 11 n/a n/a BCDL 8.0 Code IRC2000/ANS195 (Simplified) Weight: 188lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E 'Except' TOP CHORD Sheathed. T3 2 X 4 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 1 Row at midpt 6-14 WEBS 2 X 4 SPF Stud/Std 2 Rows at 1/3 pts 5-14, 7-14 SLIDER Left 2 X 6 DF No.2 3-11-12, Right 2 X 8 DF 195OF 1.7E 3-11-12 REACTIONS (lb/size) 1 =1 904/Mechanical, 11 =1 997/0-5-8 Max Horz 1=-330(load case 5) Max Upliftl =-1 08(load case 7), 11=-147(load case 8) Max Grav 1=2231(load case 2), 11=2374(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2850/157, 2-3=-2850/157, 3-4=-2375/195, 4-5=-2375/195, 5-6=-1627/213, 6-7=-1627/213, 7-8=-2375/195, 8-9=-2375/195, 9-10=-2850/157, 10-11=-2850/157, 11-12=0/3 BOT CHORD 1-15=-188/2242, 14-15=-84/1785, 13-14=-15/1785, 11-13=-53/2242 WEBS 3-15=-492/163, 5-15=-50/595, 5-14=-10441196, 6-14=-135/1279, 7.14=-1044/196, 7-13=-50/595, 9-13=-492/163 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98: Pf=35.0 psf (roof snow); Exp C, Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 1.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 108 lb uplift at joint 1 and 147 lb uplift at joint 11. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 10 Q41430 Al ROOF TRUSS 12 1 Job Reference (optional) STOCK COMPONENTS -IF, Idaho Falls, ID 83403, SAGE 5.200 s Sep 15 2003 MiTek Industries, Inc. Wed Feb 11 15:25:29 2004 Paae 1 A -� -0,0 6-5-0 12-6-8 18-8-0 24-9-8 1 30-11-0 1 37-4-0 , 1-0-0 6-5-0 6-1-8 6-1-8 6-1-8 6-1-8 6-5-0 Us = 7 2 6x10 II _ 15 4x4 14 13 6x10 II 5X5 3x4 = 5x8 = 3x4 = 4x4 9-5-12 18-8-0 27-10-4 37-4-0 9-5-12 9-2-4 9-2-4 9-5-12 Scale = 1:68.8 f; Plate Offsets (X,Y): 12:0-7-13,Edgel, f14:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.97 Vert(LL) -0.25 14-15 >999 240 M1120 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.78 Vert(TL) -0.49 14-15 >916 180 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.11 12 n/a n/a BCDL 8.0 Code IRC2000/ANS195 (Simplified) Weight: 188lb Lumotrc BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E 'Except' TOP CHORD Sheathed. T4 2 X 4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 1 Row at midpt 7-14 WEBS 2 X 4 SPF Stud/Sid 2 Rows at 1/3 pis 6-14, 8-14 SLIDER Left 2 X 8 DF 195OF 1.7E 3-11-12, Right 2 X 6 DF No.2 3-11-12 REACTIONS (lb/size) 2=1997/0-5-8, 12=1904/Mechanical Max Horz 2=330(load case 6) Max Uplift2=-147(load case 7), 12=-108(load case 8) Max Grav 2=2374 (load case 2), 12=2231(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/3, 2-3=-2850/157, 3-4=-2850/157, 4-5=-2375/195, 5-6=-2375/195, 6-7=-1627/213, 7-8=-1627/213, 8-9=-2375/195, 9-10=-2375/195, 10-11=-2850/157, 11.12=-2850/157 BOT CHORD 2-15=-188/2242, 14-15=-84/1785, 13-14=-15/1785, 12-13=-53/2242 WEBS 4-15=-492/163, 6-15=-50/595, 6-14=-1044/196, 7-14=-135/1279, 8-14=-1044/196, 8.13=-50/595, 10-13=-492/163 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 1.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 147 lb uplift at joint 2 and 108 lb uplift at joint 12. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 10 Q41430 Al2 ROOF TRUSS 6 1 Job Reference (optional) J I v%..n %ovivir VIVGIY I J-Ir, wow roink, sw uo-tw, .7/1VC u.cuv s oup 1 u cuuo ml I eK Inousines, Inc. vvea veo 11 152*= ZUU4 Page 1 6-5-0 12-6-8 18-8-0 24-9-8 30-11-0 i- 37-4-0 6-5-0 6-1-8 6-1-8 6-1-8 6-1-8 6-5-0 5x5 _ Scale = 1:67.6 id WO II 14 13 12 6x8 II 4x4 3x4 = 5x8 = 3x4 = 9-5-12 18-8-0 27-10-4 37-4-0 9-5-12 9-2-4 9-2-4 9-5-19 Plate Offsets (X,Y): 111:0-5-13,0-0-2L 113:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 1.00 Vert(LL) -0.25 13-14 >999 240 M1120 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.86 Vert(TL) -0.47 13-14 >946 180 BCLL 0.0 Rep Stress Incr NO WB 0.78 Horz(TL) 0.10 11 n/a n/a BCDL 8.0 Code IRC2000/ANS195 (Simplified) Weight: 186lb LUMkShK TOP CHORD 2 X 4 SPF 165OF 1.5E 'Except' T3 2 ,X 4 SPF 2100F 1.8E, T4 2 X 4 SPF 2100F 1.8E BOT CHORD 2 X 4 SPF 165OF 1.5E 'Except` B2 2 X 4 DF 240OF 2.0E WEBS 2 X 4 SPF Stud/Std SLIDER Left 2 X 6 DF No.2 3-10-15, Right 2 X 6 DF No.2 3-10-15 REACTIONS (lb/size) 1=1904/0-5-8, 11=1904/0-3-0 Max Horz 1=-326(load case 5) Max Upliftl =-1 09(load case 7), 11=-109(load case 8) Max Grav 1=2231(load case 2), 11=2231(load case 3) BRACING TOP CHORD Sheathed or 1-7-8 oc purtins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-13 2 Rows at 1/3 pts 5-13, 7-13 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2896/159, 2-3=-2896/159, 3-4=-2418/195, 4-5=-2418/195, 5-6=-1643/212, 6-7=-1643/212, 7-8=-2418/195, 8-9=-2418/195, 9-10=-2896/159, 10-11=-2896/159 BOT CHORD 1-14=-193/2300, 13-14=-86/1810, 12-13=-17/1810, 11-12=-56/2300 WEBS 3-14=-525/164, 5-14=-50/621, 5-13=-1058/196, 6-13=-134/1296, 7-13=-1058/196. 7-12=-50/621, 9-12=-525/164 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category 11; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design, 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 109 lb uplift at joint 1 and 109 lb uplift at joint 11. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 10 Q41430 A2 ROOF TRUSS 2 1 Job Reference (optional) o i u�.^ uvwirvivciv i a-ir, wanu raus, iu oawuo, arivc o.cuu s OUP I D ZVVJ MI I eK Inausines, Inc. wea reo 11 1 b:Zb:31 Z004 Page 1 -1-0-p 5-1-12 10-0-0 1 16-7-8 23-4-12 30-2-0 37-1-0 1-0-0 5-1-12 4-10-4 6-7-8 6-9-4 6-9-4 6-11-0 Scale a 1:65.1 5x5 = 3x4 = W = 3x6 = 2x4 II x 96 ti 5x10 II 15 14 13 12 11 10 5x5 U8 = 3x4 = 34 = 1.5x4 II 34 = 4x5 = 10-0-0 16-7-8 23-4-12 30-2-0 37-1-0 10-0-0 6-7-8 6-9-4 6-9-4 6-11_n Plate Offsets KY): [2:0-7-13,Edoel, [7:0-2-12,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.95 Vert(LL) -0.25 2-15 >999 240 M1120 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.96 Vert(TL) -0.46 2-15 >961 180 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(TL) 0.13 10 n/a n/a BCDL 8.0 Code IRC2000/ANS195 (Simplified) Weight: 187lb LUMBER BRACING TOP CHORD 2 X 4 SPF 2100F 1.8E 'Except" TOP CHORD Sheathed or 2-7-13 oc pullins, except end verticals. T1 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 4 SPF No.2 WEBS 1 Row at midpt 9-10, 6-15, 7-11 WEBS 2 X 4 SPF Stud/Std 'Except' 2 Rows at 1/3 pts 8-10 W3 2 X 4 SPF No.2, W5 2 X 4 SPF No.2, W7 2 X 4 SPF No.2 W9 2 X 4 SPF No.2 SLIDER Left 2 X 8 DF 195OF 1.7E 3-2-9 REACTIONS (lb/size) 10=1884/Mechanical, 2=1977/0-5-8 Max Horz 2=212(load case 7) Max Upllft10=-226(load case 5). 2=-97(load case 6) Max Grav 10=2211(load case 3). 2=1977(load case 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1.2=0/3, 2-3=-2545/182, 3-4=-2545/182, 4-5=-2258/190, 5-6=-1874/191, 6-7=-2590/236, 7-8=-1668/165, 8-9=0/0, 9-10=-377/83 BOT CHORD 2-15=-245/1982, 14-15=-236/2590, 13-14=-234/2521, 12-13=-234/2521, 11-12=-235/2519, 10-11=-165/1668 WEBS 4-15=-356/154, 5-15=-15/832, 6-15=-1093/173, 6-14=-106/162, 7-14=-48/296, 7-12=0/244, 7-11=-1259/116, 8-11=-20/1036, 8-10=-2440/241 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category 11; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (roof snow); Exp C; Fully Exp.; L= 45-0-0 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 1.