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HomeMy WebLinkAbout1312 Morning Ct Technical - BuildingTECHNICAL Permit 08 IZ% Address 312 Oiolminq C J Project description K SF-R. Date the permit was finaled Number of technical pages 39 La -t0 a 1 n 2006 IBC LATERAL ANALYSIS ONLY FOR REALITY HOMES PLAN TRACY_2007 SITE CRITERIA DESIGN ROOF SNOW LOAD 25 PSF SLOPE PER OWNER <15% SITE: XXX MORNING CT CLALLAM, WA 98363 WIND (IBC) SEISMIC SPEED EXPOSURE DESIGN (MPH) CATEGORY 100 MPH I C I D I D I II SPECIAL SITE GEOTECH SEISMIC SEISMIC CONDITIONS REPORT PER SPECTRAL SPECTRAL PER OWNER OWNER RESPONSE Si. RESPONSE Ss NONE I NONE I 0.604g I 1.278g I NO ;,;ice; ;iii? .ft .ft ....ft e ft Iftft 4. 1 ....f 1111111%r TRUSS MANUFACTURER SHOP DRAWINGS PROVIDED FOR ENGINEERING REVIEW R29296094.GC084731 SINGLE SITE ENGINEERING THIS ENGINEERING IS FOR THE SITE AND CONDITIONS LISTED ABOVE ONLY SOIL OCCUPANCY PROFILE CATEGORY MULTIPLE SITES LATERAL ENGINEERING ONLY John Hodge, P.E 2601 Jahn Ave. N.W. Suite A-I Gig Harbor, WA 98335 Phone: (253)857 -7055 Fax (253)857-7599 PROJECT NUMBER 1 R8232 DATE 9.17.08 ORIGINAL STAMP MUST BE RED TO BE VALID ©7008 NC. DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL DO NOT ACCEPT COPY 8 Hodge engineering inc Engineering Calculations Package For Plans Examiner All load bearing structural members are shown on the full size engineering sheets The enclosed engineering calculations document the analysis used to determine the structural members and lateral bracing of the engineering sheets The engineering calculations are not required to be referenced for construction These calculations are to demonstrate to the plans examiner that the engineering was completed following the 2006 IBC The cover sheet of the engineering specifies the engineering scope as lateral engineering or gravity load engineering Lateral engineering involves determining what the seismic and wind loads are applying these loads to the structure and determining the design of the lateral structural elements These elements are sheathing nailing holdowns and connections between loaded members and shear resisting elements LATERAL ENGINEERING Lateral load modeling was completed with Wood Works Design Office 8 (www.woodworks- software.com 800 844 -1275) Wood Works was developed in conjunction with the American Forest Paper Association The AF &PA is the same professional organization that produces the National Design Specification (NDS) for Wood Construction the Allowable Stress Design (ASD) manual for engineered wood construction Wood Frame Construction Manual (WFCM) for one -and two family dwellings and the Load and Resistance Factor Design (LFRD) manual for engineered wood construction Lateral modeling was completed on a full featured modeling program that is the standard in the wood industry and not on a piecemeal spreadsheet but Seismic Seismic load engineering follows the ASCE 7 -05 equivalent lateral force procedure Per ASCE 7 the analysis consists of the application of equivalent static lateral forces to a linear mathematical model of the structure The total forces applied in each direction are the total base shear Refer to ASCE 7 -05 for a description of this procedure The engineering calculations include a USGS determination of the seismic spectral response accelerations These numbers S1 and Ss are used in the lateral model to determine seismic loading to the shearwalls Woodworks Design Office was used to make the linear mathematical model Wind Wind load engineering follows the ASCE 7 -05 general analytic method for all buildings The wind loading is determined from the wind exposure and wind speed and wind speed up factor ict if applicable This loading is applied to surfaces of the structure as modeled Total loading for each shear line wall line and full height shearwall is determined Required shear strength for each shearwall is calculated and sheathing and nailing patterns are chosen to resist design loads Holdowns are applied where the nailing of the sheathing to the mudsill or lower floor and dead load are not adequate to resist overturning GRAVITY LOAD ENGINEERING. Gravity loads from snow structure occupants etc meeting the requirements of the 2006 IBC have been traced through the structure See the legend on the engineering sheets showing how the point and line loads are depicted All loads are supported and traced through the structure Load supporting members have been numbered and calculated Calculations for each beam are included Post and column calculations for typical members are also included Loads to the foundation or soil have reinforced footings where required Every attempt has been made to make the engineering calculations and specifications as clear as possible for the plans examiner builder and building inspector XXX MORIN1I GLALLAM \1\1' Conterminous 48 States 2006 International Building Code Latitude 48 040512 Longitude -124 016766 Spectral Response Accelerations Ss and S1 Ss and S1 Mapped Spectral Acceleration Values Site Class B Fa 1 0 Fv 1 0 Data are based on a 0 01 deg grid spacing Period Sa (sec) (g) 0 2 1 278 (Ss Site Class B) 1 0 0 604 (S1 Site Class B) Conterminous 48 States 2006 International Building Code Latitude 48 040512 Longitude -124 016766 Spectral Response Accelerations Ss and S1 Ss and S1 Mapped Spectral Acceleration Values Site Class B Fa 1 0 Fv 1 0 Data are based on a 0 01 deg grid spacing Period Sa (sec) (g) 0 2 1 278 (Ss Site Class B) XXX MORNING CT CLALLAM WA 98363 4 of 13 LATERAL ANALYSIS.wsw Level 1 of 1 2 CO_ t_ v N-I I I co. WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN 10' 7 G _C_ &02 .4.2 L29'9' 168g90 ,90 `D=1 690 (7.' P G rn N 3461 U 9:9 WoodWorks® Shearwalls 8.0 137 9 887 A -1 I \c3r1;. 3 I L5` .0 &,C24.2/299 L 34 8 i 9.13 16761676-913 L I- ��9., v t Ii co 91 3 101 7 3 19:f86.3,f+20.- 7 564 531 3Y1: 534: 567: 5910. 523.$ 56.582 22 .2;15.828.301.334.567.390423.456. 9.552.595.558.60364.667. Factored shearline force (Ibs) t 1 t t Factored holddown force (Ibs) 580 C Compression force exists Vertical element required Loads Shown: W: Forces: W 1 OD Unfactored applied shear load (plf) Unfactored dead load (plf Ibs) Uplift wind load (plf,lbs) Applied point load or discontinuous shearline force (Ibs) 8 Sep. 17 2008 12:31 10 0:623. 6. 69' 67 5' 66' 63' 61.5' 60' 58.5' 57' 55 5' 54' 52:5' 51 49 '46 45' 43:5' 42' '40:5' 39' 37 :5' 36' 34 5 33' 31.5' 30' -28 27' 25:5' 24' --21 19:5' 18' 16:5' -1 12' 10.5' 9 7 -5' —6' 4:5' —3' 1 5' 0' 1 5' 3' -4.5' -6' 7.5' -9' 10.5' 12' 13.5' 15' 16 5' 18' 21 -22.5' 24' -25 5' 27' 28 5' 30' 31 5' 33' 34.5' 9.882.885.:: XXX MORNING CT CLALLAM WA 98363 5 of 13 WoodWorks® Shearwalls COMPANY AND PROJECT INFORMATION Cornpanv I Project Hodge Engineering Inc R8232_TRACY 2601 Jahn Ave N W Suite A -1 Exposure C Gig Harbor WA 98335 Seismic Category D 253 857 -7055 2006 IBC DESIGN SETTINGS Design Code IBC 2006 SITE INFORMATION Shape Site Location. IBC Occupancy Category II All others Height WoodWorks® Shearwalls 8.0 Project Information Wind Standard ASCE 7 05 All heights Response Factor R SOFTWARE FOR WOOD DESIGN LATERAL ANALYSIS wsr Sep. 17 2008 12:36 51 Seismic Standard ASCE 7 05 Wind Capacity Increase Load Combinations Building Code Capacity Reduction Shear C &C Panels 0 70 Seismic Win Seismic 1 40 1 60 1 00 Wind 1 00 1 00 Nail Withdrawal Modification Max Shearwall Offset [ft] Duration Temperature Moisture Content Plan Elevation Factor Range Fabrication Service (within story) (between stories) 1 60 T< =100F Dry Dry 4 00 Maximum Height -to -width Ratio Plywood Fiberboard Lumber Gypsum Wind Seismic Wind Seismic Blocked Unblocked 3 5 3 5 Shearwall Relative Rigidity' Designed capacity using flexible distribution Hold down Forces: Based on applied shearline force Seismic Materials Include gypsum on exterior walls Case 2 rigid diaphragm load distribution* 75% loads torsional moment ASCE 7 Equivalent Category II All others Wind Seismic ASCE 7 05 General analytic method for all bldgs ASCE 7 05 Equivalent lateral force procedure Design Wind Speed 100mph Exposure Exposure C Design Category Enclosure Enclosed Site Class D Topographic Information [ft] Spectral Response Acceleration Length S1 0 604g Ss.1 278g Fundamental Period E W N S T Used 0 104s 0 104s Approximate Ta 0 104s 0 104s Maximum T 0 125s 0 125s 6 50 6 50 XXX MORNING CT CLALLAM WA 98363 6 of 13 WoodWorks® Shearwalls Structural Data STORY INFORMATION Story Floor /Ceiling Wall Elev fftl Depth fin Height fftl Ceiling 11 83 0 0 Level1 2 83 10 0 9 00 Foundation 2 00 LATERAL ANALYSIS wsr Sep 17 2008 12 36 51 BLOCK and ROOF INFORMATION Block Roof Panels Dimensions fftl Face Type Slope Overhang fftl Block 1 1 Story E -W Ridge Location X,Y 0 00 10 00 North Side 30 0 1 00 Extent X,Y 66 25 34 50 South Side 30 0 1 00 Ridge Y Location, Offset 27 25 0 00 East Gable 90 0 1 00 Ridge Elevation, Height 21 79 9 96 West Gable 90 0 1 00 Block 2 1 Story N S Ridge Location X,Y 0 00 0 00 North Joined 150 0 1 00 Extent X,Y 21 00 10 00 South Gable 90 0 1 00 Ridge X Location, Offset 10 50 0 00 East Side 30 0 1 00 Ridge Elevation, Height 17 90 6 06 West Side 30 0 1 00 XXX MORNING CT CLALLAM WA 98363 7 of 13 WoodWorks® Shearwalls LATERAL ANALYSIS wsr Sep 17 2008 12.36 51 MATERIALS by WALL GROUP Wall I Sheathing [in] I Fasteners Spcg [in] I Framing Members [in] I Apply Grp Surf Material Thick Orient Size Tvoe Edq Fid Blka Species G Sac Notes 1 Ext Struct Shthg 7/16 Horz 8d Nail 6 12 yes Hem -Fir 0 43 16 1 3 2 1 Struct Shthg 