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 226 lb uplift at joint 10 and 97 lb uplift at joint 2. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 10 041430 A3 ROOF TRUSS 2 1 Job Reference (optional) STOCK COMPONENTS -IF, Idaho Falls, ID 83403, SAGE 5.200 s Sep 15 2003 MiTek Industries, Inc. Wed Feb 11 15:25:31 2004 Page 1 - 1 - N 6-1-12 1 12-0-0 , 18-1-8 24-4-12 30-8-0 37-1-0 1-0-0 6-1-12 5-10-4 6-1-8 6-3-4 6-3-4 6-5-0 Scale=1:65.1 5x5 = 3x8 = 5x5 = 3x10 = 2x4 II 5x10 II 16 15 14 13 12 11 10 5x5 1.50 II 3x8 = 34 = 300 = 1.5x4 II 3x8 = 1.5x4 It 6-1-12 12-0-0 18-1-8 24-4-12 30-8-0 37-1-0 6-1-12 5-10-4 6-1-8 6-3-4 6-3-4 6-5-0 Plate Offsets MY): [2:0-7-13,Edae), [7:0-2-8,0-3-0) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.94 Vert(LL) -0.16 14 >999 240 M1120 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.70 Vert(TL) -0.26 14-15 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(TL) 0.10 10 n/a n/a BCDL 8.0 Code IRC2000/ANS195 (Simplified) Weight: 207lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 2-8-10 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std 'Except' WEBS 1 Row at midpt 9-10, 6-15, 6-12, 7-12 W4 2 X 4 SPF No.2, W6 2 X 4 SPF No.2, W8 2 X 4 SPF No.2 2 Rows at 1/3 pts 8-10 W10 2 X 4 SPF No.2 SLIDER Left 2 X 8 DF 195OF 1.7E 3-9-10 REACTIONS (lb/size) 10=1884/Mechanical, 2=1977/0-5-8 Max Horz 2=251(load case 7) Max Uplift 1 0=-205(load case 5), 2=-101(load case 7) Max GravlO=2154(load case 3), 2=2084(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/3, 2-3=-2568/118, 3-4=-2568/118, 4-5=-2123/170, 5-6=-1764/180. 6-7=-1983/179, 7-8=-1994/181, 8-9=0/0, 9-10=-349/77 BOT CHORD 2-16=-221/2021, 15-16=-221/2021, 14-15=-202/2110, 13-14=-202/2110, 12-13=-202/2110, 11-12=-116/1286, 10-11=-116/1286 WEBS 4-16=0/213, 4-15=-577/119, 5-15=-4/723, 6-15=-783/150, 6-14=0/226, 6-12=-418/59, 7-12=-693/154, 8-12=-116/1198, 8-11=0/226, 8-10=-2176/196 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (roof snow); Exp C; Fully Exp.; L= 45-0-0 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 1.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 205 lb uplift at joint 10 and 101 lb uplift at joint 2. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 10 Q41430 A4 ROOF TRUSS 2 1 Job Reference (optional) STOCK COMPONENTS -IF, Idaho Falls, 1D 83403, SAGE 5.200 s Sep 15 2003 MiTek Industries, Inc. Wed Feb 11 15:25:32 2004 Page 1 -1-0-p 7-1-12 14-0-0 21-6-9 29-2-15 37-1-0 1-0-0 7-1-12 6-10-4 7-6-9 7-8-5 7-10-1 scale a 1:65.1 5x5 = 3x8 = 5 4x8 = 04 = 7 a 20 11 a 5x12 11 _- 15 14 13 12 11 10 1.5x4 Il 3x8 = 3x8 = 1.5x4 II 04 = 3x8 = 7-1-12 14-0-0 21-6-9 29-2-15 37-1-0 7-1-12 6-10-4 7-6-9 7-8-5 7-10-1 Plate Offsets (X,Y): f2:0-7-13,Edoel, 17:04-0,Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in NO I/defl L/d PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.92 Vert(LL) -0.15 12-14 >999 240 M1120 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.75 Vert(TL)-0.2912-14 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(TL) 0.10 10 n/a n/a BCDL 8.0 Code IRC2000/ANS195 (Simplified) Weight: 207lb LUMBER TOP CHORD 2 X 4 DF 2400F 2.0E 'Except' T1 2 X 4 SPF 2100F 1.8E BOT CHORD 2 X 4 SPF No.2 WEBS 2 X4 SPF Stud/Std *Except* W4 2 X 4 SPF 165OF 1.5E, W6 2 X 4 SPF 165OF 1.5E W8 2 X 4 SPF 1650F 1.5E SLIDER Left 2 X 8 DF 195OF 1.7E 4-4-14 REACTIONS (lb/size) 10=1884/Mechanical, 2=1977/0-5-8 Max Horz 2=289(load case 7) Max Upliftl 0=-1 85(load case 6), 2=-105(load case 7) Max Grav 10=2088(load case 3), 2=2208(load case 2) BRACING TOP CHORD Sheathed or 3-0-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 9-10, 4-14, 6-14, 6-11 2 Rows at 1/3 pts 8-10 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/3, 2-3=-2549/89, 3-4=-2549/89, 4-5=-1976/147, 5-6=-1644/168, 6-7=-1243/114, 7-8=-1243/114, 8-9=0/0, 9-10=428/94 BOT CHORD 2-15=-250/2013, 14-15=-250/2013, 13-14=-170/1727, 12-13=-170/1727, 11-12=-170/1727, 10-11=-114/1243 WEBS 4-15=0/249, 4-14=-728/140, 5-14=0/504, 6-14=-446/259, 6-12=0/277, 6-11=-895/91, 8-11=0/830, 8-10=-2024/186 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (roof snow); Exp C; Fully Exp.; L= 45-0-0 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 1.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live toads per Table 1607.1 of IBC-00. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 185 lb uplift at joint 10 and 105 lb uplift at joint 2. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 10 Q41430 A5 ROOF TRUSS 2 1 Job Reference (optional) STOCK COMPONENTS -IF, Idaho Falls, IU 83403, SAGE 5.200 s Sep 15 2003 MiTek Industries, Inc. Wed Feb 11 15:25:32 2004 Page 1 -1-_H 5-6-5 , 10-9-3 , 16-0-0 , 22-10-9 , 29-10-15 37-1-0 , 1-0-0 5-6-5 5-2-13 5-2-13 6-10-9 7-0-5 7-2-1 scale a 1:65.1 5x5 = 30 = WO= 3x10 = 2x4 II 7 0 9 10 11 8x10 II 17 18 15 14 13 12 5x5 30 = Us = 3x8 = 40 = 1.5x4 II 4x4 = 8-1-12 16-0-0 22-10-9 1 29-10-15 1 37-1-0 8-1-12 7-10-4 6-10-9 7-0-5 7-2-1 Plate Offsets (X,YY f2:0-7-13,Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.98 Vert(LL) -0.15 16-17 >999 240 M1120 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.81 Vert(TL)-0.2916-17 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.09 12 n/a n/a BCOL 8.0 Code IRC2000/ANS195 (Simplified) Weight: 218lb LUMBER TOP CHORD 2 X 4 SPF No.2 'Except" T2 2 X 4 SPF 210OF 1.8E, T4 2 X 4 SPF 210OF 1.8E BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF Stud/Std 'Except" W5 2 X 4 SPF 1650F 1.5E, W7 2 X 4 SPF 1650F 1.5E W9 2 X 4 SPF 165OF 1.5E SLIDER Left 2 X 8 DF 1950F 1.7E 3-5-6 REACTIONS (lb/size) 12=1884/Mechanical, 2=1977/0-5-8 Max Hors 2=328(load case 7) Max Upliftl2=-185(load case 6), 2=-107(load case 7) Max Grav 12=2010(load case 3), 2=2321(load case 2) BRACING TOP CHORD Sheathed, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-9-6 oc bracing. WEBS 1 Row at midpt 11-12. 6-16, 8-14, 10-14 2 Rows at 1 /3 pts 8-16, 10-12 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/3, 2-3=-2836/93, 3-4=-2836/93, 4-5=-2428/128, 5-6=-2428/128, 6-7=-1818/145, 7-8=-1514/155, 8-9=-1461 /146, 9-1 0=-1 461/146, 10-11=0/0, 11-12=-391 /86 BOT CHORD 2-17=-332/2213, 16-17=-241/1875, 15-16=-146/1461, 14-15=-146/1461, 13-14=-94/979, 12-13=-94/979 WEBS 4-17=-365/143, 6-17=-48/460, 6-16=-851/169, 7-16=0/488, 8-16=-257/436, 8-14=-696/150, 10-14=-97/954, 10-13=0/253. 10-12=-1844/178 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category 11; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (roof snow); Exp C; Fully Exp.; L= 45-0-0 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 1.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 185 lb uplift at joint 12 and 107 lb uplift at joint 2. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 10 Q41430 A6 ROOF TRUSS 2 1 Job Reference (optional) STOCK COMPONENTS -IF, Idaho Falls, ID 83403, SAGE 5.200 s Sep 15 2003 MiTek Industries, Inc. Wed Feb 11 15:25.33 2004 Page 1 A 6-2-5 1 12-1-3 , 18-0-0 1,9-4-p 25-1-13 , 30-11-11 37-1-0 , 6-2-5 5-10-13 5-10-13 1-4-0 5-9-13 5-9-13 6-1-5 5x5 = axe = 8x10 II 4x4 �i 17 18 15 14 13 12 4x4 3x4 = 3x8 = 3x4 = 44 = 3x8 = 40 - 9-1-12 18-0-0 1,9-4-p 28-0-12 37-1-0 , 9-1-12 8-10-4 1-4-0 8-8-12 9-0-4 1N Scale = 1:72.7 Plate Offsets (X,Y): 17:0-3-5,Edoel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.96 Vert(LL) -0.22 16-17 >999 240 M1120 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.95 Vert(TL) -0.42 16-17 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(TL) 0.11 12 n/a n/a BCDL 8.0 Code IRC2000/ANSI95 (Simplified) Weight: 209lb LUMBER TOP CHORD 2 X 4 SPF 210OF 1.8E 'Except* T2 2 X 4 SPF No.2, T4 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF Stud/Std SLIDER Left 2 X 6 DF No.2 3-10-3 REACTIONS (lb/size) 1=1884/Mechanical, 12=1884/Mechanical Max Horz 1=313(load case 6) Max Upliftl=-106(load case 7), 12=-104(load case 8) Max Gravl=2256(load case 2), 12=2234(load case 3) BRACING TOP CHORD Sheathed, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-16. 7-16. 8-14 2 Rows at 1/3 pis 10-12 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2911/153, 2-3=-2911/153, 3-4=-2452/191, 4-5=-2452/191, 5-6=-1656/197, 6-7=-1378/209, 7-8=-1653/198, 8-9=-2347/187, 9-10=-2347/187, 10-11=-3/68, 11-12=-391/95 BOT CHORD 1-17=4 99/2286,16-17=-99/1862, 15-16=0/1382, 14-15=0/1382, 13-14=-24/1804, 12-13=-63/2144 WEBS 3-17=-457/157, 5-17=-49/557, 5-16=-985/188, 6-16=-851736, 7-16=-542/462, 7-14=404/852, 8-14=-917/182, 8-13=-46/475, 10-13=-365/150, 10-12=-2782/82 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 106 lb uplift at joint 1 and 104 lb uplift at joint 12. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply 10 041430 A7 ROOF TRUSS 10 1 Job Reference (optional) STOCK COMPONENTS -IF, Idaho Falls, ID 83403, SAGE 5.200 s Sep 15 2003 MiTek Industries, Inc. Wed Feb 11 15:25:34 2004 Page 1 4 F 6-5-0 1 12-6-8 18-8-0 1 24-8-8 , 30-9-0 , 37-10 6-5-0 6-1-8 6-1-8 6-0-8 6-0-8 6-4-0 Us = Scale = 1:68.0 04 i 6x10 II 14 13 12 11 4x4 i 3x4 = 6x8 = 3x4 = 44 = 9-5-0 18-8-0 27-8-0 37-1-0 9-5-0 9-3-0 9-0-0 9-5-0 {N Plate Offsets (X.Y): H0:0-4-3.0-0-01, [13:0-3-O.Edoel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.98 Vert(LL)-0.1713-14 >999 240 M1120 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.81 Vert(TL) -0.31 13-14 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(TL) 0.11 11 n/a n/a BCDL 8.0 Code IRC2000/ANS195 (Matrix) Weight: 184lb LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF Stud/Std "Except' EV2 2 X 4 DF 240OF 2.0E SLIDER Left 2 X 6 DF No.2 3-11-12 REACTIONS (lb/size) 1=1884/Mechanical, 11=1884/Mechanical Max Horz 1=328(load case 6) Max Upliftl=-108(load case 7), 11=-106(load case 8) Max Grav 1=2219(load case 2). 11=2195(load case 3) BRACING TOP CHORD Sheathed, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-13 2 Rows at 1/3 pts 5-13, 7-13, 9-11 FORCES (lb) - Maximum Compression/Maxlmum Tension TOP CHORD 1-2=-3084/158, 2-3=-2871/179, 34=-2644/200, 4-5=-2233/217, 5-6=-1786/225, 6-7=-17651226, 7-8=-2153/210, 8-9=-2554/194, 9-10=-1013/119, 10-11=-850/115 BOT CHORD 1-14=-209/2297,13-14=-105/1834, 12-13=-27/1774, 11-12=-70/2187 WEBS 3-14=-502/163, 5-14=-54/598, 5-13=-1114/204, 6-13=-136/1289, 7-13=-1052/197, 7-12=48/548, 9-12=-458/160, 9-11 =-1 988/97 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 108 lb uplift at joint 1 and 106 lb uplift at joint 11. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 1 0 Q41430 A8 ROOF TRUSS 6 1 Job Reference (optional) J 1 VV1� VVIYII vl'I L17 1 V-Iv' MCI IV 1-0410, R/ VJ1VJ, V/1VL J.c.w 5 Qr-v I:7 LUVJ lvll I eR 111umoulu5, Ills, vveo reo l 1 15:L5:35 zuu4 rage i 6-5-0 1 12-6-8 1 18-8-0 1 24-8-8 30-9-0 1 37-1-0 6-5-0 6-1-8 6-1-8 6-0-8 6-0-8 6-4-0 5k5 = 6 bkS Q 3x10 II 15 14 13 12 W2 II 40 1.5x4 II 4x4 = 5x8 — 30 = 5x5 -,- 6-5-0 12-5-4 18-8-0 28-8-1 1 37-1-0 6-5-0 6-0-4 6-2-12 10-0-1 8-4-15 Scale o 1:67.5 1; Plate Offsets (X,Y): 11:0-6-5,Edgel, [11:0-8-5,Edge1. N 3:0-3-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.95 Vert(LL) -0.31 12-13 >945 240 M1120 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.80 Vert(TL) -0.57 12-13 >516 180 BCLL 0.0 Rep Stress Incr NO WB 0.93 Horz(TL) 0.05 11 n/a n/a BCDL 8.0 Code IRC2000/ANS195 (Simplified) Weight: 192lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD WEBS 2 X 4 SPF Stud/Std SLIDER Left 2 X 6 DF No.2 3-10-12, Right 2 X 8 DF 195OF 1.7E 3-11-7 WEBS REACTIONS (lb/size) 1=803/0-3-0, 14=1644/0-5-8, 11=1335/Mechanical Max Horz 1=-326(load case 5) Max Upliftl=-127(load case 7), 11=-133(load case 8) Max Grav1=1196(load case 2). 14=1644(load case 1), 11=1739(load case 3) Sheathed or 2.7-9 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 13-14. 1 Row at midpt 5-14. 6-13 2 Rows at 1/3 pts 7-13 FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1214/185, 2-3=-12141185, 34=447/243, 4-5=-447/243, 5-6=-669/255, 6-7=-667/227, 7-8=-1673/252, 8-9=-1673/252, 9-10=-2058/189, 10-11=-2058/189 BOT CHORD 1-15=-272/956, 14-15=-272/956, 13-14=-203/372, 12-13=-32/1108, 11-12=-73/1607 WEBS 3-15=0/226, 3-14=-744/120, 5-14=-1230/0, 5-13=0/907, 6-13=-182/239, 7-13=-1047/197, 7-12=-64/701, 9-12=-538/161 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS Interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 127 lb uplift at joint 1 and 133 lb uplift at joint 11. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 10 Q41430 A9 ROOF TRUSS ti 1 Job Reference o clonal a l %a IN Lrvinr VIYG17 I v-H , wai w I aim, iv u.»vv, u-vu J Quv o u zwo lvll i uK muu5trlt;5, inc. vvea I-eo 11 10:2b:3b ZUU4 Page 1 6-5-0 1 12-6-8 1 18-8-0 24-9-8 1 30-11-0 37-4-0 6-5-0 6-1-8 6-1-8 6-1-8 6-1-8 6-5-0 5x5 = 6 WO II 15 14 YA% 9A9 N. -" 13 12 5x8 II 04 1.5A II 04 = Sx8 = U4 = 6-5-0 12-5-4 18-8-0 28-10-1 37-4-0 6-5-0 6-0-4 6-2-12 10-2-1 8-5-15 Scale = 1:67.6 ld Plate Offsets (X,Y): [1:0-6-5,Edoel, [11:0-5-13,0-0-21, 03:04-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.97 Vert(LL) -0.32 12-13 >942 240 M1120 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.80 Vert(TL) -0.58 12-13 >515 180 BCLL 0.0 Rep Stress Incr NO WB 0.93 Horz(TL) 0.05 11 n/a n/a BCDL 8.0 Code IRC2000/ANS195 (Simplified) Weight: 189lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD WEBS 2 X 4 SPF Stud/Std SLIDER Left 2 X 6 DF No.2 3-10-12, Right 2 X 6 DF No.2 3-10-15 WEBS REACTIONS (lb/size) 1=810/0-3-0, 14=1648/0-5-8, 11=1351/0-5-8 Max Horz 1=-326(load case 5) Max Upliftl=-125(load case 7), 11=-131(load case 8) Max Grav 1 =1 206(load case 2), 14=1648(load case 1), 11=1760(load case 3) Sheathed or 2-7-9 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 13-14. 