7/16 Horz 8d Nail 4 12 yes Hem -Fir 0 43 16 1 2 3 Grp Wall Design Group, Surf Exterior or interior surface of exterior wall; Spcg Edge or field nail spacing; Blkg Blocked; G Specific gravity Spc Wall stud spacing XXX MORNING CT CLALLAM WA 98363 8 of 13 WoodWorks® Shearwalls LATERAL ANALYSIS wsr Sep 17 2008 12 36 51 SHEARLINE, WALL and OPENING DIMENSIONS North -south Type Wall Location Extent [ft] Length FHS Height Shearlines Group(s) X fftl Start End fftl fftl fftl Line 1 Level 1 Line 1 Level 1 Seg 1 0 00 0 00 44 50 44 50 32 00 9 00 Wall i -1 Seg 1 0 00 0 00 44 50 44 50 32 00 Opening 1 10 50 14 50 4 00 8 00 Opening 2 28 00 32 50 4 50 8 00 Opening 3 36 75 40 75 4 00 8 00 Line 2 Level 1 Line 2 Level 1 Seg 2 20 86 0 00 44 50 44 50 22 75 9 00 Wall 2 -2 Seg 2 20 75 9 75 22 50 12 75 12 75 Wall 2 -1 Seg 2 21 00 0 00 10 00 10 00 10 00 Line 3 Level 1 Line 3 Level 1 Seg 1 66 25 10 00 44 50 34 50 32 50 9 00 Wall 3 -1 Seg 1 66 25 10 00 44 50 34 50 32 50 Opening 1 28 50 30 50 2 00 8 00 East -west Type Wall Location Extent [ft] Length FHS Height Shearlines Group(s) Y fftl Start End fftl FM fftl Line A Level 1 Line A, Level 1 Seg 1 0 00 0 00 21 00 21 00 5 50 9 00 Wall A -1 Seg 1 0 00 0 00 21 00 21 00 5 50 Opening 1 2 75 18 25 15 50 8 00 Line B Level 1 Line B Level 1 Seg 1 10 00 0 00 66 25 66 25 27 25 9 00 Wall B -1 Seg 1 10 00 21 00 66 25 45 25 27 25 Opening 1 23 75 28 75 5 00 8 00 Opening 2 32 00 35 00 3 00 8 00 Opening 3 41 00 46 00 5 00 8 00 Opening 4 56 00 61 00 5 00 8 00 Line C Level 1 Line C Level 1 Seg 1 22 50 0 00 66 25 66 25 12 50 9 00 Wall C -1 Seg 1 22 50 8 00 20 50 12 50 12 50 Line D Level 1 Line D Level 1 Seg 1 44 50 0 00 66 25 66 25 22 00 9 00 Wall D -1 Seg 1 44 50 0 00 66 25 66 25 22 00 Opening 1 2 50 6 50 4 00 8 00 Opening 2 10 25 18 75 8 50 8 00 Opening 3 21 75 24 75 3 00 8 00 Opening 4 26 25 28 25 2 00 8 00 Opening 5 28 50 34 50 6 00 8 00 Opening 6 34 75 36 75 2 00 8 00 Opening 7 41 75 45 75 4 00 8 00 Opening 8 46 25 50 25 4 00 8 00 Opening 9 60 50 64 50 4 00 8 00 Type Seg segmented, prf perforated, NSW non- shearwall, Location dimension perp. to wall; FHS length of full height sheathing; Wall Group(s) refer to Materials by Wall Group table, refer to Shear Results tables for each design case if more than one group XXX MORNING CT CLALLAM WA 98363 9 of 13 WoodWorks® Shearwalls Flexible Diaphragm Wind Design LATERAL ANALYSIS wsr Sep 17 2008 12.36 51 SHEAR RESULTS North -South W For Shear Force [plf] Allowable Shear [plf] Crit. Shearlines Go Dir Ld. Case V flbsi vmax VIFHS Int Ext Co C Total V flbsl ResD. Line 1 Level 1 Lnl Levl 1 S >N 1 2925 65 7 91 4 339 1 00 S 339 10833 0 27 1 N >S 1 2542 57 1 79 4 339 1 00 S 339 10833 0 23 Line 2 Ln2 Levl 2 S >N 1 7994 351 4 495 1 00 S 495 11256 0 71 2 N >S 1 7606 334 3 495 1 00 S 495 11256 0 68 Wall 2 -2 2 S >N 1 4480 351 4 351 4 495 1 00 495 6308 0 71 2 N >S 1 4262 334 3 334 3 495 1 00 495 6308 0 68 Wall 2 -1 2 S >N 1 3514 351 4 351 4 495 1 00 495 4948 0 71 2 N >S 1 3343 334 3 334 3 495 1 00 495 4948 0 68 Line 3 Ln3 Levl 1 Both 1 5337 154 7 164 2 339 1 00 S 339 11002 0 49 East -West W For Shear Force [pH] Allowable Shear [plf] Crit. Shearlines Go Dir Ld. Case V flbsi vmax VIFHS Int Ext Co C Total V flbsi Rem:). Line A Level 1 LnA Levl 1 W ->E 1 887 42 2 161 3 339 1 00 S 339 1862 0 48 1 E ->W 1 897 42 7 163 1 339 1 00 S 339 1862 0 48 Line B LnB Levl 1 W >E 1 1852 28 0 68 0 339 1 00 S 339 9225 0 20 1 E >W 1 1862 28 1 68 3 339 1 00 S 339 9225 0 20 Line C LnC Levl 1 Both 1 3461 52 2 276 9 339 1 00 S 339 4232 0 82 Line D LnD Levl 1 Both 1 1686 25 5 76 6 339 1 00 5 339 7447 0 23 W Grp Wall group as listed in Materials table, For Dir Direction of wind force along shearline, Ld. case Critical load case ASCE 7 All heights Case 1 or 2, ASCE 7 low rise T Transverse, L Longitudinal, all other results are for this load case, V Factored shear force applied to entire line and amount taken by each wall; vmax Base shear V /FHS /Co Factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS eqn. 4 3 -6, and IBC eqn 23 -4 Following values marked with means that value for shearline is the one for wall with critical design response on line, V/FHS* Design shear force factored shear force per unit full height sheathing, Int* Unit shear capacity of interior sheathing; Ext* Unit shear capacity of exterior sheathing Co Perforation factor C Sheathing combination rule, A Add capacities, S Strongest side only X Strongest side or twice weakest; Total" Combined unit shear capacity inc perforation factor V Combined shear capacity of wall or total capacity of shearline Crit Resp Critical response Vapp /FHSNcap design shear force /unit shear capacity Notes. V /FHS shown is shear force for use in shearwall design. Vmax shown is V /FHS divided by perforation factor Co, it is the base shear to be used in connection and collector design using IBC 2305.3.8.2.5 and SDPWS 4 3.6.4 1 1 Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by IBC 2305.3.8.2.6,8 and SDPWS 43.6.42,4 XXX MORNING CT CLALLAM WA 98363 10 of 13 WoodWorks® Shearwalls Wind Suction Design LATERAL ANALYSIS wsr Sep 17 2008 12.36 51 COMPONENTS AND CLADDING by SHEARLINE North -South Sheathing [psf] Fastener Withdrawal [Ibs] Service Cond Shearlines Force Cap Force/ Force Cap Force /Cap Factors Line Lev Gm Cap End Int End Int Temp Moist 1 1 1 29 9 240 0 0 12 40 32 68 0 59 0 47 1 00 1 00 2 1 2 29 9 240 0 0 12 1 00 1 00 3 1 1 29 9 240 0 0 12 40 32 68 0 59 0 47 1 00 1 00 East -West Sheathing [psf] Fastener Withdrawal [Ibs] Service Cond Shearlines Force Cap Force/ Force Cap Force /Cap Factors Line Lev Grp Cap End Int End Int Temp Moist A 1 1 29 9 240 0 0 12 40 32 68 0 59 0 47 1 00 1 00 B 1 1 29 9 240 0 0 12 40 32 68 0 59 0 47 1 00 1 00 D 1 1 29 9 240 0 0 12 40 32 68 0 59 0 47 1 00 1 00 Grp Wall Design Group, results for design groups for rigid, flexible design listed for each wall; Sheathing: Force Unit area end zone C &C load, Cap Out -of -plane bending capacity of exterior sheathing assuming continuous over 3 studs, Fastener Withdrawal: Force Force tributary to each nail in end zone and interior zone, Cap Factored withdrawal capacity of individual fastener according to NDS 11 2 3 XXX MORNING CT CLALLAM WA 98363 11 of 13 WoodWorks® Shearwalls Flexible Diaphragm Seismic Design LATERAL ANALYSIS wsr Sep. 17 2008 12 36 51 SEISMIC INFORMATION Building Area I Story Shear [Ibs] I Reliability Factor p Mass flbsl fsq.ftl E -W N -S E -W N -S Level1 70857 2496 9288 9288 Structure 70857 9288 9288 1 00 1 00 Vertical Earthquake Load Ev 0 2 Sds D Sds 0.85, Ev 0 170 D unfactored; 0 119 D factored; total dead load factor 0.6 0 119 0 481 tension, 1 0 0.119 1 119 compression. SHEAR RESULTS North -South W For H/W Fact. Shear Force [pit] Allowable Shear [plf] Crit. Shearlines Gp Dir Int Ext V ribs] vmax V /FHS Int Ext Co C Total V [Ibs] Resp Line 1 Level 1 Lnl Levl 1 Both 1 0 83 1469 33 0 45 9 201 1 00 S 201 7529 0 23 Line 2 Ln2 Levl 2 Both 1 0 1 0 2923 128 5 353 1 00 S 353 8040 0 36 Wall 2 -2 2 Both 1 0 1 0 1638 128 5 128 5 353 1 00 353 4506 0 36 Wall 2 -1 2 Both 1 0 1 0 1285 128 5 128 5 353 1 00 353 3534 0 36 Line 3 Ln3 Levl 1 Both 1 0 1 0 2109 61 1 64 9 242 1 00 S 242 7859 0 27 East -West W For H/W Fact. Shear Force [pit] Allowable Shear [plf] Crit. Shearlines Gp Dir Int Ext V fibs] vmax VIFHS Int Ext Co C Total V ribs] Resp. Line A Level 1 LnA Levl 1 Both 1 0 61 407 19 4 74 0 148 1 00 S 148 813 0 50 Line B LnB Levl 1 Both 1 0 61 1474 22 3 54 1 148 1 00 S 148 6112 0 37 Line C LnC Levl 1 Both 1 0 1 0 2644 39 9 211 5 242 1 00 S 242 3023 0 87 Line D LnD Levl 1 Both 1 0 67 1977 29 8 89 8 161 1 00 S 161 4927 0 56 W Grp Wall group as listed in Materials table For Dir force direction, always 'both H/W factor Factor due to shearwall height -to -width ratio for interior and exterior wall sheathing; V Factored shear force applied to entire line and amount taken by each wall; vmax Base shear V /FHS /Co Factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS eqn. 4 3 -6, and IBC eqn. 23 -4 Following values marked with means that value for shearline is the one for wall with critical design response on line, V/FHS* Design shear force factored shear force per unit full height sheathing, Int" Unit shear capacity of interior sheathing; Ext" Unit shear capacity of exterior sheathing Co Perforation factor C Sheathing combination rule, A Add capacities, S Strongest side only X Strongest side or twice weakest; Total" Combined unit shear capacity inc perforation factor and H/W factor V Combined shear capacity of wall or total capacity of shearline Crit Resp" Critical response Vapp /FHSNcap design shear force /unit shear capacity Notes: V /FHS shown is shear force for use in shearwall design. Vmax shown is V /FHS divided by perforation factor Co, it is the base shear to be used in connection and collector design using IBC 2305.3.8.2.5 and SDPWS 4 3.6.4 1 1 Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by IBC 2305.3.8.2.6,8 and SDPWS 4 3.6.4.2,4 XXX MORNING CT CLALLAM WA 98363 12 of 13 Please complete the information below sign this request form, and fax to Hodge Engineering at 253 857 -7599 Client Request for Engineering Support abig *Company *Contact: *Hodge Engineering Proj Architect Plan *Site Address. Items with are required Description of Problem Mailina Address. Billina Address. Hodge engineering inc Client Name (please print) Information REALITY HOMES *Phone Fax: R8232 Mobile Email Address. Form of Payment I lCredit Card Letter by Fax and /or Hard Copy By Mail I (Pick Ur) COD