1 Row at midpt 5-14, 6-13 2 Rows at 1 /3 pts 7-13 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1230/175, 2-3=-1230/175, 3-4=463/233, 4-5=-463/233, 5-6=-688/250, 6-7=-668/225, 7-8=-1742/250, 8-9=-1742/250, 9-10=-2126/188, 10-11=-2126/188 BOT CHORD 1-15=-274/969, 14-15=-274/969, 13-14=-205/386, 12-13=-32/1142, 11-12=-76/1685 WEBS 3-15=0/226, 3-14=-743/120, 5-14=-1233/0. 5.13=0/919, 6-1 3=-1 76/257, 7-13=-1073/201, 7-12=-67/744, 9-12=-578/165 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category 11; Exp C; enclosed; MWFRS Interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 125 lb uplift at joint 1 and 131 lb uplift at joint 11. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 10 Q41430 B1 ROOF TRUSS 2 Job Reference (optional) STOCK COMPONENTS -IF, Idaho Falls, ID 83403, SAGE 5.200 s Sep 15 2003 MiTek Industries, Inc. Wed Feb 11 15:25:37 2004 Page 1 ( 4-5-10 , 8-7-12 , 12-9-14 , 17-0-0_ , 22-6-13 , 28-1-11 , 34-0-0 3P_0,0 4-5-10 4-2-2 4-2-2 4-2-2 5-6-13 5-6-13 5-10-5 1-0-0 4x6 = Scale = 1.65.9 9 800 II 23 22 21 "`' " 20 19 16 17 16 15 14 13 4x4 -� 3x10 II 3x10 II 1Ox10 = 10x10 = WOM11161­1= 20 II 2x4 II 3x4 = W II 2X4 II 04 2X4 11 2x4 11 4-5-10 8-7-12 12-9-14 17-0-0 22-6-13 28-1-11 34-0-0 4-5-10 4-2-2 4-2-2 4-2-2 5-6-13 5-6-13 5-10-5 Plate Offsets (X,y): [4:0-3-4,0-3-01, f8:0-1-11,Edge], f11:0-7-1,0-1-41, f20:0-4-0,0-4-121,121:0-3-8 0-5-01, [22:0-3-8 0-5-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.93 Vert(LL) -0.15 22-23 >999 240 M1120 1971144 TCDL 8.0 Lumber Increase 1.15 BC 0.97 Vert(TL) -0.22 22-23 >942 180 M1118H 141/138 BCLL 0.0 Rep Stress Incr NO WB 0.99 Horz(TL) 0.04 20 n/a n/a BCDL 8.0 Code IRC2000/ANS195 (Matrix) Weight: 579 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 'Except' TOP CHORD Sheathed or 3-1-0 oc purlins. T3 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2 X 6 DF 180OF 1.6E WEBS 1 Row at midpt 4-21, 5-20, 6-20 WEBS 2 X 4 SPF Stud/Std 'Except* W5 2 X 4 SPF No.2, W6 2 X 4 SPF 1650F 1.5E, W13 2 X 4 SPF No.2 W14 2 X 4 SPF No.2 OTHERS 2 X 4 SPF Stud/Std SLIDER Left 2 X 6 DF No.2 2-8-7. Right 2 X 6 DF No.2 3-6-8 REACTIONS (lb/size) 1=7100/0-5-8, 20=12786/17-3-0, 17=-40/17-3-0, 14=-890/17-3-0, 11=9/17-3-0, 19=-1313/17-3-0, 18=418/17-3-0, 16=53/17-3-0, 15=62/17-3-0, 13=386/17-3-0 Max Horz 1=-301(load case 5) Max Upliftl=-698(load case 7), 20=-1367(load case 7), 17=-383(load case 2), 14=-1015(load case 2), 11=-451(load case 2), 19=-1337(load case 2), 18=-24(load case 7), 13=-28(load case 8) Max Gravl=7432(load case 2), 20=13044(load case 2), 17=203(load case 3), 14=137(load case 8), 11=333(load case 3), 19=157(load case 7), 18=425(load case 2), 16=89(load case 4), 15=85(load case 4), 13=454(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-8348/754, 2-3=-8213/783, 3-4=-5201/529, 4-5=-1685/240, 5-6=-223/2244, 6-7=-195/2140, 7-8=-142/1621, 8-9=-168/1577, 9-10=-117/855, 10-11=-144/826, 11-12=0/16 BOT CHORD 1-23=-790/6615, 22-23=-790/6615, 21-22=-512/4263, 20-21=-191/1279, 19-20=-1333/271, 18-19=-1333/271, 17-18=-1333/271, 16-17=-667/104, 15-16=-667/104, 14-15=-667/104, 13-14=-667/104, 11-13=-667/104 WEBS 3-22=-3096/383, 4-21=-5436/625, 5-21=-850/8065, 5-20=-7298/831, 6-20=-2641/214, 7-20=-966/193, 7-17=-100/836, 9.17=-1054/240, 9-14=-96/832, 4-22=-610/5907, 3-23=-349/3554 NOTES 1) 2-ply truss to be connected together with 10d Common(.148NX) Nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7.0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7.98, 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 4) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 5) TCLL: ASCE 7-98; Pf=35.0 psf (roof snow); Exp C; Fully Exp. 665"tw%%��n designed for 1.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. Job Truss Truss Type Qty Pty 1 0 Q41430 61 ROOF TRUSS 2 Job Reference (optional) b t UGK GuMPCMEN t b-tF, iaano vacs, lu ojqu3, bHtit b.Zuu s Sep 15 zuus mi i etc Industries, Inc. Wed Feb 11 15:25:37 2004 Page 2 NOTES 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 8) All plates are M1120 plates unless otherwise indicated. 9) All plates are 1.5x4 M1120 unless otherwise indicated. 10) Gable studs spaced at 2-0-0 oc. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 698 lb uplift at joint 1, 1367 lb uplift at joint 20, 383 lb uplift at joint 17. 1015 lb uplift at joint 14, 451 lb uplift at joint 11, 1337 lb uplift at joint 19, 24 lb uplift at joint 18 and 28 lb uplift at joint 13. 12) Girder carries tie-in span(s): 37-1-0 from 0-0-0 to 16-9-0 13) Uplift for first LC exceeds limits LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert:1-6=-86, 6-12=-86, 1-20=-899(F=-883), 11-20=-16 Job Truss Truss Type Qty Ply 10 Q41430 C1G ROOF TRUSS 2 1 Job Reference (optional) ST OCK COMPuNEN b-F, iaano taus, 0 834u3, bAut 5.Zuu s sep 15 2003 MiTek Industries, Inc. Wed Feb 11 15:25:37 2004 Page 1 -1-0-0 8-7-4 17-2-8 18-2-8 1-0-0 11 8-7-4 4x4 = 8-7-4 W II 3x6 17-2-8 1-0-0 Scale = 1:34.5 1� 17-2-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Ildefl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.29 Vert(LL) n/a - n/a 999 M1120 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.12 Vert(TL) -0.02 13 >650 180 BCLL 0.0 Rep Stress Incr NO WB 0.16 Horz(TL) 0.00 14 n/a n/a BCDL 8.0 Code IRC2000/ANS195 (Matrix) Weight:81 lb LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF Stud/Std OTHERS 2 X 4 SPF Stud/Std BRACING TOP CHORD Sheathed or 6-0-0 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 23=176/17-2-8, 14=250/17-2-8, 18=222/17-2-8, 19=206/17-2-8, 20=202/17-2-8, 21=210/17-2-8, 22=62/17-2-8, 17=205/17-2-8, 16=207/17-2-8, 15=191117-2-8 Max Horz 23=-140(load case 5) Max Uplift23=-240(load case 5), 14=-34(load case 8), 19=-40(load case 7). 20=48(load case 7). 21=-44(load case 7). 22=-232(load case 6),17=40(load case 8), 16=-42(load case 8), 15=-69(load case 5) Max Grav23=329(load case 2), 14=377(load case 3), 18=222(load easel), 19=311(load case 2), 20=293(load case 2), 21=307(load case 2). 22=200(load case 5), 17=311(load case 3), 16=302(load case 3), 15=274(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-23=-291/150, 1-2=0/90, 2-3=-183/155. 3-4=-116/114. 4-5=-77/111, 5-6=-69/111, 6-7=-77/131, 7-8=-51/124, 8-9=-43/104, 9-10=43/104, 10-11=-50/97, 11-12=-27/84, 12-13=0/90, 12-14=-177/93 BOT CHORD 22-23=-42/81, 21-22=-42/81, 20-21=-42/81, 19-20=42/81, 18-19=-42/81, 17-18=-42/81, 16-17=-42/81, 15-16=-42/81 , 14-15=-42/81 WEBS 7-18=-190/0, 6-19=-279/59, 5-20=-262/66, 4-21=-273/66, 3-22=-94/116, 8-17=-280/59, 9-16=-267/64, 10-15=-253/76 , 11-14=-188/15 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MITek "Standard Gable End Detail" 3) TCLL: ASCE 7-98; Pf=35.0 psf (roof snow); Exp C; Fully Exp. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for 1.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 7) All plates are 1.5x4 M1120 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 9) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 10) Gable studs spaced at 2-0-0 oc. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 240 Ib uplift at joint 23, 34 lb uplift at joint 14, 40 lb uplift at joint 19. 48 lb uplift at joint 20, 44 lb uplift at joint 21, 232 lb uplift at joint 22, 40 lb uplift at joint 17, 42 lb uplift at joint 16 and 69 lb uplift at joint 15. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 10 Q41430 CR1 ROOF TRUSS 2 1 Job Reference (optional) 51 VUK UUMI'UNtN I S-It-, idano cans, 0 tSs4us, JAut S.zuu s Sep 15 Zow Mi f ek industries, Inc. Wed Feb 11 15:25:38 2004 Page 1 -1-5-0 5-7-8 11-3-0 1-5-0 5-7-8 5-7-8 1.5x4 II Scale a 1:29.5 5 1.5x4 11 U4 = 8x8 = 5-7-8 i 11-3-0 5-7-8 5-7-8 Plate Offsets (X,Y): 16:Edge,0-3-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.87 Vert(LL) -0.03 7-8 >999 240 M1120 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.54 Vert(TL) -0.07 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.62 Horz(TL) 0.01 6 n/a n/a BCDL 8.0 Code IRC2000/ANSt95 (Simplified) Weight: 52lb LUMBER TOP CHORD 2 X 4 SPF 2100F 1.8E BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF Stud/Std 'Except' EV1 2 X 4 SPF No.2 REACTIONS (lb/size) 8=662/0-7-12, 6=1083/Mechanical Max Horz 8=241(load case 5) Max Uplift8=-12(load case 5), 6=-241(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-8=-641/25, 1-2=0/30, 2-3=-676/0, 3-4=-116/22, 4-5=-12/0 BOT CHORD 7-8=-254/0, 6-7=-143/632 WEBS 2-7=0/638, 3-7=0/192, 3-6=-743/168, 4-6=-590/213 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind: ASCE 7-98; 90mph: h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category 11; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (roof snow); Exp C; Fully Exp. 3) This truss has been designed for 1.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 12 lb uplift at joint 8 and 241 lb uplift at joint 6. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Snow: Lumber increase=1.15. Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-86 Trapezoidal Loads (plf) Vert: 2=-3(F=41, B=41}to-5=-242(F=-78, B=-78), 8=0(F=8, B=8)-to-6=-45(F=-15, B=-15) Job Truss Truss Type Qty Ply 10 Q41430 D1 ROOF TRUSS 2 2 Job Reference a tional STOCK COMPONENTS -IF, Idaho Falls, ID 83403, SAGE 5.200 s Sep 15 2003 MiTek Industries, Inc. Wed Feb 11 15:25:40 2004 Page 1 4-6-0 8-8-8 12-11-0 17-5-0 , 4-6-0 4-2-8 4-2-8 4-6-0 1.5n4 11 11 10 g g 7 10x10 10x10 = 10x10 = 10x10 = US = 4-6-0 8-8-8 12-11-0 17-5-0 4-6-0 4-2-8 4-2-8 4-6-0 Scale = 1:60.2 Plate Offsets (X,YY 18:0-3-8,0-5-01, [9:0-3-8,0-5-01, [10:0-3-8,0-5-01, 11 1:Edge,0-2-01 LOADING (psf) SPACING 1-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.62 Vert(LL) -0.15 9-10 >999 240 M1120 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.79 Vert(TL) -0.22 9-10 >916 180 BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(TL) 0.02 7 n/a n/a BCDL 8.0 Code IRC2000/ANSI95 (Simplified) Weight: 253lb LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 6 DF 240OF 2.0E WEBS 2 X 4 SPF Stud/Std *Except* EV1 2 X 6 DF No.2, W1 2 X 4 SPF No.2, W4 2 X 4 SPF No.2 W6 2 X 4 SPF No.2, W7 2 X 4 SPF 165OF 1.5E REACTIONS (lb/size) 11=8175/0-5-8, 7=8175/0-5-8 Max Horz 11=165(load case 5) Max Upliftl 1 =-803(load case 5). 7=-927(load case 5) BRACING TOP CHORD Sheathed or 3-9-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-7. 4-8, 5-7 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-11=-6218/607, 1-2=-8746/842, 2-3=-8746/842, 3-4=-6539/624, 4-5=-3460/318, 5-6=-25/1, 6-7=-94/35 BOT CHORD 10-11=-165/7, 9-10=-844/7277, 8-9=-622/5441, 7-8=-327/2878 WEBS 1-10=-690/7388, 3-10=-274/2610, 3-9=-2415/293, 4-9=-577/5425, 4-8=-4665/536, 5-8=-841R821, 5-7=-6733/766 NOTES 1) 2-ply truss to be connected together with 10d Common(.148"x3") Nails as follows: Top chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc, 2 X 4 - 2 rows at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 oc. Webs connected as follows: 2 X 4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category 11; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 4) TCLL: ASCE 7-98; Pf=35.0 psf (roof snow); Exp C; Fully Exp. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 803 lb uplift at joint 11 and 927 lb uplift at joint 7. 7) Girder carries tie-in span(s): 37-1-0 from 0-0-0 to 17-5-0 LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-43, 7-11=-916(F=-908) Job Truss Truss Type Qty Ply 041430 DIG ROOF TRUSS 2 1 FJob ference (optional) 5 I UGK UUMFUNtN 15-Ih, Ioano rails, lU t334u3, JAut 5.zuu s 5ep 15 ZU03 MiTek Industries, Inc. Wed Feb 11 15.25:40 2004 Page 1 - -0-p 17-5-0 , 1-0-0 17-5-0 11 Z7 ZO 18 18 17 16 15 14 13 12 3x4 11 17-5-0 17-5-0 Scale = 1:54.6 Plate Offsets (X,Y}: (3:0-2-8,0-3-0) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.77 Vert(LL) n/a - n/a 999 M1120 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.32 Vert(TL) -0.01 1 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.18 Horz(TL) -0.00 12 n/a n/a BCDL 8.0 Code IRC2000/ANS195 (Matrix) Weight: 115lb LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X4 SPF Stud/Std OTHERS 2 X 4 SPF Stud/Std BRACING TOP CHORD Sheathed or 6-0-0 oc purtins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 11-12, 10-13, 9-14, 8-15 REACTIONS (lb/size) 21=209/17-5-0, 12=81/17-5-0, 13=209/17-5-0, 14=205/17-5-0, 15=204/17-5-0, 16=204/17-5-0, 17=205/17-5-0, 18=201/17-5-0, 19=218/17-5-0, 20=117/17-5-0 Max Horz 21=368(load case 5) Max Uplift2l=-22(load case 3). 12=-22(load case 5), 13=-41(load case 5). 14=-47(load case 5), 15=-45(load case 5), 16=-46(load case 5), 17=-43(load case 5), 18=-55(load case 5), 19=-9(load case 5), 20=-300(load case 5) Max Grav 21=395(load case 5), 12=81(load case 1), 13=209(load case 1). 14=205(load case 1), 15=204(load case 1), 16=204(load case 1), 17=205(load case 1). 18=201(load case 1), 19=218(load case 1), 20=117(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-21=-256/23, 1-2=0/59, 2-3=-441/24, 3-4=-344/52, 4-5=-304/46, 5-6=-256/47, 6-7=-210/47, 7-8=-164/47, 8-9=-117/47, 9-10=-71/46, 10-11=-52/28, 11-12=-67/27 BOT CHORD 20-21=-1/1, 19-20=-111, 18-19=-1/1, 17-18=-1/1, 16-17=-1/1, 15-16=-1/1, 14-15=-1/1, 13-14=-1/1, 12-13=-1/1 WEBS 10-1 3=-1 77/65, 9-14=-173/65, 8-15=-172/64, 7-16=-172/65, 6-17=-172/64, 5-18=-170/67, 4-19=-182/52, 3-20=-105/163 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category 11; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail' 3) TCLL: ASCE 7-98: Pf=35.0 psf (roof snow); Exp C; Fully Exp. 4) This truss has been designed for 1.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 6) All plates are 1.5x4 M1120 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 9) Gable studs spaced at 2-0-0 oc. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 22 lb uplift at joint 21, 22 lb uplift at joint 12. 41 lb uplift at joint 13, 47 lb uplift at joint 14, 45 lb uplift at joint 15, 46 lb uplift at joint 16, 43 lb uplift at joint 17, 55 lb uplift at joint 18, 9 lb uplift at joint 19 and 300 lb uplift at joint 20. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 10 Q41430 E1G ROOF TRUSS 2 1 .lob Reference (optional) STOCK COMPONENTS -IF, Idaho Falls, ID 83403, SAGE 5.200 s Sep 15 2003 MiTek Industries, Inc. Wed Feb 11 15:25:41 2004 Page 1 -1-0-0 3-10-0 7-8-0 8-8-0 1-0-0 3-10-0 3-10-0 1-0-0 4x4 - Scale = 1:19.2 3X4 II 3X4 II 3-10-0 7-8-0 3-10-0 3-10-0 Plate Offsets (X,YY [4:0-3-3,0-0-41,[6:0-2-0,0-0-41,[11:0-2-0,0-1-01.f12:0-3-3 0-1-01 LOADING (psf) SPACING 2-0-0 CSl DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.59 Vert(LL) 0.01 7-8 >999 240 M1120 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.29 Vert(TL) -0.02 1 >676 180 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(TL) 0.00 6 n/a n/a BCOL 8.0 Code IRC2000/ANS195 (Matrix) Weight: 311b LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF Stud/Std OTHERS 2 X 4 SPF Stud/Std BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 8=482/0-5-8, 6=482/0-5-8 Max Horz 8=60(load case 6) Max Uplift8=-65(load case 7), 6=-65(load case 8) Max Grav8=615(load case 2), 6=615(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/90, 2-3=-376/42, 34=-376/42, 4-5=0/90, 2-8=-567/88, 4-6=-567/89 BOT CHORD 7-8=0/205, 6-7=0/205 WEBS 3-7=0/114 NOTES 1) Wind: ASCE 7-98; 9Omph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) TCLL: ASCE 7-98; Pf=35.0 psf (roof snow); Exp C; Fully Exp. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for 1.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 7) Gable studs spaced at 2-0-0 oc. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 65 lb uplift at joint 8 and 65 lb uplift at joint 6. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 1 0 041430 F1 ROOF TRUSS 2 1 Job Reference (optional) STOCK COMPONENTS -IF, Idaho Falls, 1D 83403, SAGE 5.200 s Sep 15 2003 MiTek Industries, Inc. Wed Feb 11 15:25:41 2004 Page 1 -1-0-p 6-7-10 , 12-11-12 , 17-2-8 , 21-5-4 , 27-9-6 , 34-5-0 35-510 1-0-0 6-7-10 6-4-2 4-2-12 4-2-12 6-4-2 6-7-10 1-0-0 40 = Scab: 3I16"=1' 1 1; ]a 17 16 1s 14 13 12 1.50 11 40 = 30 = US = 3x4 = 4x4 = 1.5x4 II 6-7-10 12-11-12 17-2-8 21-5-4 27-9-6 34-5-0 6-7-10 6-4-2 4-2-12 4-2-12 6-4-2 6-7-10 Plate Offsets (X,Y): f8:0-3-0,0-0-41, [12:0-2-0,0-1-01, [15:0-4-0,0-3-01 LOADING (psf) SPACING 1-0-8 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.63 Vert(LL) -0.03 12-13 >999 240 M1120 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.22 Vert(TL)-0.0512-13 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.00 12 n/a We BCDL 8.0 Code IRC2000/ANS195 (Simplified) Weight:191 lb LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF Stud/Std BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-16, 6-15, 7-14 REACTIONS (lb/size) 18=383/0-5-8, 16=579/0-5-8, 14=579/0-5-8, 12=383/0-5-8 Max Horz 18=148(load case 6) Max Upliftl8=-29(load case 7), 16=-62(load case 7), 14=-52(load case 8), 12=-39(load case 8) Max Grav 18=577(load case 2), 16=741(load case 2), 14=741(load case 3), 12=577(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/24, 2-3=-368/14, 3-4=-25/57, 4-5=-25/57, 5.6=-30/71, 6-7=-30/61, 7-8=0/33, 8-9=0/33, 9-10=-368/9, 10-11=0/24, 2-18=-550/46, 10-12=-550/55 BOT CHORD 17-18=-148/148.16-17=-80/307, 15-16=-39/109, 14.15=-28/100, 13-14=0/307, 12-13=00 WEBS 3-17=0/110, 3-16=-401/72, 5-16=-445/43, 5-15=0/120, 6-15=-156/0. 7-15=-6/120, 7-14=-445/34, 9-14=401171. 9-13=0/110. 2-17=0/309, 10-13=0/309 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 1.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 29 lb uplift at joint 18, 62 lb uplift at joint 16, 52 lb uplift at joint 14 and 39 lb uplift at joint 12. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 10 Q41430 F1G ROOF TRUSS 2 1 Job Reference (optional) J I UUK wnnrUMN 1 J-Ir, iaano raus, 1u 6.3403, shut o.zuu s sep i 6 2003 mi i ek Inaustnes, inc. Wed Feb 11 15:25:42 2004 Page 1 -a -0-p 17-2-8 34-5-0 3P-5;0 1-0-0 17-2-8 17-2-8 1-0-0 04 = Scala: 3N6s1' 3 lg 4[ 41 4u 3v 35 37 35 35 34 33 32 31 30 29 28 27 26 25 24 3x4 II 5x5 = 3x4 II 34-5-0 34-5-0 Plate Offsets (X,Y): [7:0-2-8.0-04], [13:0-3-3,0-1-0], [14:0-3-3,0-1-0], [15:0-3-3,0-1-0], [17:0-2-8,0-0-4], [18:0-3-3,0-1-0], [19:0-3-3,0-1-0], (20:0-3-3,0-1-0], [21:0-3-3,0-1-0], [22:0-3-3,0-04], (24:0-2-0,0-04], [25:0-2-0,0-1-0], [26:0-2-0,0-1-0], [27:0-2-0,0-1-0], [28:0-2-0,0-1-0], [29:0-2-0,0-1-0], [30:0-2-0,0-1-0], [31:0-2-0,0-1-0], [32:0-2-0,0-1-01.[33:0-2-8,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.49 Vert(LL) n/a - n/a 999 M1120 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.20 Vert(TL) -0.02 23 >764 180 BCLL 0.0 Rep Stress Incr NO WB 0.27 Horz(TL) 0.01 24 n/a n/a BCDL 8.0 Code IRCROOO/ANS195 (Matrix) Weight: 212lb LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF Stud/Std OTHERS 2 X 4 SPF Stud/Std BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 12-33, 11-34, 10-35. 9-36, 13-32. 14-31, 15-30 REACTIONS (lb/size) 42=209/34-5-0, 24=209/34-5-0, 33=200/34-5-0, 34=205/34-5-0, 35=204/34-5-0, 36=204/34-5-0, 37=204/34-5.0, 38=205/34-5-0, 39=201/34-5-0, 40=218/34-5-0, 41=97/34-5-0, 32=205/34-5-0, 31=204/34-5-0, 30=204/34-5-0, 29=204/34-5-0. 28=205/34-5-0, 27=201/34-5-0. 26=218/34-5-0, 25=97/34-5-0 Max Horz 42=284(load case 6) Max Uplift42=-214(load case 5), 24=-123(load case 6). 34=-27(load case 6). 35=-52(Ioad case 7), 36=-44(load case 7) 37=-46(load case 7), 38=-44(load case 7), 39=-49(load case 7), 40=-32(load case 7), 41=-222(load case 6) 32=-23(load case 8), 31=-53(load case 8), 30=-44(load case 8). 29=46(load case 8), 28=-45(load case 8), 27=-48(load case 8), 26=-35(load case 8), 25=-166(load case 5) Max Grav42=317(load case 2), 24=317(load case 3), 33=216(load case 8), 34=308(load case 2), 35=297(load case 2) 36=297(load case 2). 37=297(load case 2), 38=298(load case 2). 39=292(load case 2), 40=318(load case 2). 41=165(load case 5), 32=308(load case 3). 31=297(load case 3). 30=297(load case 3), 29=297(load case 3). 28=298(load case 3), 27=292(load case 3), 26=318(load case 3). 