I authorize the above requested work and associated charges. Client Signature (ok to start Work) Project Information Hodge use only 1 acApco g- i, agrac6 1 2601 Jahn Ave NW Suite Al Gig Harbor WA 98335 Tel 253 -857 7055 Fax 253 -857 7599 www.hodaeenaineerina.com Lateral Analysis.wsw Level 1 of 2 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN LO LO CO U U' Factored shearline force (Ibs) t t t Factored holddown force (lbs) 0-0 C Compression force exists Verticalelementrequired Loads Shown: W Fames. W COD 0' 467 f 2766' 46.7 WoodWorks® Shearwalls 8.0 M C &C 141/174 E 1 r 59 3 D -1 s s c �8 8 8 1 A1 C &C141/174 0 rn i 2.6 iiiiiiiiiitiiiit .5 45 4 5.4 54 52.1 rn v T Unfactored applied shear load (plf) Unfactored dead load (plf lbs) Uplift wind load (plf lbs) Applied point load or discontinuous shearline force (Ibs) 5' 10' 15' 20' 25' 30' 35' Sep. 17 2008 13 44 36 60' 55' -50' 45' 40' 35' 30' 25' 20' 15' 10' 5' 0' 5' 10' 15' Lateral Analysis.wsw Level 2 of 2 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Factored shearline force (Ibs) Factoredholddown force (Ibs) C Compression force exists Verticalelementrequired Loads Shown: VV1 forces. W-g' 1 OD 22.9 74.8 74.8- 74.8 24.4 0.0 91'8 U MS U 0.0 -2.') WoodWorks®Shearwalls 8.0 C &C 14.1/174 s us E1 0 Q cS B-2 14.1/4, 0 66.1 24.4 22.9 84.8 N i 66.1 64r112741.021.187103.7 83.3 6 B -3 4 0.0 0 rn N f t t t Unfactored applied shear load (plf) 'fBH® Unfactored deadload(plf Ibs) Upliftwind load (plf,lbs) --II Applied point load or discontinuous shearline force (Ibs) 0' 5' 10' 15' 20' 25' 30' 35' Sep. 17 2008 13 44 36 60' 55' 50' 45' 35' -30' 25' 20' 0' 5' 10' 15' (D N V O (D y (p CO CO (0 9 8 -5 -8 27 -0 -0 V 21 -0 -0 O M (0 p (M N U N -I- H !326 j' T @E4(: /II ._1 -GR I IN)--- II p l fl Il II 1 -GE I TRACY RESIDENCE SAVED AT G: \MITEK \QUOTES08 \GC \GC084731 2 SC( 7) 66 -0 -0 LOADING TCLL =25 PSF TCDL =10 PSF BCDL =10 PSF TOTAL =45 PSF WIND LOADING EXPOSURE 'C' 100 MPH 66 -0 -0 PITCH 5/12 TAILS 1 -4 -0 DRAWN BY KN OVERFRAMING BY OTHERS BEAMS BY OTHERS 45 -0 -0 30 -6 -8 !TR;15 a �Q MiTek® POWER TO PERFORM. Re GC084731 TRACY RESIDENCE MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676 -1900 Fax 916/676 -1909 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by ProBuild West Auburn WA Pages or sheets covered by this seal. R29296094 thru R29296106 My license renewal date for the state of Washington is August 1 2010 September 12,2008 Tingey Palmer 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 building designer per ANSI /TPI 2002 Chapter 2. Job Truss GC084731 1 GE GABLE Truss -Span Lumbermens, Aubum,WA 98001 1 -4-0 17 458 M1120= Plate Offsets (X.Y): 12:0 -1- 12,0 -0 -01. (9:0-3-15.0-1-01. 116:0-2-5.0-0-01 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) l/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1 15 TC 0.12 Vert(LL) -0.00 17 n/r 120 MI120 185/148 TCDL 10.0 Lumber Increase 115 BC 0.06 Vert(TL) -0.00 17 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 16 n/a n/a BCDL 10.0 Code IRC2006/TP12002 (Matrix) LUMBER TOP CHORD 2 X 4 HF 1650F 1.5E BOT CHORD 2 X 4 HF 1650F 1.5E OTHERS 2 X 4 HF Stud /Std LOAD CASE(S) Standard 3 5.00 12 nr n 10-6-0 Truss Type 358 M1120= 3r8 MII20 9 21 -0-0 BRACING TOP CHORD BOT CHORD Qty Ply TRACY RESIDENCE 1 1 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05, 100mph; TCDL= 6.0psf; BCDL= 6.0psf; h =25ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33 3) Truss designed for wind loads in the plane of the truss only For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002. 4) All plates are 2x4 M1120 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1 -4 -0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 110 lb uplift at joint 2, 125 lb uplift at joint 16, 56 lb uplift at joint 26, 49 lb uplift at joint 27 48 lb uplift at joint 28, 44 lb uplift at joint 29, 71 lb uplift at joint 30, 58 lb uplift at joint 22, 49 lb uplift at joint 21 48 lb uplift at joint 20, 44 lb uplift at joint 19 and 71 lb uplift at joint 18. 10) This truss is designed in accordance with the 2006 International Residential Code sections R502.11 1 and R802.10.2 and referenced standard ANSI/TPI 1 WARNING Verify design p L_ ersariaREADNOT ESONTH ISANDINCLUDED bi77EKRBPEREWCEPAGE Nit -7473BEFOREUSE. Design valid for use only with MiTek connectors. Thi design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper orporation of component is responsibility of building designer not truss designer Bracing shown is for lateral upport of individual web members only Additional temporary bracing to in re stability during construction is the responsibillity of the erector Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage, delivery erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB•89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719 .lob Reference rontinnalt 7.060 s Aug 6 2008 MiTek Industries, Inc. Thu Sep 11 11:24:27 2008 Page 1 13 +N 10-6-0 Structural wood sheathing directly applied or 6 -0 -0 oc purlins. Rigid ceiling directly applied or 10 -0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 2= 239/21 -0 -0, 16= 239/21 -0 -0, 24= 116/21 -0 -0, 26= 121/21 -0 -0, 27= 118/21 -0 -0, 28= 131/21 -0 -0, 29= 66/21 -0 -0, 30= 247/21 -0-0, 23= 116/21 -0 -0, 22= 121/21 -0 -0, 21= 118/21 -0 -0, 20= 131/21 -0 -0, 19= 66/21 -0 -0, 18= 247/21 -0 -0 Max Horz2 =92(LC 5) Max Uplift2=- 110(LC 5), 16=- 125(LC 6), 26= -56(LC 5), 27= -49(LC 5), 28= -48(LC 5), 29= -44(LC 5), 30= -71(LC 5), 22= -58(LC 6), 21= -49(LC 6), 20= -48(LC 6), 19= -44(LC 6), 18= -71(LC 6) Max Grav2= 239(LC 1), 16= 239(LC 1), 24= 116(LC 1), 26= 123(LC 9), 27= 118(LC 1), 28= 131(LC 1), 29 =66(LC 9), 30= 247(LC 9), 23= 116(LC 1), 22= 123(LC 10), 21= 118(LC 1), 20= 131(LC 1), 19 =66(LC 10), 18= 247(LC 10) FORCES (lb) Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/34, 2 -3 79/36, 3-4 39/72, 4 -5= 25/88, 5 -6= 27/110, 6 -7 27/132, 7 -8 27/156, 8 -9 26/147 9 -10 26/145, 10 -11 27/147 11 -12.- 27/113, 12 -13 27/82, 13 -14 25/50, 14 -15= 39/32, 15 -16= 54/36, 16-17 =0/34 BOT CHORD 2- 30= 0/106, 29- 30= 0/106, 28- 29= 0/106, 27- 28= 0/106, 26- 27= 0/106, 25 -26 =0/106 24- 25= 0/106, 23- 24= 0/106, 22- 23= 0/106, 21- 22= 0/106, 20- 21= 0/106, 19- 20= 0/106, 18- 19= 0/106, 16 -18 =0/106 WEBS 8 -24= -89/4 7 -26 96/72, 6 -27= -92/64 5 -28 100/68, 4 -29 =56/47 3 -30 185/113, 10- 23= -89/0, 11- 22=- 96/74, 12- 21= -92/64 13 -20 100/68, 14- 19= -56/47 15 -18= 185/113 5 Weight: 90 lb 4,6 MO20 Mil MiTek PONIC6 P(RPOMM 7777 Gr enback Lane, Suite 109 Citrus Heights, CA. 95610 R29296094 1 -4 -0 Scale 1'38.9 EXPIRES 08 01 -10 September 12,2008 Job Truss Truss Type GC084731 1 GR HOWE Truss -Span Lumbermens, Auburn,WA 98001 4x12 MI120 5.0.5 5.95 LUMBER TOP CHORD 2 X 4 DF 2400F 2.0E BOT CHORD 2 X 6 DF 2400F 2.0E WEBS 2 X 4 HF Stud /Std *Except* 3-7 2 X 6 HF No.2 LOAD CASE(S) Standard 1) Regular Lumber Increase =1 15, Plate Increase =1 15 Uniform Loads (plf) Vert: 1- 5=- 403(B= -383), 1- 3 -70, 3 -5 -70 3x8 MI120 11 to 4.n 4-8-11 5 1n. en 5-95 4-8 -11 Plate Offsets (X.Y): 11:0 -0 -9. Edael. 13:0- 2- 4.0 -3 -01. F5:0-0-9.Edael REACTIONS (lb /size) 1= 4902/0 -4 -1 (input: 0 -3 -8), 5= 4902/0 -4 -1 (input: 0 -3 -8) Max Horz 1 =68(LC 6) Max Upliftl=- 1446(LC 5), 5=- 1446(LC 6) 6x6 MI I20 I I 8 7 5x8 M1120 6x10 M1120 1 BRACING TOP CHORD BOT CHORD FORCES (lb) Maximum Compression /Maximum Tension TOP CHORD 1 -2 9636/2824 2 -3 6651/1975 3 -4 6651/1975, 4 -5 9636/2825 BOT CHORD 1 -9 2603/8843, 8 -9 2603/8843, 7 -8 2603/8843, 6 -7 2536/8843, 5 -6 2536/8843 WEBS 2 -9 572/2167 3 -7 1354/4712, 4-6 573/2167 2 -7=- 3107/1014 4 -7 3107/1015 Qty Ply TRACY RESIDENCE 4 11 2 NOTES 1) 2 -ply truss to be connected together with 10d (0.131 "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 X 6 2 rows 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) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7 -05; 100mph; TCDL= 6.0psf; BCDL= 6.0psf; h =25ft; Cat. II; Exp C enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) This truss has been designed for a live load of 20.0psf.on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 7) WARNING: Required bearing size at joint(s) 1 5 greater than input bearing size. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1446 lb uplift at joint 1 and 1446 lb uplift at joint 5. 