25=136(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2.42=-285/156, 1-2=0/90, 2-3=-289/200, 3-4=-213/165, 4-5=-179/166, 5-6=-140/164, 6-7=-101/157, 7-8=-92/162, 8-9=-76/160, 9-10=-76/183, 10-11=-76/216, 11.12=-82/233, 12-13=-82/226, 13-14=-76/190, 14-15=-76/146, 15-16=-76/117, 16-17=-20/90, 17-18=-76/85, 18-19=-75/92, 19-20=-107/94, 20-21=-143/94, 21-22=-205/115, 22-23=0/90, 22-24=-285/93 BOT CHORD 41-42=-62/163, 40-41=-62/163, 39-40=-62/163, 38-39=-62/163, 37-38=-62/163, 36-37=-62/163, 35-36=-62/163, 34-35=-62/163, 33-34=-62/163, 32-33=-62/163, 31-32=-62/163, 30-31=-62/163, 29-30=-62/163, 28-29=-621163, 27-28=-62/163, 26-27=-62/163, 25-26=-62/163, 24-25=-62/163 WEBS 12-33=-19710, 11-34=-276/46, 10-35=-265/71, 9-36=-265/63, 8-37=-265/65, 6-38=-266/64, 5-39=-262/65, 4-40=-281 /62, 3-41=-139/127, 13-32=-276/42, 14-31=-265/73, 15-30=-265/63, 16-29=-265/65, 18-28=-266/64, 19.27=-262165, 20-26=-281 /64, 21-25=-139/101 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf: BCDL=4.8psf; Category II: Exp C: enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" (%rTtPW d ej0; Pf=35.0 psf (roof snow); Exp C; Fully Exp. Job Truss Truss Type Qty ply 10 Q41430 FIG ROOF TRUSS 2 1 .lob Reference (optional) STOCK COMPONENTS -IF, Idaho Falls, ID B34U3, SA(;t 5.200 s Sep 15 2003 MiTek Industries, Inc. Wed Feb 11 15:25:42 2004 Page 2 NOTES 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for 1.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 7) All plates are 1.5x4 M1120 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 9) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 10) Gable studs spaced at 2-0-0 oc. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 214 lb uplift at joint 42, 123 lb uplift at joint 24, 27 lb uplift at joint 34, 52 Ib uplift at joint 35, 44 lb uplift at joint 36, 46 lb uplift at joint 37, 44 lb uplift at joint 38, 49 lb uplift at joint 39, 32 lb uplift at joint 40, 222 lb uplift at joint 41, 23 lb uplift at joint 32, 53 lb uplift at joint 31, 44 lb uplift at joint 30, 46 lb uplift at joint 29, 45 lb uplift at joint 28, 48 lb uplift at joint 27, 35 lb uplift at joint 26 and 166 lb uplift at joint 25. LOAD CASE(S) Standard Job Truss ^ Truss Type Qty Ply 1 0 041430 F2 ROOF TRUSS 2 2 Job Reference (optional) STOCK COMPONENTS -IF, Idaho Falls, ID 83403, SAGE 5.200 s Sep 15 2003 MiTek Industries, Inc. Wed Feb 11 15:25:43 2004 Page 1 4-6-4 8-9-0 12-11-12 1 17-2-8 21-5-4 25-8-0 29-10-12 34-5-0 4-6-4 4-2-12 4-2-12 4-2-12 4-2-12 4-2-12 4-2-12 4-6-4 04 = Scale - 1:63.1 1; 4x8 II 20 19 18 17 18 15 14 4x8 11 3z10 11 10x10 = 10x10 M1120H= 10x10 = 10x10 M1120H= 10x10 = 3x/0 II 4-6-4 1 8-9-0 12-11-12 1 17-2-8 21-5-4 25-8-0 29-10-12 34-5-0 4-6-4 4-2-12 4-2-12 4-2-12 4-2-12 4-2-12 4-2-12 4-6-4 Plate Offsets_(X,Y): [1:0-5-9,0-0-81, [13:0-2-12,0-2-01, [13:1-11-1,1-9-121, [14:0-5-0.0-0-41, [15:0-3-8,0-5-01 1`16:0-3-4,Edge1 [18:0-3-4 Edael [19.0-3-8 0-5-01 LOADING (psf) SPACING 1-0-8 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.42 Vert(LL) -0.10 14-15 >999 240 M1120 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.69 Vert(TL) -0.14 14-15 >999 180 M1120H 148/108 BCLL 0.0 Rep Stress Incr NO WB 0.85 Horz(TL) 0.02 13 n/a n/a BCOL 8.0 Code IRC2000/ANS195 (Simplified) Weight: 476lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 5-9-1 oc purlins. BOT CHORD 2 X 6 DF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2 X 4 SPF Stud/Std 'Except' 6-0-0 oc bracing: 17-18,16-17. W1 2 X 4 SPF No.2, W3 2 X 4 SPF No.2, W11 2 X 4 SPF No.2 WEBS 1 Row at midpt 4-18. 6-18, 8-16, 10-16 W13 2 X 4 SPF No.2 SLIDER Left 2 X 6 DF No.2 2-8-13, Right 2 X 6 DF No.2 2-8-13 REACTIONS (lb/size) 1=4906/0-5-8, 18=11622/0-5-14 (input: 0-5-8), 16=11622/0-5-14 (input: 0-5-8), 13=4906/0-5-8 Max Horz 1=158(load case 6) Max Uplift 1 =-51 0(load case 7), 18=-1216(load case 7), 16=-1210(load case 8), 13=-516(load case 8) Max Grav 1=5073(load case 2), 18=11766(load case 2), 16=11766(load case 3), 13=5073(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-4556/454, 2-3=-4556/454, 34=-1250/152. 4-5=-238/2272, 5-6=-238/2272, 6-7=-84/873, 7-8=-66/873, 8-9=-215/2272, 9-10=-215/2272, 10-11=-1250/150, 11-12=-4556/460, 12-13=-4556/460 BOT CHORD 1-20=-447/3565, 19-20=-447/3565, 18-19=-172/1040, 15-16=-83/1040, 14-15=-331/3565, 13-14=-331/3565, 17-18=-1890/307, 16-17=-1890/276 WEBS 3-20=-400/4006, 3-19=-3320/372, 4-19=-629/6028, 4-18=-5259/582, 6-18=-3500/342, 6-17=-285/2800, 7-17=-1143/85, 8-17=-296/2800, 8-16=-3500/345, 10-16=-5259/582, 10-15=-628/6028, 11-15=-3320/372, 11-14=-400/4006 NOTES 1) 2-ply truss to be connected together with 10d Common(.148"x3") Nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 oc. Webs connected as follows: 2 X 4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 4) TCLL: ASCE 7-98; Pf=35.0 psf (roof snow): Exp C; Fully Exp. 5) This truss has been designed for a 10.0 •psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 6) All plates are M1120 plates unless otherwise indicated. 7) WARNING: Required bearing size at joint(s)18, 16 greater than input bearing size. 8) Bearing at joint(s)18, 16 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 510 lb uplift at joint 1, 1216 lb uplift at Co1RlR(14&-01?69db RIplift at joint 16 and 516 lb uplift at joint 13. Job Truss Truss Type Qty Ply 10 Q41430 F2 ROOF TRUSS 2 Job Reference (optional) STOCK CUMPUNEN 1 S-If , It1an0 1-8115, lU U34W. SAUt 5.;euu s Sep 15 2003 MiTek Industries, Inc. Wed Feb 11 15:25:43 2004 Page 2 NOTES 10) Girder carries tie-in span(s): 37-1-0 from 0-0-0 to 34-5-0 LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert:1-7=-45, 7-13=-45, 1-16=-916(F=-907), 13-16=-916(F=-907) Job Truss Truss Type 0ty Ply 10 041430 HF-Ai FINK 2 1 Job Reference (optional) 5 I VLA UUMF'UMN I 1-It-, iaano raps, IU tf34u3, JHvt o.zuu s bep i o zuus MI I eK inaustnes, Inc. Wed Feb 11 15:25:44 2004 Page 1 10-6-8 ,12-2-$ 29-0-0 , 10-6-8 1-8-0 16-9-8 U4 = U4 /i 31 30 29 28 27 26 25 24 23 22 21 20 19 18 5x5 = 30 = 29-0-0 29-0-0 Scale: 3116"=1' Plate Offsets MY): 125:0-2-8,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.12 Vert(LL) n/a - n/a 999 M1120 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.08 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.00 18 n/a n/a BCDL 8.0 Code IRC2000/ANS195 (Matrix) Weight:231 lb LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF Stud/Std OTHERS 2 X 4 SPF Stud/Std BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 17-18, 6-27, 5-28, 8-26, 9-25, 10-24. 11-23, 12-22, 13-21, 14-20, 15-19, 16-18 REACTIONS (lb/size) 1=94/29-0-0, 18=117/29-0-0, 27=198/29-0-0, 28=204/29-0-0, 29=207/29-0-0, 30=191/29-0-0, 31=250/29-0-0 , 26=209/29-0-0, 25=202/29-0-0, 24=205/29-0-0, 23=204/29.0.0, 22=204/29-0-0. 21=204/29-0.0, 20=202129-0-0, 19=220129-0-0 Max Horz 1=322(load case 7) Max Upliitl=-72(load case 5), 18=-23(load case 6), 27=-21(load case 6), 28=-100(load case 7), 29=-107(load case 7). 