9) This truss is designed in accordance with the 2006 International Residential Code sections R502.11 1 and R802.10.2 and referenced standard ANSI/TPI 1 '-561x6661 5Ccalaimata466116,61 A WARNING Verify design i w ...dery and READ NOTES ON MIS AND INCLUDED MINK REFERENCE PAGE AJIf -7473 BEFORE US&. Design valid for use only with MiTek connectors. This design based only upon parameters shown and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer not trus designer Bracing shown for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the respon ibillity of the ector Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery erection and bracing, consult ANSI/TPI1 Quality Criteria, 058 -89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofno Drive. Madison, WI 53719 lab Reference tontionall 7.060 s Aug 6 2008 MiTek Industries, Inc. Thu Sep 11 11:24:29 2008 Page 1 6 3x6 MI120 11 5-9 -5 5-9 -5 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /dell Lid PLATES GRIP TCLL 25.0 Plates Increase 1 15 TC 0.42 Vert(LL) -0.13 7 -9 >999 240 M1120 185/148 TCDL 10.0 Lumber Increase 1 15 BC 0.55 Vert(TL) -0.29 7 -9 >852 180 BCLL 0.0 Rep Stress Incr NO WB 0.55 Horz(TL) 0.08 5 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight: 198 lb 4x12 MII20 Structural wood sheathing directly applied or 5 -2 -13 oc puffins. Rigid ceiling directly applied or 10 -0 -0 oc bracing. R29296095 Scale 1 37 EXPIRES 08 01-10 September 12,2008 MiTek 7777 Gr enback Lane Suite 109 Citrus Heights. CA. 95610 Job GC084731 Truss -Span Lumbermens, Auburn,WA 98001 1 -4-0 4x6 M1120 Plate Offsets (X.Y): F2:0-1-11.0-0-11.16:0-1-11.0-0-11 LUMBER TOP CHORD 2 X 4 HF 1650F 1.5E BOT CHORD 2 X 4 HF 1650F 1.5E WEBS 2 X 4 HF Stud /Std REACTIONS (lb /size) 2= 1035/0 -3 -8, 6= 1035/0 -3 -8 Max Horz2= -92(LC 6) Max Uplift2=- 327(LC 5), 6=- 327(LC 6) LOAD CASE(S) Standard Truss Truss Type 1 -TR COMMON 5.8 -14 7 -2 -10 5.00 12 4 -11 -2 4x6 M1120 4 10 9 8 354 M1120 3x8 M1120= 35 M1120 1,0.13 6-6-13 Qty Ply TRACY RESIDENCE 2 1 15_4 4-11-2 .lob Rpfprpnrp !notional) 7.060 s Aug 6 2008 MiTek Industries, Inc. Thu Sep 11 11:24:30 2008 Page 1 +nn 7 -2 -10 5-6-14 456 M1120= LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1 15 TC 0.28 Vert(LL) -0.07 8 -10 >999 240 MI120 185/148 TCDL 10.0 Lumber Increase 1 15 BC 0.38 Vert(TL) -0.21 2 -10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.06 6 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix) FORCES (lb) Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/34, 2 -3=- 1828/446, 3 -4 1599/414 4-5 1599/414, 5 -6 1828/447 6 -7 =0/34 BOT CHORD 2 -10 391/1614 9-10=-173/1103, 8- 9=- 173/1103, 6 -8 300/1614 WEBS 3 -10 357/233, 4- 10=- 130/540, 4- 8=- 130/540, 5 -8 357/234 BRACING TOP CHORD BOT CHORD NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05, 100mph; TCDL= 6.0psf; BCDL= 6.0psf; h =25ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 327 lb uplift at joint 2 and 327 lb uplift at joint 6 6) This truss is designed in accordance with the 2006 International Residential Code sections R502.11 1 and R802.10.2 and referenced standard ANSI/TPI 1 WARNING Verify dea /gn p .......:era and READ NOTES ON 77i'TS AND INCLUDED MEEK REFERENCE PAGE MI-747a BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown for lateral upport of individual web members only Additional temporary bracing to insure stability during construction is the responsibility of the erector Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication quality control, storage, delivery, erection and bracing, consult ANSI/1711 Quality Criteria, DSB -89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719 Weight: 73 lb Structural wood sheathing directly applied or 4 -11 -9 oc purlins. Rigid ceiling directly applied or 10 -0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. EXPIRES 08 -01 -10 September 12,2008 MiTek 7777 Gr nback Lane, Suite 109 Citrus Helahts. CA. 95610 R29296096 1-4-0 Scale 1.38.9 Job GC084731 Truss -Span Lumbermens, Auburn,WA 98001 1-4-0 LUMBER TOP CHORD 2 X 4 HF 1650F 1.5E BOT CHORD 2 X 4 HF 1650F 1.5E OTHERS 2 X 4 HF Stud /Std Continued on page 2 Truss Truss Type 2 -GE GABLE -1 -A-0 I ui 111 21-3-0 6 7 5 1'� 3x8 611120 1 2 1 1 NOTES 1) Unbalanced roof live loads have been considered for this design. 5.00 72 16 3x10611120= 1-0-8 E IF 2 5x6 M1120 63 62 61 60 59 58 57 56 55 54 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 5x6 MI120 548 MI120 54 MI120 42-6-0 19 20 21 Plate Offsets (X.YI: 12:0 -3 -0.0 -0-21. 118:0 -4- 15,0 -1 -81. 134:0 -2- 15,0 -0 -21. 144:0- 4 -0.0 -2 -151. 155:0- 4- 0,0 -3 -01 Qty Ply TRACY RESIDENCE 1 1 22 FORCES (lb) Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/34 2 -3 198/37 3 -4 137/61 4 -5 113/77 5 -6 81/100, 6 -7 50/121 7 -8 28/143, 8 -9 28/164 9 -10 28/186 10 -11 28/202, 11- 12=- 10/207 12 -13 26/228, 13- 14=- 26/250, 14 -15 26/271 15 -16 26/294 16 -17 26/317 17 18 25/285 18 -19 25/282, 19- 20=- 26/308, 20- 21=- 26/276, 21 -22 26/243, 22 -23 26/212, 23 -24 26/181 24 -25 10/151 25 -26 28/145, 26- 27=- 28/120, 27- 28=- 28/93, 28- 29= -28/71 29- 30=- 28/49, 30- 31=- 28/28, 31- 32= -42/14 32- 33= -65/0, 33- 34=- 126/37 34 -35 =0/34 BOT CHORD 2 -63 =0/187 62 -63 =0/187 61 -62 =0/187 60-61 =0/187 59 -60 =0/187 58 -59 =0/187 57 58 =0/187 56 -57 =0/187 55-56 =0/187 54 -55 =0/187 53 -54 =0/187 52 -53 =0/187 51 -52 =0/187 50 -51 =0/187 49 -50 =0/187 48-49 =0/187 47 -48 =0/187 46-47 =0/187 45-46 =0/187 44-45 =0/187 43- 44= 0/186, 42- 43= 0/186, 41- 42= 0/186, 40- 41= 0/186, 39- 40= 0/186, 38- 39= 0/186, 37- 38= 0/186, 36- 37= 0/186, 34 -36 =0/186 WEBS 17 -50= -94/0, 16 -51 96/70, 15 -52 94/68,'14 -53= -93/64 13 -54= -93/64 12 -55 93/65, 10 -56 93/64, 9 -57 93/65, 8 -58 93/64, 7 59= -93/64 6-60=-92/64, 5 -61 101/68 4 -62 53/45, 3 -63 191/118, 19-49= -90/0, 20-48=-96/71 21-47= -94/69 22 -46 93/64, 23 -45 93/64, 24 -44 93/65, 26-43=-93/64, 27-42=-93/65, 28-41= -93/64 29-40= -93/64 30 -39 92/64, 31- 38 -101 /68, 32-37=-53/45, 33 -36 191/118 WARRING Perrfhr design parameters <an cZ READ N0773E ON IRIS AND INCLUDED MITE REsF /MEWS PAGE 4-7473 BEFORE USE. Design valid for se only with MJTek connectors. This design based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper ncorporation of component respon ibility of building designer not truss designer Brac ng shown is for lateral support of individual web members only Additional temporary bracing to ins re stability during constr ction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB -89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofno Dnve, Madison, WI 53719 lots Reference (notional) 7.060 s Aug 62008 MiTek Industries, Inc. Thu Sep 1111.24:322008 Page 1 23 3x8 611120 24 25 27 21 -3-0 28 29 30 32 LOADING (ps() SPACING 2 CSI DEFL in (loc) 1 /deft Lid PLATES GRIP TCLL 25.0 Plates Increase 115 TC 0.14 Vert(LL) -0.00 35 n/r 120 MI120 185/148 TCDL 10.0 Lumber Increase 115 BC 0.06 Vert(TL) -0.00 35 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.01 34 n/a n/a BCDL 10.0 Code IRC2006/TP12002 (Matrix) Weight: 262 lb BRACING TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 1 Row at midpt 17 -50, 19-49 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide_ REACTIONS (lb /size) 2= 242/42 -6 -0 34= 242/42 -6 -0, 50= 116/42 -6 -0, 51= 120/42 -6 -0, 52= 120/42 -6 -0, 53= 120/42 -6 -0, 54= 119/42 -6 -0, 55= 120/42 -6 -0, 56= 121/42 -6 -0, 57= 120/42 -6 -0 58= 120/42 -6-0, 59= 120/42 -6 -0, 60= 118/42 -6 -0, 61= 132/42 -6 -0 62= 61/42 -6 -0, 63= 256/42 -6-0, 49= 116/42 -6 -0, 48= 120/42 -6 -0 47= 120/42 -6 -0, 46= 120/42 -6 -0, 45= 119/42 -6 -0, 44= 120/42 -6 -0, 43= 121/42 -6 -0, 42= 120/42 -6 -0, 41= 120/42 -6 -0, 40= 120/42 -6 -0, 39= 118/42 -6 -0, 38= 132/42 -6 -0, 37= 61/42 -6 -0, 36= 256/42 -6-0 Max Horz2= 162(LC 5) Max Uplift2= -63(LC 5), 34= -92(LC 6), 51= -54(LC 5),'52= -52(LC 5), 53= -48(LC 5), 54= -49(LC 5), 55= -49(LC 5), 56= -47(LC 5), 57= -49(LC 5), 58= -48(LC 5), 59= -48(LC 5), 60= -49(LC 5), 61= -49(LC 5), 62= -42(LC 5), 63= -77(LC 5), 48= -55(LC 6), 47= -53(LC 6), 46= -48(LC 6), 45= -48(LC 6), 44= -49(LC 6), 43= -47(LC 6), 42= -49(LC 6), 41= -48(LC 6), 40= -48(LC 6), 39= -49(LC 6), 38= -49(LC 6), 37 =42(LC 6), 36=-76(LC 6) Max Grav2= 242(LC 1), 34= 242(LC 1), 50= 116(LC 1), 51= 123(LC 9), 52= 120(LC 9), 53= 120(LC 1), 54= 119(LC 1), 55= 120(LC 9) 56= 121(LC 1), 57= 120(LC 9), 58= 120(LC 1), 59= 120(LC 1), 60= 118(LC 1), 61= 132(LC 1), 62 =61(LC 9), 63= 256(LC 9), 49= 116(LC 1), 48= 123(LC 10), 47= 120(LC 10), 46= 120(LC 1), 45= 119(LC 1), 44= 120(LC 10), 43= 121(LC 1), 42= 120(LC 10), 41= 120(LC 1), 40= 120(LC 1), 39= 118(LC 1), 38= 132(LC 1), 37 =61(LC 10), 36= 256(LC 10) 1 MiTek 7777 Gr enback La Suite 109 Citrus Helahts. CA. 95610 R29296097 1-4-0 Scale 1:75.6 4 Ib I EXPIRES. 08 01 -10 September 12,2008 Job Truss Truss Type Qty Ply TRACY RESIDENCE GC084731 2 -GE GABLE 1 1 .loh Reference lontinnall Truss -Span Lumbermens, Auburn,WA 98001 7.060 s Aug 6 2008 MiTek Industries, Inc. Thu Sep 11 11:24:33 2008 Page 2 NOTES 2) Wind: ASCE 7 -05, 100mph; TCDL= 6.0psf; BCDL= 6.0psf; h =25ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33 3) Truss designed for wind loads in the plane of the truss only For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002. 4) All plates are 2x4 MI120 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1 -4 -0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 63 lb uplift at joint 2, 92 lb uplift at joint 34, 54 lb uplift at joint 51 52 lb uplift at joint 52. 48 lb uplift at joint 53, 49 lb uplift at joint 54, 49 lb uplift at joint 55, 47 lb uplift at joint 56, 49 lb uplift at joint 57 48 lb uplift at joint 58, 48 lb uplift at joint 59, 49 lb uplift at joint 60, 49 lb uplift at joint 61 42 lb uplift at joint 62, 77 lb uplift at joint 63, 55 lb uplift at joint 48, 53 lb uplift at joint 47 48 lb uplift at joint 46, 48 lb uplift at joint 45, 49 lb uplift at joint 44 47 lb uplift at joint 43, 49 lb uplift at joint 42, 48 lb uplift at joint 41 48 lb uplift at joint 40, 49 lb uplift at joint 39 49 lb uplift at joint 38, 42 lb uplift at joint 37 and 76 lb uplift at joint 36. 10) This truss is designed in accordance with the 2006 International Residential Code sections R502.111 and R802.10.2 and referenced standard ANSI/TPI 1 LOAD CASE(S) Standard &SAR NING Verify sign parameters cad READ NOTES ON INIS AND INCLCIDED Ptf?Z37f REFERENCE PAGE Nit-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is respon ibilty of building designer not tr designer Bracing shown for lateral support of ndi dual web members only Additional temporary bracing to nsure stability during constructi the responsibillity of the recto Additional permanent bracing of the overall structure is the respon ibility of the building designer For gen ral guidance egarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB -89 and BCSI1 Building Component Safety Information available from Trus Plate Institute, 583 D'Onofno Drive, Madison WI 53719 MiTek POWER TO PERPORN 7777 Greenback La Suite 109 Citrus Heights. CA. 95610 R29296097 d1 Job Truss Truss Type GC084731 2 -GEA GABLE Truss -Span Lumbermens, Auburn,WA 98001 1 -4-0 4 21-3 -0 358 MI120 0 5.00 17 3510 M1120 20 14 a 22 23 348 MI120 7 .7. 24 25 E 1 I01 i r a a k X X VVVVVVVVVV�I�I>IlIVVVVu� WV Xuu"X V I F u k XV C Sl SIX III VV Xu 556 MI120 62 61 60 59 58 57 58 55 54 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 38 35 556 MI120= 558 MI120 558 MI120 42-6-0 Plate Offsets (X.Y): 12:0-3-0.0-0-21.118:0-4-15.0-1-81. 134:0 -2- 15,0 -0 -21. 143:0- 4 -0.0 -2 -151. 154:0- 4- 0,0 -3 -01 Qty Ply TRACY RESIDENCE 1 1 Inh Reference rontinnalt 7.060 s Aug 6 2008 MiTek Industries, Inc. Thu Sep 11 11:24:34 2008 Page 1 26 21-3 -0 27 28 29 30 3 31 32 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1 15 TC 0.13 Vert(LL) -0.00 1 n/r 120 MI120 185/148 TCDL 10.0 Lumber Increase 1 15 BC 0.07 Vert(TL) 0.00 1 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.01 34 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix) LUMBER TOP CHORD 2 X 4 HF 1650F 1.5E BOT CHORD 2 X 4 HF 1650F 1.5E OTHERS 2 X 4 HF Stud /Std FORCES (lb) Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/34 2 -3 205/37 3 -4 143/45, 4 -5 120/61 5 -6 88/83, 6 -7 57/105, 7 -8 28/126, 8-9=-28/148, 9 -10 28/169, 10 -11 28/185, 11 -12 10/191 12 -13 26/212, 13 -14 26/233, 14 -15 26/255, 15 -16 26/277 16-17=-26/300, 17 18=- 25/271 18- 19=- 25/268, 19 -20 26/292, 20 -21 26/259 21 -22 26/226, 22 -23 26/196, 23-24=-26/165, 24- 25=- 10/135, 25 -26 28/129, 26 -27 28/108, 27- 28=- 28/86, 28 -29= -28/64 29-30=-28/43, 30 -31 28/22, 31- 32= -58/14 32- 33= -78/0, 33 -34 148/42 BOT CHORD 2- 62= 0/165, 61- 62= 0/165, 60- 61= 0/165, 59 -60= 0/165, 58- 59= 0/165, 57- 58= 0/165, 56- 57= 0/165, 55 -56 =0/165 54- 55= 0/165, 53- 54= 0/165, 52- 53= 0/165, 51- 52= 0/165, 50- 51= 0/165, 49- 50= 0/165, 48- 49= 0/165, 47- 48= 0/165, 46- 47= 0/165, 45- 46= 0/165, 44- 45= 0/165, 43- 44= 0/165, 42- 43= 0/164, 41-42 =0/164 40- 41= 0/164, 39- 40= 0/164, 38- 39= 0/164, 37 38 =0/164 36 -37 =0/164 35- 36= 0/164, 34 -35 =0/164 WEBS 17- 49= -90/0, 16- 50=- 96170, 15 -51 94/68, 14 -52= -93/64 13 -53= -93/64 12 -54 93/65, 10 -55= -93/64 9 -56 93/65, 8 -57 93/64, 7 -58= -93/64 6 -59 92/64, 5 -60 101/68 4 -61 53/45, 3 -62 191/118, 19-48= -90/0, 20- 47= -96/71 21-46= -94/69 22 -45 93/64, 23 -44 93/64, 24 -43 93/65, 26- 42= -93/64 27 -41 93/65, 28-40= -93/64 29- 39=- 93/65, 30 -38 92/64, 31- 37=- 103/70, 32 -36 41/33, 33 -35 213/140 NOTES 1) Unbalanced roof live loads have been considered for this design. Continued on page 2 WARNING Verify design x ...sters and READ MOMS R2$ ON Th7& AND INC WDBD AW773K RUFERENCE PAGE MUT- 7473REPO Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenfers and proper incorporation of component is responsibility of building designer not truss designer Bracing shown for lateral upport of indi dual web members only Additional temporary bracing to re stability dunng constructi the respon ibillity of the erector Additional permanent brac ng of the ov rail structure is the spun ibility of the building designer For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Qualify Criteria, DSB -89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofno Dr've, Madison, WI 53719 Weight: 260 lb BRACING TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 1 Row at midpt 17-49 19 -48 MiTek recommends that'Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. REACTIONS (lb /size) 2= 242/42 -6 -0, 34= 123/42 -6 -0, 49= 116/42 -6 -0, 50= 120/42 -6 -0, 51= 120/42 -6 -0, 52= 120/42 -6 -0, 53= 119/42 -6 -0, 54= 120/42 -6 -0, 55= 121/42 -6 -0, 56= 120/42 -6 -0 57= 120/42 -6 -0, 58= 120/42 -6 -0, 59= 118/42 -6 -0 60= 132/42 -6 -0, 61= 61/42 -6-0, 62= 256/42 -6 -0, 48= 116/42 -6 -0, 47= 120/42 -6 -0, 46= 120/42 -6 -0, 45= 120/42 -6 -0, 44= 119/42 -6 -0, 43= 120/42 -6 -0, 42= 121/42 -6 -0, 41= 120/42 -6 -0, 40= 120/42 -6 -0, 39= 121/42 -6 -0, 38= 116/42 -6 -0, 37= 138/42 -6 -0, 36= 35/42 -6 -0, 35= 303/42 -6 -0 Max Horz2= 176(LC 5) Max Uplift2= -61(LC 5), 50= -54(LC 5), 51= -52(LC 5), 52= -48(LC 5), 53= -49(LC 5), 54= -49(LC 5), 55= -47(LC 5), 56= -49(LC 5), 57= -48(LC 5), 58= -48(LC 5), 59= -49(LC 5), 60= -49(LC 5), 61= -42(LC 5), 62= -77(LC 5), 47= -55(LC 6), 46= -53(LC 6), 45= -48(LC 6), 44= -49(LC 6), 43=-49(LC 6), 42= -47(LC 6), 41= -49(LC 6), 40= -48(LC 6), 39= -49(LC 6), 38= -48(LC 6), 37= -55(LC 6), 36= -15(LC 6), 35= 124(LC 6) Max Grav2= 242(LC 1), 34= 123(LC 1), 49= 116(LC 1), 50= 123(LC 9), 51= 120(LC 9), 52= 120(LC 1), 53= 119(LC 1), 54= 120(LC 9) 55= 121(LC 1), 56= 120(LC 9), 57= 120(LC 1), 58= 120(LC 1), 59= 118(LC 1), 60= 132(LC 1), 61 =61(LC 9), 62= 256(LC 9), 48= 116(LC 1), 47= 123(LC 10), 46= 120(LC 10), 45= 120(LC 1), 44= 119(LC 1), 43= 120(LC 10) 42= 121(LC 1), 41= 120(LC 10), 40= 120(LC 1), 39= 121(LC 1), 38= 116(LC 1), 37= 138(LC 1), 36 =35(LC 10), 35= 303(LC 10) EXPIRES 08 0110 September 12,2008 MiTek 7777 Gr enback La Suite 109 Citrus Heiahts. CA. 95610 R29296098 34 Scale 74 9 la Job Truss Truss Type Qty Ply TRACY RESIDENCE GC084731 2 -GEA GABLE 1 1 .lob Reference (notional), Truss -Span Lumbermens, Auburn,WA 98001 7.060 s Aug 6 2008 MiTek Industries, Inc. Thu Sep 11 11:24:35 2008 Page 2 NOTES 2) Wind: ASCE 7 -05, 100mph; TCDL= 6.0psf; BCDL= 6.0psf; h =25ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33 3) Truss designed for wind loads in the plane of the truss only For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002. 4) All plates are 2x4 MI120 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1 -4 -0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 61 lb uplift at joint 2, 54 lb uplift at joint 50, 52 lb uplift at joint 51 48 lb uplift at joint 52, 49 lb uplift at joint 53, 49 lb uplift at joint 54, 47 lb uplift at joint 55, 49 lb uplift at joint 56, 48 lb uplift at joint 57 48 lb uplift at joint 58, 49 lb uplift at joint 59 49 lb uplift at joint 60, 42 lb uplift at joint 61 77 lb uplift at joint 62, 55 lb uplift at joint 47 53 lb uplift at joint 46, 48 lb uplift at joint 45, 49 lb uplift at joint 44 49 lb uplift at joint 43 47 lb uplift at joint 42, 49 lb uplift at joint 41 48 lb uplift at joint 40, 49 lb uplift at joint 39, 48 lb uplift at joint 38, 55 lb uplift at joint 37 15 lb uplift at joint 36 and 124 lb uplift at joint 35. 10) This truss is designed in accordance with the 2006 International Residential Code sections R502.11 1 and R802.10.2 and referenced standard ANSIITPI 1 LOAD CASE(S) Standard WARNING Verify design parameters and READ MOTES ON THIS AND INCLUDED IsI77KKREFERENCE PAGE MII -7473 BEPORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper ncorporation of component respon ibility of building designer not truss designer. Bracing shown is for lateral upport of individual web members only Additional temporary bracing to insure stability during construction is the responsibillify of the erector. Additional permanent brat ng of the overall structure is the responsibility of the building designer For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIfTPI1 Quality Criteria, DSB -89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719 MiTek POWRR m P619FOFN 7777 Gr nback La Suite 109 Citrus Heights, CA. 95610 R29296098 qi1 Job Truss Truss Type GC084731 2 SC Truss -Span Lumbermens, Auburn,WA 98001 1 1-4-0 4-5-8 4x6 M1120= d5A 2x4 MI120 II 18 5x10 M1120 LUMBER TOP CHORD 2 X 4 HF 1650F 1.5E BOT CHORD 2 X 4 HF 1650F 1.5E WEBS 2 X 4 HF Stud /Std REACTIONS (lb /size) 18= 2006/0 -5 -8, 14= 2006/0 -5 -8 Max Horz 18=- 162(LC 6) Max Upliftl8=- 725(LC 5), 14=- 725(LC 6) LOAD CASE(S) Standard 10 -0 -11 5-7 -3 SPECIAL 17 3x M1120 2.50 12 5-7-3 5x8 M1120= 7 3x4 M1120 c% 3x8 MI120 4x8 M II2�t>• i 6x10 1 M 6 1120 ^6_1tt.a 5-7-3 Qty Ply TRACY RESIDENCE 7 1 3x4 MII20' 4 -0-0 0-5-8 8-4-12 8-4-12 8-4-12 8-4-12 Plate Offsets (X,Y): 12:0 -1 13.0-0-31.14:0-2-9.0-1-151. 17:0-3-15.0-1-141.110:0-2-9.0-1-151, 112:0-1-13.0-0-31.114:0-4-12.0-2-81, 118:0 -4- 12.0 -2 -81 FORCES (lb) Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/34, 2 -3 499/648, 3-4 395/680, 4 -5 2493/515, 5 -6 2414/528, 6 -7 2411/504 7 -8 2411/520, 8 -9 2414/480 9 -10 2493/467 10 -11 397/680, 11- 12=- 500/648, 12 -13 =0/34 BOT CHORD 2- 18=- 530/526, 17 18 357/1948, 16- 17= 404/2443, 15- 16=- 291/2443, 14 -15 263/1948, 12 -14 530/527 WEBS 3 -18 392/268, 4 -18 3065/910, 4 -17= 0/456, 6 -17 281/122, 6 -16 366/234, 7 16=- 206/1401 8 -16 366/252, 8 -15 281/104 10 -15= 0/456, 10 -14 3065/835, 11 14 392/267 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05, 100mph; TCDL= 6.0psf; BCDL= 6.0psf; h =25ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 725 lb uplift at joint 18 and 725 lb uplift at joint 14 6) This truss is designed in accordance with the 2006 International Residential Code sections R502.11 1 and R802.10.2 and referenced standard ANSI/TPI 1 mamma Verify design parameters and READ NOTES ON MRS AND INCLUDED MITRE REFER.ENCB PAGE 0ffl 7473 BEFORE USE, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper ncorporation of component responsibility of building designer not tr designer Bracing shown for lateral support of individual web members only Additional temporary bracing to stability du ng construction the responsibillity of the erector. Additional permanent bracing of the overall structure is the respon ibility of the building designer Fo general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB•89 and BCSI1 Building Component Safety Information available from 'Miss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719 R29296099 .lob Reference (notional) 7.060 s Aug 6 2008 MiTek Industries, Inc. Thu Sep 11 11:24.36 2008 Page 1 5-7-3 3x8 MI120 15 3x M1120= 4x8 M1120 10 1N1L44 dc.6.n 5 -7 -3 2x4 MI12011 14 5x1011120 as .R 40.an 0-5-8 4 -0 -0 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1 15 TC 0.49 Vert(LL) -0.21 16 >999 240 MI120 185/148 TCDL 10.0 Lumber Increase 1 15 BC 0.56 Vert(TL) -0.54 15 -16 >749 180 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(TL) 0.33 14 n/a n/a BCDL 10.0 Code IRC2006/TP12002 (Matrix) Weight: 168 lb BRACING TOP CHORD Structural wood sheathing directly applied or 4 -3 -4 oc purlins. BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. WEBS 2 Rows at 1/3 pts 4 -18, 10 -14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. 1111 MiTek 4 -5-8 1-4-0 7777 Greenback Lane, Suite 109 Citrus Heahts, CA. 95610 2 x6 MI120 Scale 75. 131 EXPIRES 08 0110 September 12,2008 Job Truss Truss Type GC084731 2 SCA SPECIAL Truss -Span Lumbermens, Auburn,WA 98001 4_5a 1 -4-0 4-5-8 2 20= LOAD CASE(S) Standard 2x4 M1120 I I 19 d_nr drSA 4-0-0 0-5-8 5x10 M1120= LUMBER TOP CHORD 2 X 4 HF 1650F 1.5E BOT CHORD 2 X 4 HF 1650F 1.5E WEBS 2 X 4 HF Stud /Std 5-7 -3 8-4-12 5-7 -3 3x8 M1120 i 18 3,4 M1120= 2.50 72 5.00 12 3x4 M1120 BCDL 10.0 Code IRC2006/TPI2002 (Matrix) REACTIONS (lb /size) 19= 1351/0 -5 -8, 15= 2043/0 -5 -8, 12= 513 /Mechanical Max Horz 19= 176(LC 5) Max Uplift19=- 603(LC 5), 15= -420(LC 6), 12=- 201(LC 6) Max Grav19= 1374(LC 9), 15= 2043(LC 1), 12= 577(LC 10) 8 -4-12 5 -7-3 5x6 M1120= 7 3 17 6x10 M1120 Qty Ply TRACY RESIDENCE 2 1 5 -7 -3 5-0-0 Plate Offsets (X,Y): 12:0 -1- 11.0 -0 -01, f4:0- 2- 8.0 -2 -01. 17:0-4-0.0-1-141.112:0-0-15.0-0-31. 116:0 -6- 15.0 -3 -11 46 M1120 8 9 4x8 M1120 3x4 M1120� 10 5x1: 1 11120 15 3x6 M1120 I I 3 -4-12 3 "_5_S 5 -7-3 348 M1120' 14 3x8 M1120 FORCES (lb) Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/34, 2-3=-502/663, 3-4 398/698, 4-5=-923/217 5 -6 789/231 6 -7 262/103, 7 -8 193/123, 8 -9 115/954 9- 10=- 130/806, 10 -11 444/243, 11- 12=- 1129/412 BOT CHORD 2 -19 545/528, 18 -19 150/772, 17 18=- 98/737 16- 17=- 830/359, 14- 15 -4/1 13 -14 328/993, 12-13=-328/993 WEBS 3 -19 382/266, 4 -19 1645/640, 4 -18= 0/143, 6 -18= 0/309, 6 -17 616/300, 7 17=- 256/100, 8 -17 166/1133, 11- 13= 0/210, 15 -16 1995/449, 8- 16=- 1426/306, 10- 14= 0/359, 14 -16 65/369, 10 -16 1041/416, 11 -14= 689/285 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 100mph; TCDL= 6.Opsf; BCDL= 6.0psf; h =25ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 603 lb uplift at joint 19, 420 lb uplift at joint 15 and 201 lb uplift at joint 12. 7) This truss is designed in accordance with the 2006 International Residential Code sections R502.11 1 and R802.10.2 and referenced standard ANSI/TPI 1 WARNINCh Fer vf}design parameters and READ EO1 S ON THIS AND INCLUDED WIEN REFERENCE PACENil- 7470BEFORE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of de ign paramenters and proper ncorporation of component respon ibility of building designer not truss designer Bracing shown is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibillity of the rector Additional permanent bracing of the overall structure the spun ibility of the building de ign For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB -89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofno Drive, Madison WI 53719 Inh Reference (ontinnall 7.060 s Aug 6 2008 MiTek Industries, Inc. Thu Sep 11 11:24.36 2008 Page 1 8 5-7 -3 3x M1120 3 Weight: 181 lb MiTek 4 -5-8 13 x6 M1120= 2x M1120 II 4 -5 -8 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plates Increase 1 15 TC 0.49 Vert(LL) -0.09 17 18 >999 240 MI120 185/148 TCDL 10.0 Lumber Increase 1 15 BC 0.44 Vert(TL) -0.25 17 18 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(TL) 0.04 12 n/a n/a BRACING TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. WEBS 1 Row at midpt 4 -19, 8 -15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation Guide. EXPIRES 08-01 -10 September 12,2008 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 R29296100 Scale .74.9 I. Job Truss Truss Type GC084731 2 SCB Truss -Span Lumbermens, Auburn,WA 98001 :-1-4-0 d SA 1 -4-0 4 -5-8 44 M1120 LOAD CASE(S) Standard 5x8 MII20 a 2121 19 8210 M1120= 3x8 M1120 7.611 4_411 2 -6-0 1 -11 -8 111 5 -7-3 8 -4-12 4 SPECIAL 5 -7 -3 2 Y 18 3x4 MI120 2.50 12 3x4 MI120 BCDL 10.0 Code IRC2006/TP12002 (Matrix) REACTIONS (lb /size) 15= 2186/0 -5 -8, 12= 489 /Mechanical, 21= 1233/0 -5 -8 Max Horz21= 178(LC 5) Max Upliftl5=- 444(LC 6), 12=- 198(LC 6), 21 507(LC 5) Max Grav15= 2186(LC 1), 12= 566(LC 10), 21= 1254(LC 9) 3x8 M1120 i 5 3z8 MII20 9 3x6 MI120 i -,1�� t..- 3x4 MI120 10 8 4 12 5 -7 -3 Plate Offsets (X,Y): (7:0-4-0.0-1-141.112:0-1-7.0-0-11.116:0-6-13.0-2-141, (19:0 -4- 14.0 -2 -121 5x8 MI120= 7 17 8x10 M1120= 7fi_1(1_1 5 -7-3 Qty Ply TRACY RESIDENCE 3 1 4,6 MI120' 5x1: 11120' 15 3x6 MI120 11 7111 9,0.7.18 5 -0-0 3 -0 -12 Ioh Reference lnntinnall 7.060 s Aug 6 2008 MiTek Industries, Inc. Thu Sep 11 11.24:37 2008 Page 1 17_5 5 5-7 -3 14 3x8 M1120= 1A_fl4 8-4-12 FORCES (lb) Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/39, 2 -3 326/380, 3-4 689/165, 4-5=-1271/361 5-6 1136/384 6 -7 293/122, 7 -8 224/142, 8 -9 146/1054 9 -10 161/906, 10 -11 415/235, 11-12=-1102/403 BOT CHORD 2 -21 295/378, 20- 21=- 295/238, 19-20=-73/523, 18 -19 364/1279, 17 18 188/936, 16 -17 925/372, 14- 15 -4/1 13 -14 320/968, 12 -13 320/968 WEBS 3 -19 32/472, 4-19 839/341 4 -18 188/189, 6 -18 63/463, 6 -17 803/380, 7 17=- 234/95, 8 -17=- 224/1282, 11- 13= 0/210, 15 -16 2138/472, 8- 16=- 1564/359, 10 -14 =0/377 14 -16 128/340, 10 -16 1076/421 11 -14 692/286, 3- 20=- 1444/478 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 100mph; TCDL= 6.0psf; BCDL= 6.0psf; h =25ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 444 lb uplift at joint 15, 198 lb uplift at joint 12 and 507 lb uplift at joint 21 7) This truss is designed in accordance with the 2006 International Residential Code sections R502.11 1 and R802.10.2 and referenced standard ANSI/TPI 1 WARNING Vetter design parameters and READ MITES ON THIS AND INCLUDED Ms .r..4% REFERENCE PAGE IRT-7473 BEFORE USE. Design valid for vse only wilts MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper corporation of component is responsibility of building designer not it designer. Brac ng shown for lateral support of ndi dual web members only Additional temporary bracing to ins re stability during construction the respon ibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPl1 Quality Criteria, DSB -89 and BCSI1 Building Component Safety Information available from Trus Plate Institute, 583 D'Onofno Drive, Madison, WI 53719 28 -0_8 5 -7-3 x4 MI120 13 2x4 MI120 I I Weight: 187 lb 47.841 4 d7 .611 4-5-8 LOADING (ps() SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1 15 TC 0.50 Vert(LL) -0.09 17 18 >999 240 MI120 185/148 TCDL 10.0 Lumber Increase 1 15 BC 0.47 Vert(TL) -0.26 17 18 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(TL) 0.05 12 n/a n/a t o 4x M1120= LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins. BOT CHORD 2 X 4 HF 1650F 1.5E *Except* BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. 2 -19: 2 X 6 DF 2400F 2.0E WEBS 1 Row at midpt 8 -15 WEBS 2 X 4 HF Stud /Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. EXPIRES. 08 -01 -10 September 12,2008 Q MiTek 7777 Greenback Lane Suite 109 Citrus Heights, CA. 95610 R29296101 Scale 78 Job Truss Truss Type GC084731 2 -SCC SPECIAL Truss -Span Lumbermens, Auburn,WA 98001 1-4 -0 4-5-8 LOAD CASE(S) Standard 20 19 5,10 M1120= 3,6 M1120 LUMBER TOP CHORD 2 X 4 HF 1650F 1.5E BOT CHORD 2 X 4 HF 1650F 1.5E WEBS 2 X 4 HF Stud /Std 10-0 -1 5 -7 -3 5-7-3 5.00 12 31_3)1 5 3 a,, I d 11.1 na o1a_n 3 -0-8 1.5-0 8 -4-12 8-4-12 Plate Offsets (X.Y): 12:0 -1- 10,0 -0 -11. 17:0- 4 -0,0 -1 -141, 112:0 -1- 10.0 -0 -21. f16:0 -6- 11.0 -2 -141 5,8 MI120= 7 'n Ina 5 -7 -3 Qty Ply TRACY RESIDENCE 1 1 19_5,6 5-73 5x1:'11120 15 3x6 M1120 I I o6_in oa_z» .Inh Referent, /notional) 7.060 s Aug 6 2008 MiTek Industries, Inc. Thu Sep 11 11:24:38 2008 Page 1 5 -0-0 3-4 -12 8 -4-12 REACTIONS (lb /size) 15= 2147/0 -5 -8, 12= 497 /Mechanical, 20= 1264/0 -5 -8 Max Horz20= 176(LC 5) Max Upliftl5=- 436(LC 6), 12=- 200(LC 6), 20=-531(LC 5) Max Grav15= 2147(LC 1), 12= 569(LC 10), 20= 1285(LC 9) FORCES (lb) Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/34, 2 -3 434/656, 3-4 375/117 4 -5 1192/339; 5 -6 1057/352, 6-7 292/121 7 -8 223/141 8 -9 134/1019, 9 -10 149/871 10 -11 424/239, 11 -12 1111/407 BOT CHORD 2 -20 540/469, 19- 20= 0/243, 18 -19 316/1156, 17 18 170/894 16 -17 892/366, 14- 15 =-4/1 13 -14 324/976, 12 -13 324/976 WEBS 3 -19 51/528, 4 -19 1052/413, 4 -18=- 122/166, 6-18=-39/426, 6 -17 758/362, 7 17 234/94 8 -17 209/1241 11- 13= 0/210, 15-16=-2099/465, 8- 16=- 1526/345, 10 -14 =0/371 14 -16 106/349, 10 -16 1064/418, 11 -14 691/286, 3- 20=- 1469/494 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05, 100mph; TCDL= 6.0psf; BCDL= 6.0psf; h =25ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 436 lb uplift at joint 15, 200 lb uplift at joint 12 and 531 lb uplift at joint 20. 7) This truss is designed in accordance with the 2006 International Residential Code sections R502.11 1 and R802.10.2 and referenced standard ANSI/TPI 1 5 -7 -3 13 2,4 M1120 II Weight: 183 lb 4 2§3 1 4 -5-8 .ems 4 -5-8 4x6 M1120= LOADING (pso SPACING 2 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1 15 TC 0.50 Vert(LL) -0.09 17 18 >999 240 MI120 185/148 TCDL 10.0 Lumber Increase 1 15 BC 0.47 Vert(TL) 0.26 17 18 >999 180 BOLL 0.0 Rep Stress Incr YES WB 0,90 Horz(TL) 0.05 12 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix) 1< BRACING TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. WEBS 1 Row at midpt 4 -19, 8 -15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. 829296102 Scale .78 C EXPIRES 08 -01 -10 September 12,2008 m 1.111066166696,9896:61116166 3,13193., 1111119,6166018111,926999860MMM363,39325182603,Mmar—• WARNING Verify design parameters meters send READ NOTES ON THIS AND INCLUDED NITRIC REFERENCE PAGE NR-7473 BEFORE VSB. Design valid for use only with MTek connectors. This design is based only upon parameters shown and is for an indi dual building component. Applicability of design paramenters and proper incorporation of component respon ibility of building de igner not truss designer Bracing shown for lateral upport of'ndi dual web members only Additi nal temporary bracing to insure stability du ng construction is the responsibillity of the ector Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB•89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison WI 53719 MN Mil'ek POw671 rn PERM, 7777 Greenback Lane, Suite 109 Citrus Heights. CA. 95610 Job Truss Truss Type GC084731 2 TR DBL. FINK Truss -Span Lumbermens, Auburn,WA 98001 14 -5 2 5x6 M1120 ]R -3 7.6-3 19 3x8 MI120 4 -0-0 7-8 -12 Plate Offsets fX.Y): 12:0- 3- 5.0 -0 -01. 16:0- 5 -0.0 -1 -101. 110:0- 3- 5.0 -0 -01, f12:Edae.0 -0 -71. f19:Edae.0 -3 -11 LUMBER TOP CHORD 2 X 4 HF 1650F 1.5E BOT CHORD 2 X 4 HF 1650F 1.5E WEBS 2 X 4 HF Stud /Std REACTIONS (lb /size) 19= 2150/0 -5 -8, 12= 2150/0 -5 -8 Max Horz 19=- 162(LC 6) Max Upliftl9=- 710(LC 5), 12 710(LC 6) LOAD CASE(S) Standard 1A-A-1 6-10 -6 5.00 12 x4 611120 4xq 611120 3x 611120 3x8 MI120� 7 8 5x8 M1120 56 MI120 3 8 1 16 2017 21 4x4191120 =306 MI120 01.1 6 -10-6 16 22 4x6 MI120 Sol 0 M1120 7.6-0 4 -0-8 23 15 4x6 M1120= Qty Ply TRACY RESIDENCE 6-10-6 10.11 11 6-10-6 24 14 25 13 3,9 MI120 =4x4 MI120 7-6-0 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1 15 TC 0.63 Vert(LL) -0.20 16 -18 >999 240 MI120 185/148 TCDL 10.0 Lumber Increase 1 15 BC 0.54 Vert(TL) 0.38 16 -18 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(TL) 0.10 12 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix) FORCES (lb) Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/34, 2 -3 591/892, 3-4=-2117/392, 4 -5 1947/421 5 -6 1942/484 6 -7 1942/484, 7 -8 1947/421 8 -9 2117/392, 9 -10 591/892, 10 -11 =0/34 BOT CHORD 2- 19=- 727/643, 18 -19 248/1368, 18 -20 314/1925, 17 -20 314/1925, 17 21 314/1925, 16 -21 314/1925, 16 -22 145/1602, 22- 23=- 145/1602, 15- 23=- 145/1602, 15 -24 221/1925, 14 -24 221/1925, 14 -25 221/1925, 13 -25 221/1925, 12 -13 190/1368, 10 -12 727/643 WEBS 3 -18 16/609, 5-18=-152/131 5 -16 419/228, 6 -16 119/539 6-15=-119/539, 7 15=- 419/228, 7 13=- 152/131 9 -13 16/609, 3 -19 2864/1000, 9 -12 2864/1000 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 100mph; TCDL= 6.0psf; BCDL= 6.0psf; h =25ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0-0 wide will fit between the bottom chord and any other members, with BCDL 10.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 710 lb uplift at joint 19 and 710 lb uplift at joint 12. 6) This truss is designed in accordance with the 2006 International Residential Code sections R502.11 1 and R802.10.2 and referenced standard ANSI/TPI 1 WARNIN.r Verify design p w. .....;er and READ NOTED ON MRS AND INCLUDED MITER REFERENCE MOB 11f1-7473 BEFORE USE. Design valid for se only with MiTek connectors. Thi de ign based only upon parameters shown, and is for an ndi (dual building component. Applicability of design paramenter and prope incorporation of component is respon ibility of building designer not truss designer Bracing shown fo lateral upport of ndivldual web members only Additional temporary bracing to insure stability during construction is the respon ibillity of the erector Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding fabrication, quality control storage, delivery erection and bracing, consult ANSI/7P11 Quality Criteria, DSB -89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofno Dr've, Madison, WI 53719 15 1 .Inh Reference lnntinnelt 7.060 s Aug 6 2008 MiTek Industries, Inc. Thu Sep 11 11.24:39 2008 Page 1 7 -8 -12 7-6-3 12 3x8 611120 Weight: 182 lb 4-0-0 93_1n11 14-0 10 5x6 616120 I= BRACING TOP CHORD Structural wood sheathing directly applied or 4 -5 -4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing, Except: 6 -0 -0 oc bracing: 2 -19 10 -12. WEBS 1 Row at midpt 3 -19, 9 -12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. R29296103 els 180 EXPIRES 08 01 10 September 12,2008 ME MiTek 7777 Gr enback Lane, Suite 109 Citrus Helahis. CA. 95610 Job GC084731 Truss -Span Lumbermens, Aubum,WA 98001 :I1 Plate Offsets (X.Y) LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 A11, LOAD CASE(S) Standard Truss 2 -TRA 7-6.3 18 3x8 MII20 4 -0-0 7-8 -12 LUMBER TOP CHORD 2 X 4 HF 1650F 1.5E BOT CHORD 2 X 4 HF 1650F 1.5E WEBS 2 X 4 HF Stud /Std SPACING 2 -0-0 Plates Increase 1 15 Lumber Increase 1 15 Rep Stress Incr YES Code IRC2006/TP12002 Truss Type DBL. FINK 6 -10-6 0.00 17 1916 20 4x4 M1120= 3x8 MI120= 7-6-0 CSI TC 0.63 BC 0.48 WB 0.79 (Matrix) 6 -10-6 15 21 4,03 MI120= 5x10 MI120 420 4x4 M520 3x8 M1120% M1120 3x8 MI120� 7 8 8x8 MII Sx M820 9 2 5x6 M1120 4 -0-8 f2:0- 2- 4.Edael. f6:0 -4- 14.0 -1 -151. 110:0- 2- 4.Edae1. f11:0- 3- 7.0 -1 -81. f18:0- 3- 7.0 -1 -81 REACTIONS (lb /size) 14= 2472/0 -5 -8, 18= 1141/0 -5 -8, 10= 585 /Mechanical Max Horz 18= 176(LC 5) Max Uplift14=- 523(LC 6), 18=- 531(LC 5), 10=- 182(LC 6) Max Grav14= 2472(LC 1), 18 =1256(LC 9), 10= 618(LC 10) FORCES (lb) Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/34, 2-3=-593/899, 3-4 610/91 4 -5 440/120, 5 -6 112/340, 6 -7 42/851 7 -8 181/160, 8 -9 350/131 9 -10 1133/278 BOT CHORD 2- 18=- 732/644 17 18=- 72/410, 17 19 97/398, 16 -19 97/398, 16 -20 97/398, 15 -20 97/398, 15 -21 377/350, 21 -22 377/350,14 -22 377/350,14 -23 150/152,13 -23 150/152,13 -24= 150/152,12 -24 150/152,11 -12 197/769 10 -11 164/955 WEBS 3 -17 16/129 5 -17= 0/303, 5 -15 628/279, 6 -15 157/694 6 -14 1572/340, 7 14 956/411 7 12 120/663, 9 -12 663/369, 3- 18=- 1565/740, 9 -11 =0/399 NOTES 1) Unbalanced "roof live loads have been considered for this design. 2) Wind: ASCE 7 -05, 100mph; TCDL= 6.0psf; BCDL= 6.0psf; h =25ft; Cat. II; Exp C' enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members, with BCDL 10.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 523 lb uplift at joint 14 531 lb uplift at joint 18 and 182 lb uplift at joint 10. 7) This truss is designed in accordance with the 2006 International Residential Code sections R502.11 1 and R802.10.2 and referenced standard ANSI /TPI 1 22 14 4x6 M1120 DEFL Vert(LL) Vert(TL) Horz(TL) Qty 4 6 -10-6 1M10, 7 -6-0 in (loc) -0.12 15-17 -0.22 15 -17 0.02 10 Ply TRACY RESIDENCE 1 Mb Reference (ontionall 7.060 s Aug 6 2008 MiTek Industries, Inc. Thu Sep 11 11:24:40 2008 Page 1 I /deft >999 >999 n/a 1A -11 -11 6 -10-6 23 1324 12 3x8 M1120 4x4 M1120= L/d 240 180 n/a WARNING Verify design parameters and REAL? NOTES ON THIS AND INCLUDED /4771 sKREFERENCE PAGE MIL -7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper Incorporation of component responsibility of building designer not truss designer Bracing shown 11 -8 -12 7.6-3 11 3x8 MI120 �T PLATES GRIP MI120 185/148 Weight: 180 lb is for lateral upport of ndividual web members only Additional temporary bracing to re stability during construction is the respon ibillity of the MiTek erector Additional permanent bracing of the overall structure the responsibility of the building designer. Fo general guidance regarding fabrication, quality control, storage; delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB -89 and BCSI1 Building Component Safety Information available from Tr Plate Institute, 583 D'Onofno Drive, Madison, WI 53719 0 Ia 54 MI120= BRACING TOP CHORD Structural wood sheathing directly applied or 5 -11 -8 oc purlins. BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. WEBS 1 Row at midpt 6 -14, 7 14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. R29296104 Scale 179.5 EXPIRES 08 0110 September 12,2008 7777 Greenback Lane Suite 109 Citrus Heights. CA. 95610 Job GC084731 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 LOAD CASE(S) Standard Truss 2 -TRAS Truss -Span Lumbermens, Auburn,WA 98001 d LUMBER TOP CHORD 2 X 4 HF 1650F 1.5E BOT CHORD 2 X 4 HF 1650F 1.5E WEBS 2 X 4 HF Stud /Std OTHERS 2 X 4 HF Stud /Std 1-4-0 Truss Type GABLE 7�a 7 -6-3 6 -10-6 Qty 1 5.00 I 12 6.10-6 Ply TRACY RESIDENCE 1 3x4 M1120 II 5x10 M1120= 5-0-0 536 M1120 4 -0-0 15 3,8 MII20 SPACING 2 -0 -0 Plates Increase 1 15 Lumber Increase 1 15 Rep Stress Incr YES Code IRC2006 /TPI2002 5x6 MI120 3 7-8 -12 Plate Offsets (X.Y): 12:0- 3- 3.0 -0 -01. 16:0- 0- 8.0 -1 -81. 16:0- 5 -0.0 -1 -101. f7:0 -2- 11.0 -2-41. f15:0- 3- 3.0 -1 -81 CSI TC 0.63 BC 0.36 WB 0.80 (Matrix) 4x4 541120 3x8 MI120% 5 14 51 13 52 414 M1120= 318 M1120= 7-6-0 REACTIONS (lb /size) 11= 1342/2 -11 -0, 15= 1410/0 -5 -8, 8 56/2 -11 -0, 10 77/2 -11 -0, 9= 10/2 -11 -0 Max Horz 15= 386(LC 4) Max Upliftl 1=- 349(LC 5), 15=- 553(LC 5), 8=- 169(LC 9), 10= -82(LC 9), 9=- 167(LC 3) Max Grav11= 1342(LC 1), 15= 1410(LC 1), 8= 174(LC 5), 10 =58(LC 5), 9= 178(LC 4) A DEFL in (loc) Vert(LL) 0.1212 -14 Vert(TL) 0.2212 -14 Horz(TL) 0.02 8 BRACING TOP CHORD BOT CHORD WEBS .lob Reference (nntionall 7.060 s Aug 6 2008 MiTek Industries, Inc. Thu Sep 11 11:24'41 2008 Page 1 4,6 M1120 4x6541120= 1 /deft >999 >999 n/a 1224 4 -0-8 Ud 240 180 n/a FORCES (lb) Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/34, 2 -3= 593/896, 3-4 868/129 4 -5 698/158, 5 -6 430/170, 6 -7 58/154 7 -8= 25/160 BOT CHORD 2 -15 730/645, 14- 15=- 342/576, 14- 51=- 240/660, 13 -51 240/660, 13 -52 240/660, 12 -52 240/660, 12 -53= 123/160, 53 -54 123/160, 11 -54 123/160, 10- 11=- 82/98, 9 -10 82/98, 8- 9= -82/98 WEBS 3 -14= 0/185, 5 -14= 0/230, 5 -12 571/278, 6 -12 146/684, 6 -11 1026/255, 3 -15 1788/773, 7 11 199/110 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05, 100mph; TCDL= 6.0psf; BCDL= 6.Opsf; h =25ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1 33 3) Truss designed for wind loads in the plane of the truss only For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002. 4) All plates are 2x4 MI120 unless otherwise indicated. 5) Gable studs spaced at 1 -4 -0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members, with BCDL 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 349 lb uplift at joint 11 553 lb uplift at joint 15 169 lb uplift at joint 8, 82 lb uplift at joint 10 and 167 lb uplift at joint 9. 9) This truss is designed in accordance with the 2006 International Residential Code sections R502.11 1 and R802.10.2 and referenced standard ANSI/TPI 1 WARNING Veri ;erst and READ NOTES ON THIS AND INCLUDED MITER' REFERENCE PAGE MIT-747E BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component responsibility of building designer not truss designer. Bracing shown for lateral support of individual web members only Additional temporary bracing to nsure stability during construction the respon ibillity of the erector Additional permanent bracing of the overall structure the responsibility of the building designer For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB -89 and BCSI1 Building Component Safety Informatio available from Truss Plate Institute, 583 D'Onofno Drive, Madison WI 53719 5x6 M1120 6- -uC x1 I X X X X I 12 53 54 11 10 9 8 34 M1120 II 2 -11 -12 PLATES GRIP MI120 185/148 Weight: 221 lb R29296105 Scale 72.6 Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except end verticals. Rigid ceiling directly applied or 6 -0 -0 oc bracing. 1 Row at midpt 6 -11 7 -8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. I EXPIRES 08 01 -10 September 12,2008 MiTek POWER PCR■xIRM' 7777 Gre nback Lane, Suite 109 Citrus Heiahts. CA. 95610 Job Truss Truss Type GC084731 2 TRS GABLE Truss -Span Lumbermens, Aubum,WA 98001 111 1-4-0 7-6-3 556 MI120 tut, 4-0-0 7-A-1 LUMBER TOP CHORD 2 X 4 HF 1650F 1.5E BOT CHORD 2 X 4 HF 1650F 1.5E WEBS 2 X 4 HF Stud /Std OTHERS 2 X 4 HF Stud /Std LOAD CASE(S) Standard 19 358 MI120 Safi M1120 3 7 -8 -12 REACTIONS (lb /size) 19= 2150/0 -5 -8, 12= 2150/0 -5 -8 Max Horz 19=- 162(LC 6) Max Upliftl9=- 710(LC 5), 12=- 710(LC 6) 14-4_1(1 6-10-6 18 4x4 MI120 454 MI120 348 MI120 4 7717 78 3x8 MI120 5.00 12 7-6-0 21_3, 6-10 -6 334 All M 16 79 354 MI120 I I 5510 MI120 8 80 15 4x6 M1120= 456 M1120= oz3-4 4 -0-8 Qty Ply TRACY RESIDENCE 1 1 28_1.e 6-10-6 h h 81 1442 13 454 MI120 358 M1120 .5-nj 7-6-0 Plate Offsets (X.Y): (2:0- 3- 3.0 -0 -11. (6:0- 0- 8,0 -1 -81. f6:0-5-0.0-1-91.f10:0-3-3 0-0-11. f12:Edae.0 -0 -71. f19:Edae.0 -3 -11 454 MI120 1,8 M1120 4. 7 8 ia_1 t _13 6-10-6 5x6 M1120 LOADING (pat) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1 15 TC 0.63 Vert(LL) 0.20 16 -18 >999 240 M1120 185/148 TCDL 10.0 Lumber Increase 1 15 BC 0.54 Vert(TL) -0.38 16 -18 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(TL) 0.10 12 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight: 308 lb BRACING TOP CHORD Structural wood sheathing directly applied or 4 -5 -4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing, Except: 6 -0 -0 oc bracing: 2 -19 10 -12. WEBS 1 Row at midpt 3 -19 9 -12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. FORCES (lb) Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/34, 2 -3 591/892, 3-4 2116/392, 4 -5 1946/421 5 -6 1942/484, 6 -7 1942/484 7 -8 1946/421 8 -9 2116/392, 9- 10=- 590/892, 10-11 =0/34 BOT CHORD 2 -19 726/643, 18 -19 248/1367 18 -77 314/1924 17 -77 314/1924, 17 78 314/1924, 16 -78 314/1924 16 -79 145/1602, 79-80=-145/1602, 15-80=-145/1602, 15-81=-221/1924 14 -81 221/1924 14 -82 221/1924,13 -82 221/1924, 12 -13 190/1367 10 -12 726/643 WEBS 3 -18 16/609, 5 -18 153/131 5 -16 418/228, 6 -16 119/539, 6 -15 119/539, 7 15=- 418/228, 7 13=-153/131 9 -13 16/609, 3- 19=- 2864/999, 9 -12 2864/999 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05, 100mph; TCDL= 6.0psf; BCDL= 6.0psf; h =25ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33 3) Truss designed for wind loads in the plane of the truss only For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002. 4) All plates are 2x4 MI120 unless otherwise indicated. 5) Gable studs spaced at 1 -4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members, with BCDL 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 710 lb uplift at joint 19 and 710 lb uplift at joint 12. 9) This truss is designed in accordance with the 2006 International Residential Code sections R502.11 1 and R802.10.2 and referenced standard ANSI/TPI 1 WARNING Verify design a w. ;era and READ NOTES ON THIS AND INCLUDED ATTBK REFERENCE PAGE NII1 -74 BEFORE USG. Design valid for only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design paramenters and proper incorporation of component sponsibility of building designer not truss designer Bracing shown is for lateral support of indi 'dual web members only Additional temporary bracing to insure stability during construction is the respon ibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/1PI1 Quality Criteria, 055-59 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719 Inh Reference rnntinnatl 7.060 s Aug 6 2008 MiTek Industries, Inc. Thu Sep 11 11:24 2008 Page 1 ■26,11 76 -3 12 3x8 MII20 1oF11 a2An 76 -12 4 -0-0 Mil MiTek 4 L1 n1A 1 -4-0 10 1 55 MI120 I EXPIRES 08 01 -10 September 12,2008 7777 Greenback Lane Suite 109 Citrus Heights. CA. 95610 R29296106 Scala 849 PLATE LOCATION AND ORIENTATION 0' rt S Center plate on joint unless x, y offsets are indicated. Dimensions are in ft -in- sixteenths Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0 -'a6 from outside edge of truss. This symbol indicates the required direction of slots in connector plates. `Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE 4x4 LATERAL BRACING LOCATION BEARING The first dimension is the plate width measured perpendicular to slots Second dimension is the length parallel to slots. Indicated by symbol shown and /or by text in the bracing section of the output Use T I or Eliminator bracing if indicated. Indicates location where bearings (supports) occur Icons vary but reaction section indicates joint number where bearings occur Industry Standards: ANSI /TPII National Design Specification for Metal Plate Connected Wood Truss Construction. DSB -89' Design Standard for Bracing. BCSII Building Component Safety Information, Guide to Good Practice for Handling, Installing Bracing of Metal Plate Connected Wood Trusses 1 Numbering System 6 -4 -8 2 TOP CHORDS cl -2 WEBS 3 C2 -3 C7 -8 C6 -7 BOTTOM CHORDS 8 7 PRODUCT CODE APPROVALS ICC -ES Reports: ESR 1311 ESR 1352, ER 5243, 9604B, 95 -43, 96 -31 9667A NER -487 NER 561 95110, 84 -32, 96 -67 ER 3907 9432A dimensions shown in ft -in- sixteenths (Drawings not to scale) MiTek® 3 6 JOINTS ARE GENERALLY NUMBERED /LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS /LETTERS. 2006 MiTekOO All Rights Reserved POWER TO PERFORM. 3 C5 -6 MiTek Engineering Reference Sheet: MII -7473 0 O u O a 0 I- 5 General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1 Additional stability bracing for truss system, e.g. diagonal or X- bracing, is always required. See BCSI1 2. Truss bracing must be designed by an engineer For wide truss spacing, individual lateral braces themselves may require bracing, or alternative T I, or Eliminator bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4 Provide copies of this truss design to the building designer erection supervisor property owner and all other interested parties. 5. Cut members to bear tightly against each other 6. Place plates on each face of truss at each joint and embed fully Knots and wane at joint locations are regulated by ANSI /TPI 1 7 Design assumes trusses will be suitably protected from the environment in accord with ANSI /TPI 1 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9 Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber 10. Camber is a non structural consideration and is the responsibility of truss fabricator General practice is to camber for dead load deflection. 11 Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer 17 Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use 19 Review all portions of this design (front, back, words and pictures) before use Reviewing pictures alone is not sufficient 20 Design assumes manufacture in accordance with ANSI /TPI 1 Quality Criteria.