30=-96(load case 7), 31=-126(load case 7), 26=-42(load case 8), 25=-34(load case 6), 24=-29(load case 6), 23=-30(load case 6), 22=-30(load case 6), 21=-29(load case 6), 20=-31(load case 6), 19=-27(load case 6) Max Grav1=339(load case 7), 18=171(load case 3), 27=198(load case 1), 28=308(load case 2), 29=301(load case 2), 30=278(load case 2), 31=364(load case 2), 26=316(load case 3), 25=294(load case 3), 24=298(load case 3) 23=297(load case 3), 22=297(load case 3), 21=297(load case 3), 20=295(load case 3), 19=321(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-450/127, 2-3=-331/114, 3-4=-237/104, 4-5=-148/101, 5-6=-111/92, 6-7=-80/87, 7.8=-2/1, 8-9=-2/1, 9-10=-3/1, 10-11=-3/1, 11-12=-3/1, 12-13=-3/1, 13-14=-3/1, 14-15=-3/1, 15-16=-3/1, 16-17=-1 /0, 17-18=-25/5 BOT CHORD 1-31=-1/2, 30-31=-1/2, 29-30=-1/2, 28-29=-1/2, 27-28=-1/2, 26-27=-1/2, 25-26=-1/2, 24-25=-1/3, 23-24=-1/3, 22-23=-1/3, 21-22=-1/3, 20-21=-1/3, 19-20=-1/3, 18-19=-1/3 WEBS 6-27=-166/40, 5-28=-277/120, 4-29=-266/125, 3-30=-257/119, 2-31=-298/134, 8-26=-284/61, 9-25=-262/53, 10-24=-266/49,11-23=-265/49, 12-22=-265/49, 13-21=-265/49, 14-20=-264/49, 15-19=-287/51, 16-18=-129/30 NOTES 1) Wind: ASCE 7.98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II: Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) TCLL: ASCE 7-98; Pf=35.0 psf (roof snow); Exp C; Fully Exp. 4) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 7) All plates are 1.5x4 M1120 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 2-0-0 oc. Continued on page 2 Job Truss Truss Type Qty Ply 10 041430 HF-Al FINK 2 1 Job Reference (optional) STOCK COMPONENTS -IF, Idaho Falls, ID 83403, SAUh 5.200 s Sep 15 2003 MiTek Industries, Inc. Wed Feb 11 15:25:44 2004 Page 2 NOTES 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 72 lb uplift at joint 1, 23 lb uplift at joint 18, 21 lb uplift at joint 27, 100 lb uplift at joint 28, 107 lb uplift at joint 29, 96 lb uplift at joint 30, 126 lb uplift at joint 31, 42 lb uplift at joint 26, 34 lb uplift at joint 25, 29 lb uplift at joint 24, 30 lb uplift at joint 23, 30 lb uplift at joint 22, 29 lb uplift at joint 21, 31 lb uplift at joint 20 and 27 lb uplift at joint 19. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 10 Q41430 AROOF TRUSS 4 1 Job Reference (optional) 5 i ULA UUMrUNtN i b-ir, iaana Taus, iu 0,114U3, .TAU= o.cuu s oep -i o zuu3 Mi i eK mauscnes, inc. wea t-eo 11 15:25:44 2004 Page 1 -1-0-0 1-11-11 1-0-0 1-11-11 3 Scale = 1:10.8 1.50 a 1-11-11 1-11-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud TCLL 35.0 Plates Increase 1.15 TC 0.19 Vert(LL) 0.00 5 >999 240 TCDL 8.0 Lumber Increase 1.15 BC 0.05 Vert(TL) -0.01 1 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 8.0 Code IRC2000/ANS195 (Matrix) LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF Stud/Std REACTIONS (lb/size) 5=233/0-5-8, 3=47/Mechanical, 4=8/Mechanical Max Horz 5=72(load case 5) Max Uplift5=-34(load case 5), 3=-25(load case 5), 4=-3(load case 5) Max Grav5=233(load case 1), 3=47(load case 1), 4=30(ioad case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-5=-212/54, 1-2=0/59, 2-3=-59/18 BOT CHORD 4-5=0/0 PLATES GRIP M1120 197/144 Weight: 7 lb BRACING TOP CHORD Sheathed or 1-11-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (roof snow); Exp C; Fully Exp. 3) This truss has been designed for 1.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 34 lb uplift at joint 5, 25 lb uplift at joint 3 and 3 lb uplift at joint 4. LOAD' CASE(S) Standard Job Truss Truss Type Qty Ply 10 Q41430 J2 ROOF TRUSS 4 1 I Job Reference (optional) 5 I UL;K UUMrUNr-N I J-Ir, lUano rails, IU 00'4UO, .7/iVC U.LUV s OUP l V cUVs lull I eK lnoustnes, Inc. VV60 reD 11 1b:ZO:45 1UU4 Page 1 -1-0-0 3-11-11 1-0-0 3-11-11 Scale: 3/4'=V l W II 3-11-11 3-11-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.28 Vert(LL) 0.01 4-5 >999 240 M1120 1971144 TCDL 8.0 Lumber Increase 1.15 BC 0,12 Vert(TL) -0.02 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 3 n/a n/a BCDL 8.0 Code IRC2000/ANS195 (Matrix) Weight: 12lb LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF Stud/Std REACTIONS (lb/size) 5=309/0-5-8, 3=131/Mechanical, 4=36/Mechanical Max Horz 5=107(load case 5) Max Uplift5=-27(load case 5). 3=-54(load case 5) Max Grav5=309(load case 1), 3=131(load case 1). 4=64(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-5=-284/60, 1-2=0/59, 2-3=-99/56 BOT CHORD 4-5=0/0 BRACING TOP CHORD Sheathed or 3-11-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (roof snow); Exp C; Fully Exp. 3) This truss has been designed for 1.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 27 lb uplift at joint 5 and 54 lb uplift at joint 3. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 1 0 Q41430 J3 ROOF TRUSS 4 1 Job Reference (optional) P 1 VVI% liVlvll"VIY GI`I I V-Ir, W011V 1 OIIJ, fV VJ-TVJ, Vf1VL J.LVV J 0W1J is cvv.3 ivu 1m rnuusuilrs, ujc. vveD reD 11 1D:Zb:45 2UU4 Page 1 -1-0-0 5-11-11 , 1-0-0 5-11-11 3x4 II 5-11-11 5-11-11 Scale a 1:22.0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.59 Vert(LL) -0.05 4-5 >999 240 M1120 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.28 Vert(TL) 0.11 1 >140 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.06 3 n/a n/a BCDL 8.0 Code IRC2000/ANS195 (Matrix) Weight: 17lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 5-11-11 oc pudins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (lb/size) 5=405/0-5-8, 3=212/Mechanical, 4=63/Mechanical Max Horz 5=146(load case 5) Max Uptift5=-23(load case 5), 3=-83(load case 5) Max Grav 5=405(load case 1), 3=212(load case 1), 4=98(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-5=-375/70, 1-2=0/59, 2-3=-149/91 BOT CHORD 4-5=0/0 NOTES 1) Wind: ASCE 7-98: 90mph: h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (roof snow); Exp C; Fully Exp. 3) This truss has been designed for 1.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 23 lb uplift at joint 5 and 83 lb uplift at joint 3. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 10 Q41430 M1 ROOF TRUSS 30 1 Job Reference (optional) i v%.n LrV1YIrV1YCIY 1 O-gr, luai w rana, w ww�, vnvc u. vv s vcN is cuw ivu ieK inuus[nes, inc. vveo reo I 1O:ZOAU ZUU4 Page 1 1.1 -1-0-0 8-0-0 1-0-0 8-0-0 4A 11 Scale=1.29.8 30 = 8-0-0 8-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in. (loc) I/deft Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.29 Vert(LL) -0.21 5-6 >437 240 M1120 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.56 Vert(TL) -0.38 5-6 >243 180 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(TL) 0.00 5 n/a n/a BCDL 8.0 Code IRC2000/ANSi95 (Simplified) Weight: 40lb LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF Stud/Std REACTIONS (lb/size) 6=499/0-5-8, 4=170/Mechanical, 5=223/Mechanical Max Horz 6=186(load case 5) Max Uplift6=-14(load case 5), 4=-64(load case 5). 5=42(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-6=-267/130, 1-2=0/29, 2-3=-0/88, 3-4=-46/2 BOT CHORD 5-6=-96/195 WEBS 4-5=0/0, 3-6=-259/0, 3-5=-253/124 BRACING TOP CHORD Sheathed or 8-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf: Category 11; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (roof snow); Exp C; Fully Exp. 3) This truss has been designed for 1.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 lb uplift at joint 6, 64 lb uplift at joint 4 and 42 lb uplift at joint 5. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard