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HomeMy WebLinkAboutCO, ALL DOCS - 16-00238 - 880 Pine Brook Ln - SFRTHIS PERMIT MUST BE PROMINANTLY DISPLAYED AT THE BUILDING SITE THE BUILDING MAY NOT BE OCCUPIED OR USED WITHOUT FIRST OBTAINING A CERTIFICATE OF OCCUPANCY City of Rexburg - Community Development - 35 North 1st East - Rexburg, Id 83440 - Office (208) 372-2341 THIS BUILDING PERMIT MUST BE ON THE JOB SITE FOR ALL INSPECTIONS Building Permit Permit Number: 16-00238 For the construction of: 880 Pine Brook Ln - SFR Applicant: Job Address: 880 Pine Brook Ln General Contractor: Permit Type: Building - Single Family Residence This permit issued is subject to the regulations contained in the Building Code and Zoning Regulations of the City of Rexburg. It is specifically understood that this Permit does not allow an Variance to the regulations of the City of Rexburg or Zoning Codes unless specifically approved by the City Council and explained on the Building Permit Application as approved by the Building Inspector. Date Approved Issued By Building Inspector Notice! 1) A complete set of approved drawings along with the permit must be kept on the premises during construction. 2) The permit will become null and void in the event of any deviation from the accepted drawings. 3) No foundation stuctural, electrical, nor plumbing work shall be concealed without approval. 24 Hour Notice and permit required to make inspection appointments For Inspections Call Inspection Hotline at (208) 372-2344 SDH Construction SDH Construction 3/31/16 STRUCTURAL CALCULATIONS FOR BUILDING CODE:2012 IBC LOADING: Wind (Speed):90 mph Wind (Exposure):C Seismic Zone:0.600 0.200 Design Category:D Roof Dead Load: Roof Live Load :20 Snow Load 30 Floor Dead Load:12 Floor Live Load:40 Crookston Custom Designs 1712 East 2450 North North Logan, Utah 84341 Gallatin Spec Home Pine Brook Est-SDH L18 B4 D2 , 880 Pine Brook Rexburg, Idaho Ss= S1= psf psf psf + Drift psf psf Building Information # of Stories=1 Seismic Wind Pressures Projected Roof Pitch 8/12 Cs =0.08123 Walls 14.78 Min. Projected pressure Joist Depth 1ft Roof 6.35 10 Roof Over Hang 1ft Floor Height (ft) Width (ft) Depth (ft) Area (sf) 1 8 76 40 34 3040 12 22 12 0 85904 304 1040 136 1064 2 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 4 0 NA 0 0 0 0 0 Seismic (lb)Wind (lb) Floor Floor Roof Wall X Roof X Wall Y Roof Y 10psf X 10psf Y Max X Max Y 1 0 6978 4494 6603 2011 6755 13440 12000 13440 12000 2 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 0 4 NA 0 0 0 0 0 0 0 0 0 Floor 1 Floor 2 Floor 3 Floor 4 Floor Roof Floor Roof Floor Roof Roof Line / Total Direction 0 3040 0 0 0 0 0 1 Y 0 20 0 0 0 0 0 2 Y 0 32 0 0 0 0 0 3 Y 0 18 0 0 0 0 0 4 Y 0 6 0 0 0 0 0 A X 0 4 0 0 0 0 0 B X 0 17 0 0 0 0 0 C X 0 12 0 0 0 0 0 D X 0 10 0 0 0 0 0 - X 0 0 0 0 0 0 0 Total Y 0 76 0 0 0 0 0 Total X 0 43 0 0 0 0 0 Floor 1 Floor 2 Floor 3 Floor 4 Floor Roof Floor Roof Floor Roof Roof Floor Totals (lb) Line / Total Lb 0 6978 0 0 0 0 0 1 2 3 4 1 0 1836 0 0 0 0 0 1836 0 0 0 1836 2 0 2938 0 0 0 0 0 2938 0 0 0 2938 3 0 1653 0 0 0 0 0 1653 0 0 0 1653 4 0 551 0 0 0 0 0 551 0 0 0 551 A 0 649 0 0 0 0 0 649 0 0 0 649 B 0 2759 0 0 0 0 0 2759 0 0 0 2759 C 0 1947 0 0 0 0 0 1947 0 0 0 1947 D 0 1623 0 0 0 0 0 1623 0 0 0 1623 - 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 13956 0 0 0 0 0 Vertical Distribution w*h Distributed Force (lb) Floor 1 2 3 4 Floor Line \ Height 8 8 8 8 Sum w*h Line 1 2 3 4 1 14691 0 0 0 14691 1 1836 0 0 0 2 23505 0 0 0 23505 2 2938 0 0 0 3 13222 0 0 0 13222 3 1653 0 0 0 4 4407 0 0 0 4407 4 551 0 0 0 A 5193 0 0 0 5193 A 649 0 0 0 B 22070 0 0 0 22070 B 2759 0 0 0 C 15579 0 0 0 15579 C 1947 0 0 0 D 12982 0 0 0 12982 D 1623 0 0 0 - 0 0 0 0 0 - #DIV/0! #DIV/0! #DIV/0! #DIV/0! Floor Line / Total Direction Floor 1 Floor 2 Floor 3 Floor 4 Line 1 2 3 4 1 Y 20 0 0 0 1 3537 0 0 0 2 Y 32 0 0 0 2 5659 0 0 0 3 Y 18 0 0 0 3 3183 0 0 0 4 Y 6 0 0 0 4 1061 0 0 0 A X 4 0 0 0 A 1116 0 0 0 B X 17 0 0 0 B 4744 0 0 0 C X 12 0 0 0 C 3349 0 0 0 D X 10 0 0 0 D 2791 0 0 0 - X 0 0 0 0 - 0 0 0 0 Total Y 76 0 0 0 Total X 43 0 0 0 psf Depth Wind (ft) Floor DL (psf) Roof DL (psf) Wall DL (psf) Floor Weight Roof Weight Area Wall X Area Roof X Area Wall Y Area Roof Y Seismic Tributary (sf) Seismic Load (lb)Line Total (lb) Wind Tributary (ft) Shear Line A Total Length 7 Wall Type A 260 Level 1 8ft V_wind=1116lb V_EQ=649lb 0.7*V_EQ= 454.385lb Loading Capacity Design Ratio Dead Load Uplift (lb) Net Uplift (lb) Segment Length 2w/h v_Wind v_EQ v_Wind v_EQ Wind EQ P (lb) Wind EQ Wind EQ a 3.5 0.875 159 65 364 228 0.44 0.29 120 500 1276 519 850 93 b 3.5 0.875 159 65 364 228 0.44 0.29 120 500 1276 519 850 93 c 0 1 0 0 0 0 0.00 0.00 120 500 0 0 0 0 d 0 1 0 0 0 0 0.00 0.00 120 500 0 0 0 0 e 0 1 0 0 0 0 0.00 0.00 120 500 0 0 0 0 f 0 1 0 0 0 0 0.00 0.00 120 500 0 0 0 0 Shear Line B Total Length 6 Wall Type D 640 Level 1 8ft V_wind=4744lb V_EQ=2759lb 0.7*V_EQ= 1931.13lb Loading Capacity Design Ratio Dead Load Uplift (lb) Net Uplift (lb) Segment Length 2w/h v_Wind v_EQ v_Wind v_EQ Wind EQ P (lb) Wind EQ Wind EQ a 3 0.75 791 322 896 480 0.88 0.67 120 500 6326 2575 5918 2167 b 3 0.75 791 322 896 480 0.88 0.67 120 500 6326 2575 5918 2167 c 0 1 0 0 0 0 0.00 0.00 120 500 0 0 0 0 d 0 1 0 0 0 0 0.00 0.00 120 500 0 0 0 0 e 0 1 0 0 0 0 0.00 0.00 120 500 0 0 0 0 f 0 1 0 0 0 0 0.00 0.00 120 500 0 0 0 0 Shear Line C Total Length 12 Wall Type A 260 Level 1 8ft V_wind=3349lb V_EQ=1947lb 0.7*V_EQ= 1363.15lb Loading Capacity Design Ratio Dead Load Uplift (lb) Net Uplift (lb) Segment Length 2w/h v_Wind v_EQ v_Wind v_EQ Wind EQ P (lb) Wind EQ Wind EQ a 12 1 279 114 364 260 0.77 0.44 260 500 2233 909 997 0 b 0 1 0 0 0 0 0.00 0.00 260 500 0 0 0 0 c 0 1 0 0 0 0 0.00 0.00 260 500 0 0 0 0 d 0 1 0 0 0 0 0.00 0.00 260 500 0 0 0 0 e 0 1 0 0 0 0 0.00 0.00 260 500 0 0 0 0 f 0 1 0 0 0 0 0.00 0.00 260 500 0 0 0 0 Shear Line D Total Length 26.5 Wall Type A 260 Level 1 8ft V_wind=2791lb V_EQ=1623lb 0.7*V_EQ= 1135.96lb Loading Capacity Design Ratio Dead Load Uplift (lb) Net Uplift (lb) Segment Length 2w/h v_Wind v_EQ v_Wind v_EQ Wind EQ P (lb) Wind EQ Wind EQ a 11 1 105 43 364 260 0.29 0.16 260 500 842 343 0 0 b 5 1 105 43 364 260 0.29 0.16 260 500 842 343 152 0 c 4.5 1 105 43 364 260 0.29 0.16 260 500 842 343 191 0 d 6 1 105 43 364 260 0.29 0.16 260 500 842 343 74 0 e 0 1 0 0 0 0 0.00 0.00 260 500 0 0 0 0 f 0 1 0 0 0 0 0.00 0.00 260 500 0 0 0 0 Shear Line 1 Total Length 29.5 Wall Type A 260 Level 1 8ft V_wind=3537lb V_EQ=1836lb 0.7*V_EQ= 1285.43lb Loading Capacity Design Ratio Dead Load Uplift (lb) Net Uplift (lb) Segment Length 2w/h v_Wind v_EQ v_Wind v_EQ Wind EQ P (lb) Wind EQ Wind EQ a 17 1 120 44 364 260 0.33 0.17 170 500 959 349 0 0 b 4.5 1 120 44 364 260 0.33 0.17 170 500 959 349 430 0 c 8 1 120 44 364 260 0.33 0.17 170 500 959 349 251 0 d 0 1 0 0 0 0 0.00 0.00 170 500 0 0 0 0 e 0 1 0 0 0 0 0.00 0.00 170 500 0 0 0 0 f 0 1 0 0 0 0 0.00 0.00 170 500 0 0 0 0 Shear Line 2 Total Length 22 Wall Type A 260 Level 1 8ft V_wind=5659lb V_EQ=2938lb 0.7*V_EQ= 2056.69lb Loading Capacity Design Ratio Dead Load Uplift (lb) Net Uplift (lb) Segment Length 2w/h v_Wind v_EQ v_Wind v_EQ Wind EQ P (lb) Wind EQ Wind EQ a 22 1 257 93 364 260 0.71 0.36 200 500 2058 748 438 0 b 0 1 0 0 0 0 0.00 0.00 200 500 0 0 0 0 c 0 1 0 0 0 0 0.00 0.00 200 500 0 0 0 0 d 0 1 0 0 0 0 0.00 0.00 200 500 0 0 0 0 e 0 1 0 0 0 0 0.00 0.00 200 500 0 0 0 0 f 0 1 0 0 0 0 0.00 0.00 200 500 0 0 0 0 plf Wall Hight w (plf) plf Wall Hight w (plf) plf Wall Hight w (plf) plf Wall Hight w (plf) plf Wall Hight w (plf) plf Wall Hight w (plf) Shear Line 3 Total Length 14 Wall Type A 260 Level 1 8ft V_wind=3183lb V_EQ=1653lb 0.7*V_EQ= 1156.89lb Loading Capacity Design Ratio Dead Load Uplift (lb) Net Uplift (lb) Segment Length 2w/h v_Wind v_EQ v_Wind v_EQ Wind EQ P (lb) Wind EQ Wind EQ a 14 1 227 83 364 260 0.62 0.32 360 500 1819 661 7 0 b 0 1 0 0 0 0 0.00 0.00 360 500 0 0 0 0 c 0 1 0 0 0 0 0.00 0.00 360 500 0 0 0 0 d 0 1 0 0 0 0 0.00 0.00 360 500 0 0 0 0 e 0 1 0 0 0 0 0.00 0.00 360 500 0 0 0 0 f 0 1 0 0 0 0 0.00 0.00 360 500 0 0 0 0 Shear Line 4 Total Length 19.5 Wall Type A 260 Level 1 8ft V_wind=1061lb V_EQ=551lb 0.7*V_EQ= 385.629lb Loading Capacity Design Ratio Dead Load Uplift (lb) Net Uplift (lb) Segment Length 2w/h v_Wind v_EQ v_Wind v_EQ Wind EQ P (lb) Wind EQ Wind EQ a 12 1 54 20 364 260 0.15 0.08 360 500 435 158 0 0 b 7.5 1 54 20 364 260 0.15 0.08 360 500 435 158 0 0 c 0 1 0 0 0 0 0.00 0.00 360 500 0 0 0 0 d 0 1 0 0 0 0 0.00 0.00 360 500 0 0 0 0 e 0 1 0 0 0 0 0.00 0.00 360 500 0 0 0 0 f 0 1 0 0 0 0 0.00 0.00 360 500 0 0 0 0 plf Wall Hight w (plf) plf Wall Hight w (plf) 01: Level Member Name Results Current Solution Comments B1 Passed 2 Piece(s) 2 x 10 Douglas Fir-Larch No. 2 B1_b Passed 2 Piece(s) 2 x 10 Douglas Fir-Larch No. 2 B2 Passed 3 Piece(s) 2 x 10 Douglas Fir-Larch No. 2 B3 Passed 2 Piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL B5 Passed 3 Piece(s) 1 3/4" x 9 1/4" 2.0E Microllam® LVL B6 Passed 2 Piece(s) 2 x 8 Douglas Fir-Larch No. 2 B7 Passed 2 Piece(s) 1 3/4" x 7 1/4" 2.0E Microllam® LVL B3 Passed 2 Piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL 16016.4te JOB SUMMARY REPORT Forte v5.0, Design Engine: V6.4.0.40 3/16/2016 12:19:32 PM Page 1 of 9 16016.4te Forte Software Operator Brad Crookston Crookston Custom Designs (435) 757-2906 brad@crookstondesigns.com Job Notes 2 piece(s) 2 x 10 Douglas Fir-Larch No. 2 Bearing Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Snow Total Accessories 1 - Trimmer - DF 1.50" 1.50" 1.50" 641 1035 1811 3487 None 2 - Trimmer - DF 1.50" 1.50" 1.50" 641 1035 1811 3487 None All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 2452 @ 0 2813 (1.50") Passed (87%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 1688 @ 10 3/4" 3830 Passed (44%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 3525 @ 2' 10 1/2" 4059 Passed (87%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.049 @ 2' 10 1/2" 0.192 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.066 @ 2' 10 1/2" 0.287 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 5' 9" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. •Applicable calculations are based on NDS. Level, B1MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Roof Live Snow Loads Location Width (0.90)(non-snow: 1.25)(1.15)Comments 1 - Uniform (PSF)0 to 5' 9" 18' 12.0 20.0 35.0 Residential - Living Areas Forte v5.0, Design Engine: V6.4.0.40 3/16/2016 12:19:32 PM Page 2 of 9 16016.4te Forte Software Operator Brad Crookston Crookston Custom Designs (435) 757-2906 brad@crookstondesigns.com Job Notes 2 piece(s) 2 x 10 Douglas Fir-Larch No. 2 Bearing Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Snow Total Accessories 1 - Trimmer - DF 1.50" 1.50" 1.50" 584 938 1641 3163 None 2 - Trimmer - DF 1.50" 1.50" 1.50" 584 938 1641 3163 None All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 2225 @ 0 2813 (1.50") Passed (79%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 1587 @ 10 3/4" 3830 Passed (41%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 3477 @ 3' 1 1/2" 4059 Passed (86%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.057 @ 3' 1 1/2" 0.208 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.077 @ 3' 1 1/2" 0.313 Passed (L/971) -- 1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 6' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. •Applicable calculations are based on NDS. Level, B1_bMEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Roof Live Snow Loads Location Width (0.90)(non-snow: 1.25)(1.15)Comments 1 - Uniform (PSF)0 to 6' 3" 15' 12.0 20.0 35.0 Residential - Living Areas Forte v5.0, Design Engine: V6.4.0.40 3/16/2016 12:19:32 PM Page 3 of 9 16016.4te Forte Software Operator Brad Crookston Crookston Custom Designs (435) 757-2906 brad@crookstondesigns.com Job Notes 3 piece(s) 2 x 10 Douglas Fir-Larch No. 2 Bearing Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Snow Total Accessories 1 - Trimmer - DF 1.50" 1.50" 1.50" 765 1215 2126 4106 None 2 - Trimmer - DF 1.50" 1.50" 1.50" 765 1215 2126 4106 None All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 2891 @ 0 4219 (1.50") Passed (69%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 2124 @ 10 3/4" 5744 Passed (37%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 4878 @ 3' 4 1/2" 6088 Passed (80%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.062 @ 3' 4 1/2" 0.225 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.084 @ 3' 4 1/2" 0.338 Passed (L/961) -- 1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 6' 9" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. •Applicable calculations are based on NDS. Level, B2MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Roof Live Snow Loads Location Width (0.90)(non-snow: 1.25)(1.15)Comments 1 - Uniform (PSF)0 to 6' 9" 18' 12.0 20.0 35.0 Residential - Living Areas Forte v5.0, Design Engine: V6.4.0.40 3/16/2016 12:19:32 PM Page 4 of 9 16016.4te Forte Software Operator Brad Crookston Crookston Custom Designs (435) 757-2906 brad@crookstondesigns.com Job Notes 2 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL Bearing Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Snow Total Accessories 1 - Trimmer - DF 1.50" 1.50" 1.50" 558 750 1312 2620 None 2 - Trimmer - DF 1.50" 1.50" 1.50" 558 750 1312 2620 None All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 1870 @ 0 3938 (1.50") Passed (47%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 1648 @ 1' 1 3/8" 9081 Passed (18%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 8766 @ 9' 4 1/2" 20525 Passed (43%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.416 @ 9' 4 1/2" 0.625 Passed (L/541) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.592 @ 9' 4 1/2" 0.938 Passed (L/380) -- 1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 17' 7 15/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Level, B3MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Roof Live Snow Loads Location Width (0.90)(non-snow: 1.25)(1.15)Comments 1 - Uniform (PSF)0 to 18' 9" 4' 12.0 20.0 35.0 Residential - Living Areas Forte v5.0, Design Engine: V6.4.0.40 3/16/2016 12:19:32 PM Page 5 of 9 16016.4te Forte Software Operator Brad Crookston Crookston Custom Designs (435) 757-2906 brad@crookstondesigns.com Job Notes 3 piece(s) 1 3/4" x 9 1/4" 2.0E Microllam® LVL Bearing Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Snow Total Accessories 1 - Trimmer - DF 1.50" 1.50" 1.50" 1118 1755 3071 5944 None 2 - Trimmer - DF 1.50" 1.50" 1.50" 1118 1755 3071 5944 None All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 4190 @ 0 5906 (1.50") Passed (71%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 3420 @ 10 3/4" 10611 Passed (32%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 10212 @ 4' 10 1/2" 19327 Passed (53%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.203 @ 4' 10 1/2" 0.325 Passed (L/577) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.277 @ 4' 10 1/2" 0.488 Passed (L/423) -- 1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 9' 9" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Level, B5MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Roof Live Snow Loads Location Width (0.90)(non-snow: 1.25)(1.15)Comments 1 - Uniform (PSF)0 to 9' 9" 18' 12.0 20.0 35.0 Residential - Living Areas Forte v5.0, Design Engine: V6.4.0.40 3/16/2016 12:19:32 PM Page 6 of 9 16016.4te Forte Software Operator Brad Crookston Crookston Custom Designs (435) 757-2906 brad@crookstondesigns.com Job Notes 2 piece(s) 2 x 8 Douglas Fir-Larch No. 2 Bearing Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Trimmer - DF 1.50" 1.50" 1.50" 471 1530 2001 None 2 - Trimmer - DF 1.50" 1.50" 1.50" 471 1530 2001 None All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 2001 @ 0 2813 (1.50") Passed (71%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 1353 @ 8 3/4" 2610 Passed (52%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 2252 @ 2' 3" 2365 Passed (95%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.041 @ 2' 3" 0.150 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.054 @ 2' 3" 0.225 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 4' 6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. •Applicable calculations are based on NDS. Level, B6MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Floor Live Loads Location Width (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 4' 6" 17' 12.0 40.0 Residential - Living Areas Forte v5.0, Design Engine: V6.4.0.40 3/16/2016 12:19:32 PM Page 7 of 9 16016.4te Forte Software Operator Brad Crookston Crookston Custom Designs (435) 757-2906 brad@crookstondesigns.com Job Notes 2 piece(s) 1 3/4" x 7 1/4" 2.0E Microllam® LVL Bearing Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Trimmer - DF 1.50" 1.50" 1.50" 712 2295 3007 None 2 - Trimmer - DF 1.50" 1.50" 1.50" 712 2295 3007 None All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 3007 @ 0 3938 (1.50") Passed (76%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 2357 @ 8 3/4" 4821 Passed (49%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 5075 @ 3' 4 1/2" 7115 Passed (71%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.160 @ 3' 4 1/2" 0.225 Passed (L/505) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.210 @ 3' 4 1/2" 0.313 Passed (L/385) -- 1.0 D + 1.0 L (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (5/16"). •Bracing (Lu): All compression edges (top and bottom) must be braced at 6' 9" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Level, B7MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Floor Live Loads Location Width (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 6' 9" 17' 12.0 40.0 Residential - Living Areas Forte v5.0, Design Engine: V6.4.0.40 3/16/2016 12:19:32 PM Page 8 of 9 16016.4te Forte Software Operator Brad Crookston Crookston Custom Designs (435) 757-2906 brad@crookstondesigns.com Job Notes 2 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL Bearing Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Snow Total Accessories 1 - Trimmer - DF 3.00" 3.00" 2.15" 1747 2233 3908 7888 None 2 - Trimmer - DF 3.00" 3.00" 1.50" 737 887 1552 3176 None All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 5655 @ 1 1/2" 7875 (3.00") Passed (72%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 4711 @ 1' 2 7/8" 9081 Passed (52%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 12837 @ 3' 20525 Passed (63%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.236 @ 5' 9 1/16" 0.408 Passed (L/622) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.344 @ 5' 9 3/16" 0.613 Passed (L/427) -- 1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 11' 9 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Level, B3MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Roof Live Snow Loads Location Width (0.90)(non-snow: 1.25)(1.15)Comments 1 - Uniform (PSF)0 to 3' 15' 15.0 20.0 35.0 Residential - Living Areas 2 - Point (lb)3' N/A 1125 1500 2625 3 - Uniform (PSF)3' to 12' 4' 15.0 20.0 35.0 Forte v5.0, Design Engine: V6.4.0.40 3/16/2016 12:19:32 PM Page 9 of 9 16016.4te Forte Software Operator Brad Crookston Crookston Custom Designs (435) 757-2906 brad@crookstondesigns.com Job Notes Job B0364-16 Truss A1 Truss Type Common Girder Qty 1 Ply 2 880 Pine Brook / Parade3/16(ID)RP Job Reference (optional) Run: 8.000 s Feb 26 2016 Print: 8.000 s Feb 26 2016 MiTek Industries, Inc. Wed Mar 16 16:40:38 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:G7KbK?ZfpGgaMUtdsy_jEIzaJ8u-2UOBytwlxl9iAM_95hua_hLmCZdL1SIyL_ecPCzaHqN Scale = 1:25.5 T1 T2 B1 W1 1 2 3 4 5 6 7 4x4 4x8 4x8 4x8 6-0-12 6-0-12 11-0-0 4-11-4 -1-6-0 1-6-0 5-6-0 5-6-0 11-0-0 5-6-0 0- 4 - 7 4- 0 - 7 0- 4 - 7 8.00 12 Plate Offsets (X,Y)-- [2:0-4-0,0-1-9], [3:0-1-12,0-1-12], [4:0-4-0,0-1-9], [5:0-6-4,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.32 0.58 0.37 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.06 -0.09 0.01 0.02 (loc) 4-5 4-5 4 4-5 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 112 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x8 DF SS WEBS 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BRACING- TOP CHORD Structural wood sheathing directly applied or 5-9-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 4=5420/0-5-8 (min. 0-2-14), 2=2879/0-5-8 (min. 0-1-9) Max Horz2=84(LC 7) Max Uplift4=-588(LC 9), 2=-402(LC 8) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4603/636, 3-4=-5630/767 BOT CHORD 2-5=-483/3714, 5-6=-599/4600, 6-7=-599/4600, 4-7=-599/4600 WEBS 3-5=-691/5188 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-2-0 oc. Webs connected as follows: 2x4 - 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) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 588 lb uplift at joint 4 and 402 lb uplift at joint 2. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3677 lb down and 650 lb up at 6-0-12, and 1695 lb down and 124 lb up at 8-0-12, and 1697 lb down and 112 lb up at 10-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-86, 3-4=-86, 2-4=-16 Continued on page 2 Job B0364-16 Truss A1 Truss Type Common Girder Qty 1 Ply 2 880 Pine Brook / Parade3/16(ID)RP Job Reference (optional) Run: 8.000 s Feb 26 2016 Print: 8.000 s Feb 26 2016 MiTek Industries, Inc. Wed Mar 16 16:40:38 2016 Page 2 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:G7KbK?ZfpGgaMUtdsy_jEIzaJ8u-2UOBytwlxl9iAM_95hua_hLmCZdL1SIyL_ecPCzaHqN LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 5=-3677(B) 6=-1695(B) 7=-1697(B) Job B0364-16 Truss A1G Truss Type Scissor Structural Qty 1 Ply 1 880 Pine Brook / Parade3/16(ID)RP Job Reference (optional) Run: 8.000 s Feb 26 2016 Print: 8.000 s Feb 26 2016 MiTek Industries, Inc. Wed Mar 16 16:40:39 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:G7KbK?ZfpGgaMUtdsy_jEIzaJ8u-WhyZ9DxOi3HZnVZLeOPpXvuxiz46myN6ZdNAxezaHqM Scale = 1:25.9 T1 T1 B1 B1 W1 ST2 ST1 ST2 ST1 1 2 3 4 5 6 4x4 3x4 5x6 3x4 5-6-0 5-6-0 11-0-0 5-6-0 -1-6-0 1-6-0 5-6-0 5-6-0 11-0-0 5-6-0 12-6-0 1-6-0 0- 4 - 7 4- 0 - 7 0- 4 - 7 1- 3 - 2 8.00 12 3.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.27 0.16 0.18 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.02 -0.05 0.03 0.01 (loc) 4-6 4-6 4 2-6 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 47 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std OTHERS 2x4 DF Stud/Std 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 2=693/0-5-8 (min. 0-1-8), 4=693/0-5-8 (min. 0-1-8) Max Horz2=91(LC 7) Max Uplift2=-79(LC 8), 4=-79(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-893/39, 3-4=-893/64 BOT CHORD 2-6=-6/656, 4-6=-5/656 WEBS 3-6=0/417 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 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. 8) Bearing at joint(s) 2, 4 considers parallel to grain value using ANSI/TPI 1 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 79 lb uplift at joint 2 and 79 lb uplift at joint 4. 10) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0364-16 Truss B1G Truss Type Valley Qty 1 Ply 1 880 Pine Brook / Parade3/16(ID)RP Job Reference (optional) Run: 8.000 s Feb 26 2016 Print: 8.000 s Feb 26 2016 MiTek Industries, Inc. Wed Mar 16 16:40:40 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:G7KbK?ZfpGgaMUtdsy_jEIzaJ8u-?tWyNZy0TMPQPf8YC6w246R9eNSAVPxFoH7jU4zaHqL Scale = 1:54.8 T1 T1 B1 ST6 ST5 ST4 ST3 ST2 ST1 ST5 ST4 ST3 ST2 ST1 B2 1 2 3 4 5 6 7 8 9 10 11 12 13 25 24 23 22 21 20 19 18 17 16 15 14 3x4 4x4 3x4 3x4 26-6-0 26-6-0 13-3-0 13-3-0 26-6-0 13-3-0 8- 1 0 - 0 8.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.07 0.05 0.16 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 13 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 147 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr OTHERS 2x4 DF Stud/Std 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 7-19 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.All bearings 26-6-0. (lb) - Max Horz1=165(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 1, 20, 22, 23, 24, 25, 18, 17, 16, 15, 14 Max Grav All reactions 250 lb or less at joint(s) 1, 13, 19, 20, 22, 23, 24, 18, 17, 16, 15 except 25=293(LC 19), 14=293(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 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 100 lb uplift at joint(s) 1, 20, 22, 23, 24, 25, 18, 17, 16, 15, 14. 10) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0364-16 Truss C1 Truss Type Common Qty 2 Ply 1 880 Pine Brook / Parade3/16(ID)RP Job Reference (optional) Run: 8.000 s Feb 26 2016 Print: 8.000 s Feb 26 2016 MiTek Industries, Inc. Wed Mar 16 16:40:41 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:G7KbK?ZfpGgaMUtdsy_jEIzaJ8u-T34KavzeEgXH1pikmpRHcKzJYnnWEseP1xsG0XzaHqK Scale: 1/2"=1' T1 T1 B1 W1 1 2 3 4 56 4x4 2x4 2x4 2x4 4-6-0 4-6-0 9-0-0 4-6-0 -1-6-0 1-6-0 4-6-0 4-6-0 9-0-0 4-6-0 10-6-0 1-6-0 0- 4 - 7 3- 4 - 7 0- 4 - 7 8.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.18 0.10 0.07 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.01 -0.02 0.00 -0.00 (loc) 4-6 4-6 4 2-6 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 36 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 2=593/0-3-8 (min. 0-1-8), 4=593/0-3-8 (min. 0-1-8) Max Horz2=-78(LC 6) Max Uplift2=-71(LC 8), 4=-71(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-507/48, 3-4=-507/48 BOT CHORD 2-6=0/330, 4-6=0/330 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 100 lb uplift at joint(s) 2, 4. 6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0364-16 Truss C1G Truss Type Common Structural Gable Qty 1 Ply 1 880 Pine Brook / Parade3/16(ID)RP Job Reference (optional) Run: 8.000 s Feb 26 2016 Print: 8.000 s Feb 26 2016 MiTek Industries, Inc. Wed Mar 16 16:40:41 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:G7KbK?ZfpGgaMUtdsy_jEIzaJ8u-T34KavzeEgXH1pikmpRHcKzJYnnWEseP1xsG0XzaHqK Scale: 1/2"=1' T1 T1 B1 W1 ST1 ST1 1 2 3 4 56 4x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 4-6-0 4-6-0 9-0-0 4-6-0 -1-6-0 1-6-0 4-6-0 4-6-0 9-0-0 4-6-0 10-6-0 1-6-0 0- 4 - 7 3- 4 - 7 0- 4 - 7 8.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.18 0.10 0.07 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.01 -0.02 0.00 -0.00 (loc) 4-6 4-6 4 2-6 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 40 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std OTHERS 2x4 DF Stud/Std 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 2=593/0-3-8 (min. 0-1-8), 4=593/0-3-8 (min. 0-1-8) Max Horz2=-78(LC 6) Max Uplift2=-71(LC 8), 4=-71(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-507/48, 3-4=-507/48 BOT CHORD 2-6=0/330, 4-6=0/330 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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. 4) Gable studs spaced at 2-0-0 oc. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0364-16 Truss CR1 Truss Type Diagonal Hip Girder Qty 4 Ply 1 880 Pine Brook / Parade3/16(ID)RP Job Reference (optional) Run: 8.000 s Feb 26 2016 Print: 8.000 s Feb 26 2016 MiTek Industries, Inc. Wed Mar 16 16:40:42 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:G7KbK?ZfpGgaMUtdsy_jEIzaJ8u-xGeioFzG?_f8ezHwKWyW9XWP9B6KzITYGbcqYzzaHqJ Scale = 1:27.1 T1 W3 B1 W1 W2 1 2 3 4 6 5 7 8 9 10 2x4 3x4 2x4 3x4 2x4 4-3-8 4-3-8 8-4-5 4-0-13 -2-1-7 2-1-7 4-3-8 4-3-8 8-4-5 4-0-13 0- 4 - 7 4- 3 - 1 2 5.66 12 LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.45 0.13 0.16 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.01 -0.02 0.01 0.00 (loc) 5-6 5-6 5 6 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 40 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 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) 5=379/Mechanical, 2=656/0-7-6 (min. 0-1-8) Max Horz2=138(LC 5) Max Uplift5=-91(LC 8), 2=-105(LC 8) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-582/54, 3-7=-442/68 BOT CHORD 2-9=-111/405, 6-9=-111/405, 6-10=-111/405, 5-10=-111/405 WEBS 3-5=-446/126 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except (jt=lb) 2=105. 6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 66 lb down and 12 lb up at 2-9-8, 66 lb down and 12 lb up at 2-9-8, and 88 lb down and 63 lb up at 5-7-7, and 88 lb down and 63 lb up at 5-7-7 on top chord, and 3 lb down at 2-9-8, 3 lb down at 2-9-8, and 18 lb down at 5-7-7, and 18 lb down at 5-7-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) 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) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-86, 2-5=-16 Concentrated Loads (lb) Vert: 10=-14(F=-7, B=-7) Job B0364-16 Truss D1 Truss Type Common Qty 4 Ply 1 880 Pine Brook / Parade3/16(ID)RP Job Reference (optional) Run: 8.000 s Feb 26 2016 Print: 8.000 s Feb 26 2016 MiTek Industries, Inc. Wed Mar 16 16:40:43 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:G7KbK?ZfpGgaMUtdsy_jEIzaJ8u-PSC4?b_umHn?G7s7tETlhl3braOZij_hUFLN4PzaHqI Scale = 1:50.2 T1 T2 B1 W2 W1 W2 W1 B2 1 2 3 4 5 6 9 8 710 11 4x6 3x4 3x4 3x4 3x4 2x4 3x4 2x4 7-9-10 7-9-10 15-2-6 7-4-12 23-0-0 7-9-10 -1-6-0 1-6-0 5-11-7 5-11-7 11-6-0 5-6-9 17-0-9 5-6-9 23-0-0 5-11-7 0- 4 - 7 8- 0 - 7 0- 4 - 7 8.00 12 Plate Offsets (X,Y)-- [4:0-3-0,0-1-12] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.39 0.39 0.27 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.13 -0.21 0.04 0.05 (loc) 7-9 6-7 6 6-7 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 105 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 4-6-15 oc purlins. BOT CHORD 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) 6=1157/Mechanical, 2=1316/0-3-8 (min. 0-1-8) Max Horz2=162(LC 7) Max Uplift6=-99(LC 9), 2=-131(LC 8) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1694/142, 3-4=-1472/194, 4-5=-1499/202, 5-6=-1720/150 BOT CHORD 2-9=-147/1286, 8-9=-26/875, 8-10=-26/875, 10-11=-26/875, 7-11=-26/875, 6-7=-58/1319 WEBS 4-7=-117/637, 5-7=-457/181, 4-9=-106/595, 3-9=-430/175 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 = 8.0psf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except (jt=lb) 2=131. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0364-16 Truss D1G Truss Type Common Supported Gable Qty 1 Ply 1 880 Pine Brook / Parade3/16(ID)RP Job Reference (optional) Run: 8.000 s Feb 26 2016 Print: 8.000 s Feb 26 2016 MiTek Industries, Inc. Wed Mar 16 16:40:44 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:G7KbK?ZfpGgaMUtdsy_jEIzaJ8u-telSDx?WXbvsuHRJRx__EybpF_pgRCorjv5xdszaHqH Scale = 1:50.9 T1 T1 B1 ST6 ST5 ST4 ST3 ST2ST1 ST5 ST4 ST3 ST2 ST1 B2 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 27 26 25 2423 22 21 20 19 18 17 16 4x4 3x4 3x4 3x4 23-0-0 23-0-0 -1-6-0 1-6-0 11-6-0 11-6-0 23-0-0 11-6-0 24-6-0 1-6-0 0- 4 - 7 8- 0 - 7 0- 4 - 7 8.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.15 0.08 0.17 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.02 0.00 (loc) 15 15 14 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 131 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr OTHERS 2x4 DF Stud/Std 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.All bearings 23-0-0. (lb) - Max Horz2=-169(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 2, 22, 23, 25, 26, 27, 20, 19, 18, 17, 16, 14 Max Grav All reactions 250 lb or less at joint(s) 21, 22, 23, 25, 26, 27, 20, 19, 18, 17, 16 except 2=297(LC 1), 14=297(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 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 100 lb uplift at joint(s) 2, 22, 23, 25, 26, 27, 20, 19, 18, 17, 16, 14. 10) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0364-16 Truss D2 Truss Type Common Girder Qty 1 Ply 2 880 Pine Brook / Parade3/16(ID)RP Job Reference (optional) Run: 8.000 s Feb 26 2016 Print: 8.000 s Feb 26 2016 MiTek Industries, Inc. Wed Mar 16 16:40:46 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:G7KbK?ZfpGgaMUtdsy_jEIzaJ8u-p1tDdc1n2C9Z7abhZM1SJNg6GoMDv0f8ADa1hkzaHqF Scale = 1:49.8 T1 T1 B1 W5 W4 W3 W2 W1 W4W3 W2W1 B2 1 2 3 4 5 6 7 13 12 11 10 9 8 14 15 16 17 18 19 20 21 22 4x6 4x4 4x6 5x6 4x8 3x4 3x4 3x4 3x6 3x4 3x4 3x4 3x6 4-3-4 4-3-4 7-10-10 3-7-6 11-6-0 3-7-6 15-1-6 3-7-6 18-8-12 3-7-6 23-0-0 4-3-4 4-3-4 4-3-4 7-10-10 3-7-6 11-6-0 3-7-6 15-1-6 3-7-6 18-8-12 3-7-6 23-0-0 4-3-4 0- 4 - 7 8- 0 - 7 0- 4 - 7 8.00 12 Plate Offsets (X,Y)-- [2:0-1-12,0-1-8], [3:0-1-8,0-1-8], [4:0-2-0,0-1-12], [5:0-1-8,0-1-8], [6:0-1-12,0-1-8], [8:0-3-12,0-1-8], [13:0-3-12,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.38 0.58 0.53 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.15 -0.23 0.07 0.05 (loc) 9-10 9-10 7 9-10 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 288 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x6 DF 1800F 1.6E WEBS 2x4 DF Stud/Std *Except* W5: 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BRACING- TOP CHORD Structural wood sheathing directly applied or 4-7-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=5138/0-3-8 (min. 0-2-12), 7=5661/Mechanical Max Horz1=148(LC 33) Max Uplift1=-678(LC 8), 7=-654(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-8193/1071, 2-3=-6621/857, 3-4=-5072/690, 4-5=-5072/690, 5-6=-6603/832, 6-7=-8373/1005 BOT CHORD 1-14=-935/6711, 13-14=-935/6711, 13-15=-935/6711, 12-15=-935/6711, 11-12=-935/6711, 11-16=-683/5431, 10-16=-683/5431, 10-17=-606/5413, 17-18=-606/5413, 9-18=-606/5413, 9-19=-786/6912, 19-20=-786/6912, 8-20=-786/6912, 8-21=-786/6912, 21-22=-786/6912, 7-22=-786/6912 WEBS 4-10=-684/5160, 5-10=-2203/352, 5-9=-302/2381, 6-9=-1902/284, 6-8=-181/1791, 3-10=-2237/390, 3-11=-346/2414, 2-11=-1627/319, 2-13=-236/1595 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc. Webs connected as follows: 2x4 - 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) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=678, 7=654. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. Continued on page 2 Job B0364-16 Truss D2 Truss Type Common Girder Qty 1 Ply 2 880 Pine Brook / Parade3/16(ID)RP Job Reference (optional) Run: 8.000 s Feb 26 2016 Print: 8.000 s Feb 26 2016 MiTek Industries, Inc. Wed Mar 16 16:40:46 2016 Page 2 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:G7KbK?ZfpGgaMUtdsy_jEIzaJ8u-p1tDdc1n2C9Z7abhZM1SJNg6GoMDv0f8ADa1hkzaHqF NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 757 lb down and 135 lb up at 2-0-12, 757 lb down and 135 lb up at 4-0-12 , 757 lb down and 135 lb up at 6-0-12, 758 lb down and 99 lb up at 7-11-4, 753 lb down and 102 lb up at 9-11-4, 723 lb down and 102 lb up at 11-11-4, 736 lb down and 99 lb up at 13-11-4, 713 lb down and 100 lb up at 15-11-4, 699 lb down and 121 lb up at 17-11-4, and 911 lb down and 95 lb up at 19-11-4, and 911 lb down and 95 lb up at 21-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-86, 4-7=-86, 1-7=-16 Concentrated Loads (lb) Vert: 11=-758(B) 13=-757(B) 14=-757(B) 15=-757(B) 16=-753(B) 17=-723(B) 18=-736(B) 19=-713(B) 20=-699(B) 21=-911(B) 22=-911(B) Job B0364-16 Truss E1 Truss Type Hip Girder Qty 1 Ply 1 880 Pine Brook / Parade3/16(ID)RP Job Reference (optional) Run: 8.000 s Feb 26 2016 Print: 8.000 s Feb 26 2016 MiTek Industries, Inc. Wed Mar 16 16:40:47 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:G7KbK?ZfpGgaMUtdsy_jEIzaJ8u-HDRbry1PpWHQlkAu64YhsbDCKCgVeMYHPtJbDAzaHqE Scale = 1:50.8 T1 T2 T1 B1 W1 W2 W3 W4 W3 W4 W3 W2 W1 B2 1 2 3 4 5 6 7 8 9 10 15 14 13 12 11 16 17 18 19 20 21 5x10 M18SHS 5x10 M18SHS 4x6 4x8 M18SHS6x8 2x4 4x6 3x4 2x4 4x12 6x8 2x4 4x6 6-0-0 6-0-0 11-3-7 5-3-7 16-8-9 5-5-3 22-0-0 5-3-7 28-0-0 6-0-0 -1-6-0 1-6-0 3-3-15 3-3-15 6-0-0 2-8-1 11-3-7 5-3-7 16-8-9 5-5-3 22-0-0 5-3-7 24-8-1 2-8-1 28-0-0 3-3-15 29-6-0 1-6-0 0- 4 - 7 4- 2 - 1 0 4- 4 - 7 0- 4 - 7 4- 2 - 1 0 8.00 12 Plate Offsets (X,Y)-- [2:0-0-3,0-0-3], [4:0-5-0,0-0-14], [7:0-5-0,0-0-14], [9:0-0-3,0-0-3], [11:0-3-8,0-3-12], [12:0-3-8,0-1-12], [14:0-2-12,0-1-12], [15:0-3-8,0-3-12] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.68 0.71 1.00 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.31 -0.51 0.12 0.15 (loc) 12-14 12-14 9 12-14 l/defl >999 >655 n/a >999 L/d 360 240 n/a 240 PLATES MT20 M18SHS Weight: 159 lb FT = 0% GRIP 220/195 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x6 DF 1800F 1.6E WEBS 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 2-4-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-0-11 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=3024/0-3-8 (min. 0-3-4), 9=3023/0-3-8 (min. 0-3-4) Max Horz2=97(LC 26) Max Uplift2=-476(LC 8), 9=-476(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4799/835, 3-4=-4649/853, 4-5=-5646/1055, 5-6=-5628/1051, 6-7=-5631/1052, 7-8=-4650/854, 8-9=-4799/836 BOT CHORD 2-15=-726/3867, 15-16=-730/3865, 16-17=-730/3865, 14-17=-730/3865, 13-14=-1056/5643, 13-18=-1056/5643, 18-19=-1056/5643, 12-19=-1056/5643, 12-20=-659/3867, 20-21=-659/3867, 11-21=-659/3867, 9-11=-645/3866 WEBS 4-15=-184/847, 4-14=-464/2275, 5-14=-562/147, 6-12=-527/132, 7-12=-460/2254, 7-11=-186/856 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=476, 9=476. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 602 lb down and 182 lb up at 6-0-0, 246 lb down and 68 lb up at 8-0-12, 246 lb down and 68 lb up at 10-0-12, 246 lb down and 68 lb up at 12-0-12, 246 lb down and 68 lb up at 14-0-0, 246 lb down and 68 lb up at 15-11-4, 246 lb down and 68 lb up at 17-11-4, and 246 lb down and 68 lb up at 19-11-4, and 602 lb down and 182 lb up at 21-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) 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 Continued on page 2 Job B0364-16 Truss E1 Truss Type Hip Girder Qty 1 Ply 1 880 Pine Brook / Parade3/16(ID)RP Job Reference (optional) Run: 8.000 s Feb 26 2016 Print: 8.000 s Feb 26 2016 MiTek Industries, Inc. Wed Mar 16 16:40:47 2016 Page 2 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:G7KbK?ZfpGgaMUtdsy_jEIzaJ8u-HDRbry1PpWHQlkAu64YhsbDCKCgVeMYHPtJbDAzaHqE LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-86, 4-7=-86, 7-10=-86, 2-9=-16 Concentrated Loads (lb) Vert: 13=-246(F) 15=-602(F) 11=-602(F) 16=-246(F) 17=-246(F) 18=-246(F) 19=-246(F) 20=-246(F) 21=-246(F) Job B0364-16 Truss E2 Truss Type Hip Qty 1 Ply 1 880 Pine Brook / Parade3/16(ID)RP Job Reference (optional) Run: 8.000 s Feb 26 2016 Print: 8.000 s Feb 26 2016 MiTek Industries, Inc. Wed Mar 16 16:40:48 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:G7KbK?ZfpGgaMUtdsy_jEIzaJ8u-mP?z2I21aqPHNul4gn3wOomSkb6aNtIReX38mdzaHqD Scale = 1:50.8 T1 T2 T1 B1 W1 W2 W3 W4 W3 W2 W1 B2 1 2 3 4 5 6 7 8 9 13 12 11 10 4x6 4x6 3x4 3x4 3x8 2x4 2x4 3x8 3x8 2x4 3x4 8-0-0 8-0-0 14-0-0 6-0-0 20-0-0 6-0-0 28-0-0 8-0-0 -1-6-0 1-6-0 4-2-7 4-2-7 8-0-0 3-9-9 14-0-0 6-0-0 20-0-0 6-0-0 23-9-9 3-9-9 28-0-0 4-2-7 29-6-0 1-6-0 0- 4 - 7 5- 6 - 1 0 5- 8 - 7 0- 4 - 7 5- 6 - 1 0 8.00 12 Plate Offsets (X,Y)-- [4:0-3-0,0-1-12], [6:0-3-0,0-1-12] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.38 0.33 0.72 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.10 -0.19 0.08 0.03 (loc) 11 2-13 8 11 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 139 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 4-4-8 oc purlins. BOT CHORD 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=1562/0-3-8 (min. 0-1-11), 8=1562/0-3-8 (min. 0-1-11) Max Horz2=-122(LC 6) Max Uplift2=-118(LC 8), 8=-118(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2154/132, 3-4=-1895/120, 4-5=-1512/125, 5-6=-1512/124, 6-7=-1895/120, 7-8=-2154/133 BOT CHORD 2-13=-152/1680, 12-13=-145/1893, 11-12=-145/1893, 10-11=-145/1893, 8-10=-45/1680 WEBS 4-13=0/563, 5-13=-627/127, 5-10=-627/127, 6-10=0/563 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=118, 8=118. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0364-16 Truss E3 Truss Type HIP Qty 1 Ply 1 880 Pine Brook / Parade3/16(ID)RP Job Reference (optional) Run: 8.000 s Feb 26 2016 Print: 8.000 s Feb 26 2016 MiTek Industries, Inc. Wed Mar 16 16:40:49 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:G7KbK?ZfpGgaMUtdsy_jEIzaJ8u-EcZLGe3fL7X8_2KGEUa9x?IXn?Qs6SWatBoiI3zaHqC Scale = 1:50.8 T1 T2 T1 B1 W1 W2 W3 W2 W1 B2 1 2 3 4 5 6 7 8 11 10 912 4x6 5x6 3x4 3x4 3x8 2x4 3x4 2x4 3x4 10-0-0 10-0-0 18-0-0 8-0-0 28-0-0 10-0-0 -1-6-0 1-6-0 5-2-7 5-2-7 10-0-0 4-9-9 18-0-0 8-0-0 22-9-9 4-9-9 28-0-0 5-2-7 29-6-0 1-6-0 0- 4 - 7 6- 1 0 - 1 0 7- 0 - 7 0- 4 - 7 6- 1 0 - 1 0 8.00 12 Plate Offsets (X,Y)-- [2:0-2-0,0-1-8], [4:0-3-0,0-1-12], [5:0-3-0,0-2-0], [7:0-2-0,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.74 0.46 0.21 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.18 -0.43 0.07 0.03 (loc) 7-9 7-9 7 2-11 l/defl >999 >780 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 133 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr *Except* T2: 2x4 DF 2400F 2.0E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 4-3-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 2=1562/0-3-8 (min. 0-1-11), 7=1562/0-3-8 (min. 0-1-11) Max Horz2=148(LC 7) Max Uplift2=-132(LC 8), 7=-132(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2121/161, 3-4=-1766/130, 4-5=-1377/145, 5-6=-1765/130, 6-7=-2121/161 BOT CHORD 2-11=-142/1651, 10-11=-10/1377, 10-12=-10/1377, 9-12=-10/1377, 7-9=-42/1651 WEBS 3-11=-333/154, 4-11=0/383, 5-9=-14/432, 6-9=-334/154 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * 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 = 8.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=132, 7=132. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job B0364-16 Truss E4 Truss Type Hip Qty 1 Ply 1 880 Pine Brook / Parade3/16(ID)RP Job Reference (optional) Run: 8.000 s Feb 26 2016 Print: 8.000 s Feb 26 2016 MiTek Industries, Inc. Wed Mar 16 16:40:50 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:G7KbK?ZfpGgaMUtdsy_jEIzaJ8u-io7kT_4H6Rf?cCvToC5OUDreYPoWrjJj5rYFqVzaHqB Scale = 1:52.3 T2 T3 T4 B1 W1 W2 W3 W4 W3 W5 W7 W6T1 B2 1 2 3 4 5 6 7 12 11 10 9 813 5x6 5x6 4x4 3x4 3x4 3x4 2x4 3x4 3x8 3x6 4x4 6-2-7 6-2-7 12-0-0 5-9-9 16-0-0 4-0-0 25-5-8 9-5-8 -1-6-0 1-6-0 6-2-7 6-2-7 12-0-0 5-9-9 16-0-0 4-0-0 20-7-0 4-7-0 25-5-8 4-10-8 0- 4 - 7 8- 2 - 1 0 8- 4 - 7 2- 0 - 1 3 8- 2 - 1 0 8.00 12 Plate Offsets (X,Y)-- [3:0-3-0,0-3-0], [4:0-3-0,0-2-0], [5:0-2-0,0-1-12], [8:0-1-12,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 1.00 0.37 1.00 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.12 -0.28 0.05 0.03 (loc) 8-9 8-9 8 2-12 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 144 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 4-4-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 2=1437/0-3-8 (min. 0-1-9), 8=1278/0-5-8 (min. 0-1-8) Max Horz2=186(LC 5) Max Uplift2=-138(LC 8), 8=-90(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1921/146, 3-4=-1375/148, 4-5=-959/143, 5-6=-1265/134, 6-7=-289/42, 7-8=-297/61 BOT CHORD 2-12=-155/1464, 11-12=-156/1462, 10-11=-156/1462, 10-13=-60/1022, 9-13=-60/1022, 8-9=-65/997 WEBS 3-10=-548/155, 4-10=-61/422, 4-9=-293/115, 5-9=-45/298, 6-8=-1238/92 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * 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 = 8.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8 except (jt=lb) 2=138. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0364-16 Truss E5 Truss Type Hip Girder Qty 1 Ply 2 880 Pine Brook / Parade3/16(ID)RP Job Reference (optional) Run: 8.000 s Feb 26 2016 Print: 8.000 s Feb 26 2016 MiTek Industries, Inc. Wed Mar 16 16:40:51 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:G7KbK?ZfpGgaMUtdsy_jEIzaJ8u-A_h6hK4vtlosELTfLvdd0QOutp?RaArtKVHoMyzaHqA Scale = 1:55.6 T1 T2 T3 B1 W1 W2 W3 W4 W5 W6 W7 W8 W7 W9 W10 W12 W11 B2 1 2 3 4 5 6 7 8 16 15 14 13 12 11 10 917 184x8 M18SHS 4x6 4x4 4x4 4x6 3x4 3x6 7x8 4x6 4x4 4x4 4x6 3x8 3x4 4x4 4x4 3-9-3 3-9-3 6-10-8 3-1-5 9-9-12 2-11-4 12-9-0 2-11-4 15-3-0 2-6-0 20-2-8 4-11-8 25-5-8 5-3-0 3-9-3 3-9-3 6-10-8 3-1-5 9-9-12 2-11-4 12-9-0 2-11-4 15-3-0 2-6-0 20-2-8 4-11-8 25-5-8 5-3-0 0- 4 - 7 8- 8 - 1 0 8- 1 0 - 7 2- 0 - 1 3 8- 8 - 1 0 8.00 12 Plate Offsets (X,Y)-- [1:0-2-7,0-2-1], [2:0-1-12,0-1-8], [3:0-1-4,0-1-12], [4:0-0-8,0-1-12], [5:0-2-4,0-1-0], [6:0-2-0,0-1-12], [7:0-1-12,0-1-8], [8:0-1-12,0-2-0], [9:Edge,0-3-8], [12:0-2-8 ,0-2-0], [14:0-1-8,0-1-8], [15:0-2-8,0-4-12], [16:0-4-4,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.64 0.84 0.98 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.20 -0.32 0.08 0.07 (loc) 15 15 9 15 l/defl >999 >930 n/a >999 L/d 360 240 n/a 240 PLATES MT20 M18SHS Weight: 394 lb FT = 0% GRIP 220/195 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x6 DF 1800F 1.6E WEBS 2x4 DF Stud/Std *Except* W3: 2x8 DF SS, W5: 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BRACING- TOP CHORD Structural wood sheathing directly applied or 3-3-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=8322/0-3-8 (req. 0-4-7), 9=3312/0-5-8 (min. 0-1-12) Max Horz1=181(LC 5) Max Uplift1=-867(LC 8), 9=-320(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-13497/1416, 2-3=-11588/1266, 3-4=-7221/811, 4-5=-4912/584, 5-6=-3365/426, 6-7=-4173/483, 7-8=-3759/375, 8-9=-3210/328 BOT CHORD 1-17=-1238/11089, 16-17=-1238/11089, 16-18=-1238/11089, 15-18=-1238/11089, 14-15=-1054/9589, 13-14=-618/5971, 12-13=-618/5971, 11-12=-372/3993, 10-11=-271/3022 WEBS 2-16=-167/2083, 2-15=-1927/236, 3-15=-866/7784, 3-14=-6673/804, 4-14=-638/5523, 4-12=-4825/624, 5-12=-547/4440, 5-11=-2283/308, 6-11=-221/1874, 7-11=-221/757, 7-10=-1028/143, 8-10=-247/2965 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-4-0 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 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 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) WARNING: Required bearing size at joint(s) 1 greater than input bearing size. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=867, 9=320. 11) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. Continued on page 2 Job B0364-16 Truss E5 Truss Type Hip Girder Qty 1 Ply 2 880 Pine Brook / Parade3/16(ID)RP Job Reference (optional) Run: 8.000 s Feb 26 2016 Print: 8.000 s Feb 26 2016 MiTek Industries, Inc. Wed Mar 16 16:40:51 2016 Page 2 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:G7KbK?ZfpGgaMUtdsy_jEIzaJ8u-A_h6hK4vtlosELTfLvdd0QOutp?RaArtKVHoMyzaHqA NOTES- 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1141 lb down and 115 lb up at 2-0-12, 1141 lb down and 115 lb up at 4-0-12, and 1141 lb down and 115 lb up at 6-0-12, and 5645 lb down and 670 lb up at 6-10-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-86, 5-6=-86, 6-8=-86, 1-9=-16 Concentrated Loads (lb) Vert: 16=-1141(B) 15=-5645(B) 17=-1141(B) 18=-1141(B) Job B0364-16 Truss E6 Truss Type Common Qty 2 Ply 1 880 Pine Brook / Parade3/16(ID)RP Job Reference (optional) Run: 8.000 s Feb 26 2016 Print: 8.000 s Feb 26 2016 MiTek Industries, Inc. Wed Mar 16 16:40:51 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:G7KbK?ZfpGgaMUtdsy_jEIzaJ8u-A_h6hK4vtlosELTfLvdd0QOxFp4kaFJtKVHoMyzaHqA Scale = 1:58.0 T1 T2 B1 W3 W4W1 W2 W6 W5 B2 1 2 3 4 8 7 6 59 10 5x6 4x4 3x8 2x4 3x4 3x8 3x6 3x8 M18SHS 7-0-0 7-0-0 18-5-8 11-5-8 7-0-0 7-0-0 12-7-0 5-7-0 18-5-8 5-10-8 5- 0 - 7 9- 8 - 7 2- 0 - 1 3 8.00 12 Plate Offsets (X,Y)-- [1:Edge,0-1-12], [2:0-2-0,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.49 0.56 0.70 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.29 -0.60 0.01 -0.02 (loc) 5-6 5-6 5 6-8 l/defl >740 >362 n/a >999 L/d 360 240 n/a 240 PLATES MT20 M18SHS Weight: 108 lb FT = 0% GRIP 220/195 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std *Except* W1,W6: 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BRACING- TOP CHORD Structural wood sheathing directly applied 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 2-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 8=927/Mechanical, 5=927/0-5-8 (min. 0-1-8) Max Horz8=-228(LC 4) Max Uplift8=-79(LC 9), 5=-76(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-719/128, 2-3=-687/109, 3-4=-487/53, 1-8=-879/99, 4-5=-427/78 BOT CHORD 6-9=-45/661, 9-10=-45/661, 5-10=-45/661 WEBS 3-6=-333/167, 1-6=-37/534, 3-5=-627/65 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * 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 = 8.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 5. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0364-16 Truss F1 Truss Type Hip Girder Qty 1 Ply 1 880 Pine Brook / Parade3/16(ID)RP Job Reference (optional) Run: 8.000 s Feb 26 2016 Print: 8.000 s Feb 26 2016 MiTek Industries, Inc. Wed Mar 16 16:40:53 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:G7KbK?ZfpGgaMUtdsy_jEIzaJ8u-6Nos506APM2aTfd2TKf55rTDVcgP28LAopmvRqzaHq8 Scale = 1:60.9 T1 T2 T4 B1 W1 W2 W3 W4 W5 W4 W5 W4 W5 W4 W5 W4 W3 W6 HW2 T3 B3B2 1 2 3 4 5 6 7 8 9 10 11 12 21 20 19 18 17 16 15 14 13 22 23 24 25 26 27 28 29 30 31 5x10 M18SHS 3x8 6x8 4x6 4x6 5x8 5x10 M18SHS 3x4 2x4 6x8 5x8 2x4 3x8 2x4 2x4 4x8 2x4 4x8 4x8 6x8 5x10 M18SHS 5x10 M18SHS 3-3-15 3-3-15 6-0-0 2-8-1 10-6-2 4-6-2 15-2-1 4-7-14 19-9-15 4-7-14 24-5-14 4-7-14 29-0-0 4-6-2 34-0-0 5-0-0 -1-6-0 1-6-0 3-3-15 3-3-15 6-0-0 2-8-1 10-6-2 4-6-2 15-2-1 4-7-14 19-9-15 4-7-14 24-5-14 4-7-14 29-0-0 4-6-2 31-4-4 2-4-4 34-0-0 2-7-12 0- 4 - 7 4- 2 - 1 0 4- 4 - 7 1- 0 - 7 4- 2 - 1 0 8.00 12 Plate Offsets (X,Y)-- [2:0-0-13,Edge], [3:0-1-12,0-1-8], [4:0-6-12,0-2-0], [9:0-4-0,0-1-12], [10:0-6-12,0-2-0], [12:2-2-6,0-2-0], [13:0-2-8,0-2-0], [15:0-2-0,0-2-0], [19:0-2-12,0-2-4], [20:0-3-8,0-4-0] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.76 0.93 0.73 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.49 -0.80 0.22 0.24 (loc) 15-17 15-17 12 15-17 l/defl >828 >505 n/a >999 L/d 360 240 n/a 240 PLATES MT20 M18SHS Weight: 208 lb FT = 0% GRIP 220/195 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr *Except* T2,T3: 2x4 DF 2400F 2.0E BOT CHORD 2x6 DF 1800F 1.6E WEBS 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr *Except* W1,W2,W5,W6: 2x4 DF Stud/Std SLIDER Right 2x6 DF 1800F 1.6E 3-3-1 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-3-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-4-14 oc bracing. WEBS 1 Row at midpt 9-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 12=3693/Mechanical, 2=3705/0-5-8 (min. 0-3-15) Max Horz2=90(LC 26) Max Uplift12=-633(LC 4), 2=-611(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5716/1009, 3-4=-5785/1087, 4-5=-7206/1370, 5-6=-7203/1369, 6-7=-8224/1541, 7-8=-8224/1541, 8-9=-8224/1541, 9-10=-4156/781, 10-11=-5042/926, 11-12=-5077/894 BOT CHORD 2-21=-874/4595, 20-21=-874/4595, 20-22=-932/4818, 22-23=-932/4818, 19-23=-932/4818, 19-24=-1587/8362, 18-24=-1587/8362, 17-18=-1587/8362, 17-25=-1587/8362, 16-25=-1587/8362, 15-16=-1587/8362, 15-26=-1257/6829, 26-27=-1257/6829, 14-27=-1257/6829, 14-28=-1257/6829, 28-29=-1257/6829, 13-29=-1257/6829, 13-30=-636/3715, 30-31=-636/3715, 12-31=-636/3715 WEBS 3-21=-262/76, 3-20=-162/459, 4-20=-184/783, 4-19=-631/3207, 5-19=-483/119, 6-19=-1550/309, 6-17=-106/661, 7-15=-397/101, 9-15=-372/1849, 9-14=-97/615, 9-13=-3512/696, 10-13=-433/2378, 11-13=-191/853 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 12=633, 2=611. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. Continued on page 2 Job B0364-16 Truss F1 Truss Type Hip Girder Qty 1 Ply 1 880 Pine Brook / Parade3/16(ID)RP Job Reference (optional) Run: 8.000 s Feb 26 2016 Print: 8.000 s Feb 26 2016 MiTek Industries, Inc. Wed Mar 16 16:40:53 2016 Page 2 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:G7KbK?ZfpGgaMUtdsy_jEIzaJ8u-6Nos506APM2aTfd2TKf55rTDVcgP28LAopmvRqzaHq8 NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 602 lb down and 182 lb up at 6-0-0, 246 lb down and 68 lb up at 8-0-12, 246 lb down and 68 lb up at 10-0-12, 246 lb down and 68 lb up at 12-0-12, 246 lb down and 68 lb up at 14-0-12, 246 lb down and 68 lb up at 16-0-12, 246 lb down and 68 lb up at 18-0-12, 246 lb down and 68 lb up at 20-0-12, 246 lb down and 68 lb up at 22-0-12, 246 lb down and 68 lb up at 24-0-12, 246 lb down and 68 lb up at 26-0-12, 246 lb down and 68 lb up at 28-0-12, and 246 lb down and 68 lb up at 30-0-12, and 246 lb down and 68 lb up at 32-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) 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) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-86, 4-10=-86, 10-12=-86, 2-12=-16 Concentrated Loads (lb) Vert: 18=-246(F) 20=-602(F) 15=-246(F) 16=-246(F) 22=-246(F) 23=-246(F) 24=-246(F) 25=-246(F) 26=-246(F) 27=-246(F) 28=-246(F) 29=-246(F) 30=-246(F) 31=-246(F) Job B0364-16 Truss F2 Truss Type HIP Qty 1 Ply 1 880 Pine Brook / Parade3/16(ID)RP Job Reference (optional) Run: 8.000 s Feb 26 2016 Print: 8.000 s Feb 26 2016 MiTek Industries, Inc. Wed Mar 16 16:40:54 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:G7KbK?ZfpGgaMUtdsy_jEIzaJ8u-aZMEJL7oAgAR5pCE12AKe30Mg05FncmJ0TWSzGzaHq7 Scale = 1:61.0 T1 T2 T4 B1 W1 W2 W3 W4 W4 W3 W2 W6W5 T3 B3B2 1 2 3 4 5 6 7 8 9 15 14 13 12 11 1016 17 18 4x4 3x6 4x6 4x4 4x4 3x8 2x4 3x4 3x4 3x4 4x8 2x4 4x6 4x4 8-0-0 8-0-0 17-6-0 9-6-0 27-0-0 9-6-0 34-0-0 7-0-0 -1-6-0 1-6-0 4-2-7 4-2-7 8-0-0 3-9-9 14-4-0 6-4-0 20-8-0 6-4-0 27-0-0 6-4-0 34-0-0 7-0-0 0- 4 - 7 5- 6 - 1 0 5- 8 - 7 1- 0 - 7 5- 6 - 1 0 8.00 12 Plate Offsets (X,Y)-- [4:0-2-0,0-1-12], [8:0-3-0,0-1-12], [9:0-3-0,0-1-8], [10:0-2-0,0-1-0], [11:0-1-12,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.86 0.64 0.65 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.22 -0.45 0.11 0.07 (loc) 13-15 13-15 10 13 l/defl >999 >890 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 166 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std *Except* W6: 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-15, 6-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 2=1875/0-5-8 (min. 0-2-0), 10=1711/Mechanical Max Horz2=124(LC 7) Max Uplift2=-124(LC 8), 10=-108(LC 4) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2659/201, 3-4=-2413/207, 4-5=-1930/188, 5-6=-2724/248, 6-7=-1786/178, 7-8=-1786/179, 8-9=-2323/184, 9-10=-1663/129 BOT CHORD 2-15=-240/2078, 15-16=-308/2702, 16-17=-308/2702, 14-17=-308/2702, 13-14=-308/2702, 12-13=-281/2650, 12-18=-281/2650, 11-18=-281/2650, 10-11=-100/335 WEBS 4-15=-28/866, 5-15=-1095/205, 6-11=-1220/216, 8-11=-43/729, 9-11=-161/1480 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * 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 = 8.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=124, 10=108. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job B0364-16 Truss F3 Truss Type HIP Qty 1 Ply 1 880 Pine Brook / Parade3/16(ID)RP Job Reference (optional) Run: 8.000 s Feb 26 2016 Print: 8.000 s Feb 26 2016 MiTek Industries, Inc. Wed Mar 16 16:40:54 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:G7KbK?ZfpGgaMUtdsy_jEIzaJ8u-aZMEJL7oAgAR5pCE12AKe30PS07gnfMJ0TWSzGzaHq7 Scale = 1:59.9 T1 T2 T3 B1 W1 W2 W3 W4 W3 W2 W5 W7 W6 B3B2 1 2 3 4 5 6 7 8 14 13 12 11 10 915 16 4x6 4x4 3x4 4x4 3x4 3x8 2x4 2x4 3x8 3x8 4x4 3x4 4x4 10-0-0 10-0-0 17-6-0 7-6-0 25-0-0 7-6-0 34-0-0 9-0-0 -1-6-0 1-6-0 5-2-7 5-2-7 10-0-0 4-9-9 17-6-0 7-6-0 25-0-0 7-6-0 29-4-4 4-4-4 34-0-0 4-7-12 0- 4 - 7 6- 1 0 - 1 0 7- 0 - 7 1- 0 - 7 6- 1 0 - 1 0 8.00 12 Plate Offsets (X,Y)-- [4:0-3-0,0-1-12], [6:0-2-4,0-1-12], [9:0-1-12,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.68 0.48 0.49 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.18 -0.42 0.11 0.05 (loc) 2-14 2-14 9 12 l/defl >999 >966 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 175 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 3-10-5 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-14, 5-10, 7-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 2=1875/0-5-8 (min. 0-2-0), 9=1711/Mechanical Max Horz2=150(LC 5) Max Uplift2=-140(LC 8), 9=-98(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2633/171, 3-4=-2290/152, 4-5=-1804/153, 5-6=-1703/146, 6-7=-2149/146, 7-8=-378/51, 8-9=-338/63 BOT CHORD 2-14=-215/2060, 14-15=-204/2259, 13-15=-204/2259, 12-13=-204/2259, 11-12=-204/2259, 11-16=-204/2259, 10-16=-204/2259, 9-10=-83/1759 WEBS 3-14=-306/153, 4-14=0/722, 5-14=-757/164, 5-12=0/337, 5-10=-866/162, 6-10=-0/660, 7-9=-2011/110 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * 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 = 8.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9 except (jt=lb) 2=140. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job B0364-16 Truss F4 Truss Type HIP Qty 1 Ply 1 880 Pine Brook / Parade3/16(ID)RP Job Reference (optional) Run: 8.000 s Feb 26 2016 Print: 8.000 s Feb 26 2016 MiTek Industries, Inc. Wed Mar 16 16:40:55 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:G7KbK?ZfpGgaMUtdsy_jEIzaJ8u-2mwcWh8QxzIIiznQalhZBGYW_QRxW13SF7F0WjzaHq6 Scale = 1:66.7 T2 T3 T4 B1 B3 B4 B3 B5 W2 W3 W4 W5 W6 W7 W8 W9 W10 W11 W12 W13 W14 W15T1 T5 B2 W1 1 2 3 4 5 6 7 8 9 10 11 12 13 21 20 19 18 17 16 15 1422 23 5x14 4x4 5x6 3x8 4x4 5x8 5x6 5x6 5x6 4x4 5x6 3x8 3x4 3x4 3x4 5x8 3x4 4x4 3x4 1-0-0 1-0-0 1-2-12 0-2-12 6-2-7 4-11-11 12-0-0 5-9-9 20-5-8 8-5-8 21-11-8 1-6-0 23-0-0 1-0-8 31-0-8 8-0-8 32-6-8 1-6-0 35-0-0 2-5-8 -1-6-0 1-6-0 6-2-7 6-2-7 12-0-0 5-9-9 16-2-12 4-2-12 20-5-8 4-2-12 21-11-8 1-6-0 23-0-0 1-0-8 31-0-8 8-0-8 32-6-8 1-6-0 35-0-0 2-5-8 36-6-0 1-6-0 0- 4 - 7 8- 2 - 1 0 8- 4 - 7 0- 4 - 7 1- 0 - 0 8- 2 - 1 0 8.00 12 8.00 12 Plate Offsets (X,Y)-- [3:0-6-12,0-3-0], [4:0-2-0,0-1-12], [8:0-3-0,0-2-3], [10:0-1-12,0-1-8], [11:0-1-12,0-2-0], [15:0-3-0,0-3-0], [16:0-4-0,0-2-12], [18:0-3-4,0-2-0], [20:0-3-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.95 0.61 0.78 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.26 -0.50 0.21 0.05 (loc) 18-19 18-19 12 15-16 l/defl >999 >802 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 228 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 2-21. WEBS 1 Row at midpt 5-19, 5-18, 6-18, 10-16, 3-21 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 12=1872/0-5-8 (min. 0-2-0), 21=1967/0-5-8 (min. 0-2-2) Max Horz21=-174(LC 6) Max Uplift12=-153(LC 9), 21=-157(LC 8) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-2055/155, 4-5=-1583/168, 5-6=-1788/164, 6-7=-1923/162, 7-8=-1878/166, 8-9=-2291/137, 9-10=-2496/119, 10-11=-4093/246, 11-12=-2574/145 BOT CHORD 20-21=-141/1788, 19-20=-142/1787, 19-22=-109/1792, 22-23=-109/1792, 18-23=-109/1792, 17-18=-89/2082, 16-17=-42/1907, 15-16=-172/3441, 14-15=-43/2211, 12-14=-43/1946 WEBS 3-19=-270/146, 4-19=-22/671, 5-19=-589/149, 6-18=-1001/50, 6-17=0/662, 7-17=-151/464, 7-16=-371/202, 8-16=-64/748, 10-16=-1561/274, 10-15=0/708, 11-15=-133/1763, 11-14=-1205/26, 3-21=-2313/167 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * 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 = 8.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 12=153, 21=157. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job B0364-16 Truss F5 Truss Type HIP Qty 1 Ply 1 880 Pine Brook / Parade3/16(ID)RP Job Reference (optional) Run: 8.000 s Feb 26 2016 Print: 8.000 s Feb 26 2016 MiTek Industries, Inc. Wed Mar 16 16:40:57 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:G7KbK?ZfpGgaMUtdsy_jEIzaJ8u-?82NxN9gTbY?yGxpiAj1GhevSE8j_yOliRk7abzaHq4 Scale = 1:70.2 T2 T3 T4 B1 B3 B4 B3 B5 W2 W3 W4 W5 W6 W7 W8 W9 W10 W11 W12T1 T5B2 W1 1 2 3 4 5 6 7 8 9 10 18 17 16 15 14 13 12 1119 5x14 5x6 7x10 MT20HS 5x6 4x6 3x4 5x6 5x8 5x6 4x4 2x4 3x4 5x6 4x4 2x4 3x4 1-0-0 1-0-0 1-2-12 0-2-12 7-2-7 5-11-11 14-0-0 6-9-9 20-5-8 6-5-8 21-11-8 1-6-0 31-0-8 9-1-0 32-6-8 1-6-0 35-0-0 2-5-8 -1-6-0 1-6-0 7-2-7 7-2-7 14-0-0 6-9-9 21-0-0 7-0-0 26-0-4 5-0-4 31-0-8 5-0-4 32-6-8 1-6-0 35-0-0 2-5-8 36-6-0 1-6-0 0- 4 - 7 9- 6 - 1 0 9- 8 - 7 0- 4 - 7 1- 0 - 0 9- 6 - 1 0 8.00 12 8.00 12 Plate Offsets (X,Y)-- [2:0-0-0,0-0-4], [3:0-7-0,0-3-0], [4:0-3-0,0-2-0], [5:0-5-0,0-0-12], [6:0-0-8,0-2-0], [8:0-3-0,0-3-0], [12:0-2-12,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.76 0.52 0.72 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.24 -0.61 0.20 0.07 (loc) 12-13 12-13 9 12-13 l/defl >999 >663 n/a >999 L/d 360 240 n/a 240 PLATES MT20 MT20HS Weight: 210 lb FT = 0% GRIP 220/195 165/146 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 3-0-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-15, 4-14, 5-14, 3-18 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 9=1872/0-5-8 (min. 0-2-0), 18=1967/0-5-8 (min. 0-2-2) Max Horz18=-200(LC 6) Max Uplift9=-165(LC 9), 18=-170(LC 8) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-255/133, 3-4=-1946/176, 4-5=-1527/194, 5-6=-2222/193, 6-7=-4006/325, 7-8=-3917/230, 8-9=-2610/179 BOT CHORD 17-18=-157/1804, 16-17=-158/1804, 15-16=-158/1804, 15-19=-54/1478, 14-19=-53/1479, 13-14=0/1870, 12-13=-29/2194, 11-12=-83/2290, 9-11=-80/2004 WEBS 3-15=-428/172, 4-15=-42/431, 4-14=-169/296, 5-14=-1002/11, 5-13=-19/1641, 6-13=-695/192, 6-12=-141/1522, 7-12=-301/131, 8-12=-30/1393, 8-11=-1189/45, 3-18=-2216/151 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 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, with BCDL = 8.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 9=165, 18=170. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job B0364-16 Truss F6 Truss Type HIP Qty 1 Ply 1 880 Pine Brook / Parade3/16(ID)RP Job Reference (optional) Run: 8.000 s Feb 26 2016 Print: 8.000 s Feb 26 2016 MiTek Industries, Inc. Wed Mar 16 16:40:58 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:G7KbK?ZfpGgaMUtdsy_jEIzaJ8u-TLcl9jAIEugsZQW?GtFGovA4hdTWjO?vx5Ug62zaHq3 Scale = 1:74.4 T2 T3 T4 B1 B3 B4 B3 B5 W2 W3 W4 W5 W8 W9 W10 W11 W12 W13 HW1 T1 B2 W1 W6 W7 1 2 3 4 5 6 7 8 9 10 11 12 13 20 19 18 17 16 15 1421 22 3x4 5x6 4x4 3x4 5x6 5x8 5x8 5x8 5x6 4x4 4x8 5x6 3x4 4x4 4x4 2x4 3x4 3x4 1-0-0 1-0-0 1-2-12 0-2-12 8-2-7 6-11-11 16-0-0 7-9-9 19-0-0 3-0-0 20-5-8 1-5-8 21-11-8 1-6-0 31-0-8 9-1-0 32-6-8 1-6-0 35-0-0 2-5-8 -1-6-0 1-6-0 8-2-7 8-2-7 16-0-0 7-9-9 19-0-0 3-0-0 20-5-8 1-5-8 21-11-8 1-6-0 26-6-0 4-6-8 31-0-8 4-6-8 32-6-8 1-6-0 35-0-0 2-5-8 36-6-0 1-6-0 0- 4 - 7 10 - 1 0 - 1 0 11 - 0 - 7 0- 4 - 7 1- 0 - 0 10 - 1 0 - 1 0 8.00 12 8.00 12 Plate Offsets (X,Y)-- [2:0-0-13,Edge], [3:0-2-10,0-2-0], [5:0-3-0,0-2-0], [6:0-2-0,0-1-8], [7:0-0-8,0-2-0], [8:0-1-0,0-2-0], [11:0-1-12,0-1-8], [15:0-2-12,0-2-8], [16:0-2-12,0-2-8], [17:0-3-0,0-2-0], [19:0-3-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.73 0.55 0.83 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.25 -0.63 0.22 0.08 (loc) 15-16 15-16 12 15-16 l/defl >999 >641 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 230 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std WEDGE Left: 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-18, 5-17, 3-20, 7-17 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 12=1872/0-5-8 (min. 0-2-0), 20=1966/0-5-8 (min. 0-2-2) Max Horz20=-226(LC 6) Max Uplift12=-175(LC 9), 20=-180(LC 8) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-357/90, 3-4=-1828/168, 4-5=-1618/200, 5-6=-1340/223, 6-7=-1792/261, 7-8=-2233/200, 8-9=-3958/340, 9-10=-3894/253, 10-11=-3915/246, 11-12=-2608/195 BOT CHORD 19-20=-178/1809, 19-21=-178/1809, 18-21=-178/1809, 18-22=-15/1346, 17-22=-15/1346, 16-17=-2/2166, 15-16=-59/2253, 14-15=-96/2233, 12-14=-94/2002 WEBS 3-19=0/269, 3-18=-602/200, 5-18=-60/535, 5-17=-304/280, 7-16=0/1801, 8-16=-710/173, 8-15=-133/1448, 9-15=-260/121, 11-15=-36/1418, 11-14=-1166/52, 3-20=-2115/134, 6-17=-120/731, 7-17=-1901/122 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * 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 = 8.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 12=175, 20=180. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job B0364-16 Truss F7 Truss Type Roof Special Qty 1 Ply 1 880 Pine Brook / Parade3/16(ID)RP Job Reference (optional) Run: 8.000 s Feb 26 2016 Print: 8.000 s Feb 26 2016 MiTek Industries, Inc. Wed Mar 16 16:40:58 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:G7KbK?ZfpGgaMUtdsy_jEIzaJ8u-TLcl9jAIEugsZQW?GtFGovA9FdUAjOmvx5Ug62zaHq3 Scale = 1:76.9 T2 T3 B1 B3 B4 B3 B5 W2 W3 W4 W5 W6 W7 W8 W9 W10 W11 W12 W13 W14W1 B21 2 3 4 5 6 7 8 9 10 11 12 13 14 22 21 20 19 18 17 16 1523 24 3x6 5x6 3x6 3x6 3x6 5x6 10x10 5x8 5x6 3x6 3x4 4x6 3x4 3x8 7x10 MT20HS 2x4 4x4 2x4 3x4 3x4 1-0-0 1-0-0 1-2-12 0-2-12 8-11-7 7-8-11 17-6-0 8-6-9 20-5-8 2-11-8 21-11-8 1-6-0 31-0-8 9-1-0 32-6-8 1-6-0 35-0-0 2-5-8 -1-6-0 1-6-0 6-1-4 6-1-4 11-9-10 5-8-6 17-6-0 5-8-6 20-5-8 2-11-8 21-11-8 1-6-0 26-6-0 4-6-8 31-0-8 4-6-8 32-6-8 1-6-0 35-0-0 2-5-8 36-6-0 1-6-0 0- 4 - 7 12 - 0 - 7 0- 4 - 7 1- 0 - 0 8.00 12 8.00 12 Plate Offsets (X,Y)-- [2:0-6-0,0-0-6], [7:0-4-2,0-1-12], [9:0-1-0,0-2-0], [12:0-1-12,0-1-8], [13:0-3-9,0-1-8], [16:0-2-12,0-2-12], [17:0-4-12,0-3-4] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.44 0.51 0.78 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.27 -0.51 0.20 0.08 (loc) 19-20 16-17 13 16-17 l/defl >999 >800 n/a >999 L/d 360 240 n/a 240 PLATES MT20 MT20HS Weight: 236 lb FT = 0% GRIP 220/195 165/146 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 3-1-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 2-22. WEBS 1 Row at midpt 5-19, 7-19, 7-18, 3-22 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 13=1872/0-5-8 (min. 0-2-0), 22=1967/0-5-8 (min. 0-2-2) Max Horz22=246(LC 7) Max Uplift13=-180(LC 9), 22=-186(LC 8) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-266/245, 3-4=-2152/206, 4-5=-2016/230, 5-6=-1633/240, 6-7=-1506/236, 7-8=-2182/285, 8-9=-2248/212, 9-10=-3888/341, 10-11=-3954/329, 11-12=-3917/254, 12-13=-2591/207 BOT CHORD 21-22=-226/1783, 20-21=-226/1783, 20-23=-124/1584, 23-24=-124/1584, 19-24=-124/1584, 18-19=-20/1429, 17-18=-8/1664, 16-17=-79/2258, 15-16=-101/2226, 13-15=-103/1990 WEBS 5-20=-46/364, 5-19=-614/200, 6-19=-185/1223, 7-19=-732/204, 7-18=-833/0, 7-17=-110/1767, 8-17=-260/118, 9-17=-719/173, 9-16=-126/1440, 11-16=-251/120, 12-16=-27/1431, 12-15=-1189/42, 3-22=-2369/258 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * 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 = 8.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 13=180, 22=186. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0364-16 Truss F8 Truss Type Roof Special Qty 1 Ply 1 880 Pine Brook / Parade3/16(ID)RP Job Reference (optional) Run: 8.000 s Feb 26 2016 Print: 8.000 s Feb 26 2016 MiTek Industries, Inc. Wed Mar 16 16:41:00 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:G7KbK?ZfpGgaMUtdsy_jEIzaJ8u-PjjVZPBZlWwapkfONIHktKGVhRA6BHECPPznBwzaHq1 Scale = 1:76.9 T2 T3 B1 B2 B3 B2 B4W1W2 W3 W4 W5 W6 W7 W8 W9 W10 W11 W12 W13 W14 T1 B51 2 3 4 5 6 7 8 9 10 11 12 13 21 20 19 18 17 16 15 1422 23 3x6 5x6 3x6 3x6 5x6 5x8 10x10 5x6 3x6 3x4 2x4 4x4 2x4 7x10 MT20HS 3x8 3x4 3x4 4x4 3x4 3x6 2-5-8 2-5-8 3-11-8 1-6-0 13-0-8 9-1-0 14-6-8 1-6-0 17-6-0 2-11-8 25-7-10 8-1-10 33-9-4 8-1-10 34-0-0 0-2-12 35-0-0 1-0-0 -1-6-0 1-6-0 2-5-8 2-5-8 3-11-8 1-6-0 8-6-0 4-6-8 13-0-8 4-6-8 14-6-8 1-6-0 17-6-0 2-11-8 23-2-6 5-8-6 28-10-12 5-8-6 35-0-0 6-1-4 0- 4 - 7 12 - 0 - 7 0- 4 - 7 1- 0 - 0 8.00 12 8.00 12 Plate Offsets (X,Y)-- [2:0-3-9,0-1-8], [3:0-1-12,0-1-8], [6:0-1-0,0-2-0], [8:0-4-6,0-1-12], [13:0-3-9,0-1-8], [19:0-4-12,0-3-4], [20:0-2-12,0-2-12] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.38 0.48 0.78 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.24 -0.51 0.20 0.10 (loc) 15-17 19-20 14 19-20 l/defl >999 >798 n/a >999 L/d 360 240 n/a 240 PLATES MT20 MT20HS Weight: 234 lb FT = 0% GRIP 220/195 165/146 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 3-1-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 8-18, 8-17, 10-17, 12-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 2=1879/0-5-8 (min. 0-2-0), 14=1823/0-5-8 (min. 0-1-15) Max Horz2=240(LC 7) Max Uplift2=-181(LC 8), 14=-156(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2603/209, 3-4=-3936/373, 4-5=-3973/446, 5-6=-3907/458, 6-7=-2263/240, 7-8=-2197/312, 8-9=-1518/239, 9-10=-1644/242, 10-11=-2037/234, 11-12=-2175/209, 12-13=-441/27 BOT CHORD 2-21=-283/2000, 20-21=-300/2237, 19-20=-256/2271, 18-19=-74/1676, 17-18=-79/1440, 16-17=-58/1607, 16-22=-58/1607, 22-23=-58/1607, 15-23=-58/1607, 14-15=-102/1832, 13-14=0/280 WEBS 3-21=-1194/143, 3-20=-139/1438, 4-20=-251/118, 6-20=-213/1444, 6-19=-720/196, 7-19=-260/115, 8-19=-226/1772, 8-18=-840/9, 8-17=-737/207, 9-17=-187/1235, 10-17=-637/202, 10-15=-47/378, 12-15=-258/157, 12-14=-2053/197 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * 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 = 8.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=181, 14=156. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0364-16 Truss F9 Truss Type Common Qty 1 Ply 1 880 Pine Brook / Parade3/16(ID)RP Job Reference (optional) Run: 8.000 s Feb 26 2016 Print: 8.000 s Feb 26 2016 MiTek Industries, Inc. Wed Mar 16 16:41:00 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:G7KbK?ZfpGgaMUtdsy_jEIzaJ8u-PjjVZPBZlWwapkfONIHktKGUKRAkBE9CPPznBwzaHq1 Scale = 1:76.1 T2 T2 B1 W4 W3 W2 W1 W3 W2 W1 W5 T1 T3 B1B21 2 3 4 5 6 7 8 9 10 16 15 14 13 12 1117 18 19 20 3x6 5x6 3x6 3x6 3x6 3x8 3x4 3x4 4x4 3x4 3x4 2x4 3x4 3x6 3x6 8-11-7 8-11-7 17-6-0 8-6-9 26-0-9 8-6-9 32-0-0 5-11-7 35-0-0 3-0-0 -1-6-0 1-6-0 6-1-4 6-1-4 11-9-10 5-8-6 17-6-0 5-8-6 23-2-6 5-8-6 28-10-12 5-8-6 35-0-0 6-1-4 0- 4 - 7 12 - 0 - 7 0- 4 - 7 8.00 12 Plate Offsets (X,Y)-- [2:0-3-9,0-1-8], [10:0-3-9,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.40 0.50 0.98 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.19 -0.32 0.08 0.05 (loc) 14-16 12-14 11 2-16 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 190 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 3-10-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 10-11. WEBS 1 Row at midpt 7-14, 7-12, 5-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 2=1759/0-5-8 (min. 0-1-14), 11=1943/0-5-8 (min. 0-2-1) Max Horz2=240(LC 7) Max Uplift2=-175(LC 8), 11=-166(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2424/217, 3-4=-2128/216, 4-5=-1987/240, 5-6=-1435/220, 6-7=-1434/229, 7-8=-1437/191, 8-9=-1580/167, 9-10=-54/476 BOT CHORD 2-16=-258/1921, 16-17=-138/1531, 17-18=-138/1531, 15-18=-138/1531, 14-15=-138/1531, 13-14=-41/1255, 13-19=-41/1255, 19-20=-41/1255, 12-20=-41/1255, 11-12=-48/1002, 10-11=-270/92 WEBS 6-14=-138/985, 7-14=-389/182, 9-12=0/395, 5-14=-719/213, 5-16=-67/543, 3-16=-386/166, 9-11=-2181/207 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 = 8.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=175, 11=166. 6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0364-16 Truss F10 Truss Type Roof Special Qty 2 Ply 1 880 Pine Brook / Parade3/16(ID)RP Job Reference (optional) Run: 8.000 s Feb 26 2016 Print: 8.000 s Feb 26 2016 MiTek Industries, Inc. Wed Mar 16 16:41:01 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:G7KbK?ZfpGgaMUtdsy_jEIzaJ8u-twHunlCBWp2RQuEax0ozQXobIrTRwhNLd3iKjMzaHq0 Scale = 1:74.0 T2 T2 B1 B2 B3 W1 W2 W3 W4 W5 W6 W7 W8 T1 T3 B41 2 3 4 5 6 7 8 9 1015 14 13 12 1116 17 3x6 5x6 3x6 3x8 5x6 5x8 3x6 2x4 4x4 3x4 3x4 4x4 3x4 3x6 8-6-0 8-6-0 16-6-8 8-0-8 25-6-13 9-0-5 32-0-0 6-5-3 35-0-0 3-0-0 -1-6-0 1-6-0 6-1-3 6-1-3 11-9-10 5-8-6 17-6-0 5-8-6 23-2-6 5-8-6 28-10-12 5-8-6 35-0-0 6-1-4 0- 4 - 7 12 - 0 - 7 0- 4 - 7 2- 8 - 3 8.00 12 4.00 12 Plate Offsets (X,Y)-- [2:0-0-13,Edge], [5:0-0-12,0-2-0], [10:0-3-9,0-1-8], [14:0-2-12,0-2-8], [15:0-2-12,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.64 0.67 0.98 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.29 -0.53 0.31 0.12 (loc) 12-14 12-14 11 15 l/defl >999 >721 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 186 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std *Except* W2: 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BRACING- TOP CHORD Structural wood sheathing directly applied or 2-5-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-14, 7-14, 7-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 2=1759/0-5-8 (min. 0-1-12), 11=1943/0-5-8 (min. 0-2-1) Max Horz2=240(LC 5) Max Uplift2=-174(LC 8), 11=-166(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4358/487, 3-4=-3919/406, 4-5=-3782/431, 5-6=-1502/222, 6-7=-1406/230, 7-8=-1460/185, 8-9=-1603/161, 9-10=-56/475 BOT CHORD 2-15=-515/3644, 14-15=-194/1976, 13-14=-41/1257, 13-16=-41/1257, 16-17=-41/1257, 12-17=-41/1257, 11-12=-49/999, 10-11=-269/93 WEBS 3-15=-348/177, 5-15=-274/2416, 5-14=-1400/288, 6-14=-148/969, 7-14=-402/177, 9-12=0/380, 9-11=-2177/210 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 = 8.0psf. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=174, 11=166. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0364-16 Truss F11 Truss Type Roof Special Qty 1 Ply 1 880 Pine Brook / Parade3/16(ID)RP Job Reference (optional) Run: 8.000 s Feb 26 2016 Print: 8.000 s Feb 26 2016 MiTek Industries, Inc. Wed Mar 16 16:41:02 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:G7KbK?ZfpGgaMUtdsy_jEIzaJ8u-L6rG_5DpH7AI22pmVjJCzlLljFoxfEzUsiSuFpzaHq? Scale = 1:75.5 T2 T2 B1 B2 B3 W1 W2 W3 W4 W5 W6 W7 W8T1 B41 2 3 4 5 6 7 8 9 1015 14 13 12 1116 17 3x6 5x6 3x6 3x8 6x8 5x8 3x6 2x4 3x6 3x4 3x4 4x4 3x4 3x6 8-6-0 8-6-0 16-6-8 8-0-8 25-6-13 9-0-5 33-9-4 8-2-7 34-0-0 0-2-12 35-0-0 1-0-0 -1-6-0 1-6-0 6-1-3 6-1-3 11-9-10 5-8-6 17-6-0 5-8-6 23-2-6 5-8-6 28-10-12 5-8-6 35-0-0 6-1-4 0- 4 - 7 12 - 0 - 7 0- 4 - 7 2- 8 - 3 8.00 12 4.00 12 Plate Offsets (X,Y)-- [2:0-1-1,0-0-5], [5:0-1-8,0-1-8], [10:0-3-9,0-1-8], [14:0-2-12,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.73 0.71 0.64 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.35 -0.61 0.36 0.13 (loc) 12-14 12-14 11 15 l/defl >999 >665 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 188 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std *Except* W2: 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-2-5 oc bracing. WEBS 1 Row at midpt 5-14, 7-14, 9-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 2=1879/0-5-8 (min. 0-1-14), 11=1823/0-5-8 (min. 0-1-15) Max Horz2=240(LC 5) Max Uplift2=-180(LC 8), 11=-156(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4740/505, 3-4=-4309/425, 4-5=-4172/450, 5-6=-1714/240, 6-7=-1597/239, 7-8=-2034/231, 8-9=-2173/207, 9-10=-439/28 BOT CHORD 2-15=-531/3971, 14-15=-206/2206, 13-14=-57/1606, 13-16=-57/1606, 16-17=-57/1606, 12-17=-57/1606, 11-12=-101/1833, 10-11=0/275 WEBS 3-15=-340/177, 5-15=-283/2614, 5-14=-1482/291, 6-14=-159/1194, 7-14=-650/201, 7-12=-43/399, 9-12=-257/157, 9-11=-2056/195 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 = 8.0psf. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=180, 11=156. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0364-16 Truss F12 Truss Type Roof Special Qty 5 Ply 1 880 Pine Brook / Parade3/16(ID)RP Job Reference (optional) Run: 8.000 s Feb 26 2016 Print: 8.000 s Feb 26 2016 MiTek Industries, Inc. Wed Mar 16 16:41:03 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:G7KbK?ZfpGgaMUtdsy_jEIzaJ8u-pIPeCQER2RI9gBOz2RqRVyuwYe8DOhFe5MBRoFzaHq_ Scale = 1:76.7 T2 T2 B1 B2 B3 W1 W2 W3 W4 W5 W6 W7 W8T1 B41 2 3 4 5 6 7 8 9 10 11 16 15 14 13 1217 18 3x6 5x6 3x6 3x8 6x8 5x8 3x6 2x4 3x6 3x4 3x4 4x6 3x4 3x6 8-6-0 8-6-0 16-6-8 8-0-8 25-6-13 9-0-5 33-9-4 8-2-7 34-0-0 0-2-12 35-0-0 1-0-0 -1-6-0 1-6-0 6-1-3 6-1-3 11-9-10 5-8-6 17-6-0 5-8-6 23-2-6 5-8-6 28-10-12 5-8-6 35-0-0 6-1-4 36-6-0 1-6-0 0- 4 - 7 12 - 0 - 7 0- 4 - 7 2- 8 - 3 8.00 12 4.00 12 Plate Offsets (X,Y)-- [2:0-1-1,0-0-5], [5:0-1-8,0-1-8], [10:0-6-0,0-0-6], [15:0-2-12,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.72 0.71 0.64 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.35 -0.61 0.36 0.13 (loc) 13-15 13-15 12 16 l/defl >999 >661 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 190 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std *Except* W2: 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-15, 7-15, 9-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 2=1872/0-5-8 (min. 0-1-14), 12=1967/0-5-8 (min. 0-2-2) Max Horz2=-247(LC 6) Max Uplift2=-180(LC 8), 12=-185(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4716/490, 3-4=-4285/410, 4-5=-4148/434, 5-6=-1701/237, 6-7=-1585/239, 7-8=-1998/222, 8-9=-2135/197, 9-10=-299/235 BOT CHORD 2-16=-504/3951, 15-16=-188/2192, 14-15=-43/1584, 14-17=-43/1584, 17-18=-43/1584, 13-18=-43/1584, 12-13=-75/1779 WEBS 3-16=-340/177, 5-16=-267/2602, 5-15=-1477/285, 6-15=-158/1181, 7-15=-632/197, 7-13=-35/371, 9-12=-2358/271 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 = 8.0psf. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=180, 12=185. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0364-16 Truss F13 Truss Type Roof Special Qty 1 Ply 1 880 Pine Brook / Parade3/16(ID)RP Job Reference (optional) Run: 8.000 s Feb 26 2016 Print: 8.000 s Feb 26 2016 MiTek Industries, Inc. Wed Mar 16 16:41:03 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:G7KbK?ZfpGgaMUtdsy_jEIzaJ8u-pIPeCQER2RI9gBOz2RqRVyuvre8uOgye5MBRoFzaHq_ Scale = 1:74.0 T2 T2 B1 B2 B3 W1 W2 W3 W4 W5 W6 W7 T1 T3 B4 HW1 1 2 3 4 5 6 7 8 9 1014 13 12 1115 16 3x6 5x6 3x6 4x8 6x8 5x8 3x6 2x4 3x6 3x4 3x4 2x4 3x6 8-6-0 8-6-0 16-6-8 8-0-8 25-6-13 9-0-5 35-0-0 9-5-3 -1-6-0 1-6-0 6-1-3 6-1-3 11-9-10 5-8-6 17-6-0 5-8-6 23-2-6 5-8-6 28-10-12 5-8-6 35-0-0 6-1-4 0- 4 - 7 12 - 0 - 7 0- 4 - 7 2- 8 - 3 8.00 12 4.00 12 Plate Offsets (X,Y)-- [2:0-1-2,Edge], [5:0-1-4,0-1-8], [10:0-3-9,0-1-8], [13:0-2-12,0-2-8], [14:0-4-0,0-3-4] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.77 0.73 0.66 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.36 -0.63 0.38 0.14 (loc) 11-13 13-14 10 13-14 l/defl >999 >668 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 181 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std *Except* W2: 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEDGE Left: 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-1-10 oc bracing. WEBS 1 Row at midpt 5-13, 7-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 2=1933/0-5-8 (min. 0-1-15), 10=1769/1-5-8 (min. 0-1-14) Max Horz2=240(LC 5) Max Uplift2=-183(LC 8), 10=-151(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4914/514, 3-4=-4487/434, 4-5=-4350/458, 5-6=-1807/248, 6-7=-1679/244, 7-8=-2311/255, 8-9=-2457/231, 9-10=-2767/248 BOT CHORD 2-14=-538/4120, 13-14=-211/2310, 12-13=-65/1767, 12-15=-65/1767, 15-16=-65/1767, 11-16=-65/1767, 10-11=-134/2216 WEBS 3-14=-337/176, 5-14=-287/2709, 5-13=-1519/293, 6-13=-165/1289, 7-13=-771/213, 7-11=-63/613, 9-11=-455/178 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 = 8.0psf. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=183, 10=151. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0364-16 Truss F14 Truss Type Roof Special Qty 3 Ply 1 880 Pine Brook / Parade3/16(ID)RP Job Reference (optional) Run: 8.000 s Feb 26 2016 Print: 8.000 s Feb 26 2016 MiTek Industries, Inc. Wed Mar 16 16:41:04 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:G7KbK?ZfpGgaMUtdsy_jEIzaJ8u-IUz0PmF3pkQ0HLz9c8Lg2AQAJ2YC75GnJ0x_JhzaHpz Scale = 1:74.0 T2 T2 B1 B2 B3 W1 W2 W3 W4 W5 W6 W7 T1 T3 B41 2 3 4 5 6 7 8 9 1014 13 12 1115 16 3x6 5x6 3x6 3x6 5x6 6x8 3x6 2x4 3x4 3x4 3x4 2x4 3x6 8-6-0 8-6-0 16-6-8 8-0-8 16-8-4 0-1-12 25-6-13 8-10-9 35-0-0 9-5-3 -1-6-0 1-6-0 6-1-3 6-1-3 11-9-10 5-8-6 17-6-0 5-8-6 23-2-6 5-8-6 28-10-12 5-8-6 35-0-0 6-1-4 0- 4 - 7 12 - 0 - 7 0- 4 - 7 2- 8 - 3 8.00 12 4.00 12 Plate Offsets (X,Y)-- [2:0-0-13,Edge], [10:0-3-9,0-1-8], [13:0-5-0,Edge], [14:0-2-4,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.40 0.41 0.78 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.23 -0.33 0.04 0.06 (loc) 11-13 10-11 13 10-11 l/defl >957 >661 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 179 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 5-11-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-13, 6-13, 7-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 2=602/0-5-8 (min. 0-1-8), 13=2505/0-3-8 (min. 0-2-11), 10=589/Mechanical Max Horz2=240(LC 5) Max Uplift2=-62(LC 9), 13=-263(LC 8), 10=-119(LC 9) Max Grav2=659(LC 19), 13=2505(LC 1), 10=773(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-848/74, 3-4=-345/131, 5-6=-57/818, 6-7=-20/704, 7-8=-431/271, 8-9=-680/225, 9-10=-988/208 BOT CHORD 2-14=-216/640, 13-14=-330/196, 12-13=-282/291, 12-15=-282/291, 15-16=-282/291, 11-16=-282/291, 10-11=-140/740 WEBS 3-14=-477/195, 5-14=-73/594, 5-13=-677/199, 6-13=-1187/95, 7-13=-781/213, 7-11=-62/620, 9-11=-462/177 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 = 8.0psf. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except (jt=lb) 13=263, 10=119. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0364-16 Truss F15 Truss Type HIP Qty 1 Ply 1 880 Pine Brook / Parade3/16(ID)RP Job Reference (optional) Run: 8.000 s Feb 26 2016 Print: 8.000 s Feb 26 2016 MiTek Industries, Inc. Wed Mar 16 16:41:05 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:G7KbK?ZfpGgaMUtdsy_jEIzaJ8u-mhXOd6Fha2YtvVYLAstvaNzFvStJsaixYggYr8zaHpy Scale = 1:74.8 T2 T3 T4 B1 B3 B4 W1 W2 W3 W4 W5 W6 W7 W8 T1 T5 B2 1 2 3 4 5 6 7 8 9 13 12 11 10 14 15 4x4 5x6 5x6 4x4 3x4 3x4 5x6 3x4 5x10 MT20HS 3x4 5x6 5x6 8-2-7 8-2-7 16-0-0 7-9-9 18-3-12 2-3-12 18-5-8 0-1-12 19-0-0 0-6-8 26-6-0 7-6-0 35-0-0 8-6-0 8-2-7 8-2-7 16-0-0 7-9-9 19-0-0 3-0-0 26-6-0 7-6-0 30-6-9 4-0-9 35-0-0 4-5-7 36-6-0 1-6-0 0- 4 - 7 10 - 1 0 - 1 0 11 - 0 - 7 0- 4 - 7 2- 8 - 3 10 - 1 0 - 1 0 8.00 12 4.00 12 Plate Offsets (X,Y)-- [1:0-0-11,Edge], [2:0-1-12,0-1-8], [3:0-2-0,Edge], [4:0-3-0,0-2-0], [5:0-3-5,Edge], [6:0-1-12,0-1-8], [7:0-3-0,0-3-0], [8:0-1-1,0-0-9], [10:0-2-8,0-2-8], [11:0-4-4 ,0-2-4], [13:0-3-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.80 0.48 0.70 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.15 -0.30 0.04 0.09 (loc) 1-13 1-13 8 1-13 l/defl >999 >741 n/a >999 L/d 360 240 n/a 240 PLATES MT20 MT20HS Weight: 192 lb FT = 0% GRIP 220/195 165/146 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 5-4-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 2-12, 4-11, 5-11, 6-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 1=550/Mechanical, 8=559/0-5-8 (min. 0-1-8), 11=2587/0-3-8 (min. 0-2-12) Max Horz1=-219(LC 4) Max Uplift1=-83(LC 8), 8=-114(LC 9), 11=-133(LC 8) Max Grav1=774(LC 19), 8=609(LC 20), 11=2587(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-974/290, 2-3=-174/479, 3-4=0/597, 4-5=0/653, 5-6=0/893, 6-7=-276/164, 7-8=-739/123 BOT CHORD 1-14=-204/665, 13-14=-204/665, 13-15=-204/665, 12-15=-204/665, 11-12=-431/235, 8-10=-37/557 WEBS 2-13=0/336, 2-12=-946/233, 4-12=-85/603, 4-11=-1225/143, 5-11=-836/66, 6-11=-882/142, 6-10=0/383, 7-10=-337/124 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 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, with BCDL = 8.0psf. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 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 100 lb uplift at joint(s) 1 except (jt=lb) 8=114, 11=133. 10) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job B0364-16 Truss F16 Truss Type HIP Qty 1 Ply 1 880 Pine Brook / Parade3/16(ID)RP Job Reference (optional) Run: 8.000 s Feb 26 2016 Print: 8.000 s Feb 26 2016 MiTek Industries, Inc. Wed Mar 16 16:41:06 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:G7KbK?ZfpGgaMUtdsy_jEIzaJ8u-Et5nqSGJLMhkXf7XkZO87bVSJsEgb1A4nKQ5NazaHpx Scale = 1:67.6 T2 T3 T4 B1 B3 B4 W1 W2 W3 W4 W5 W6 W7 W8 W9T1 T5 B2 1 2 3 4 5 6 7 8 9 15 14 13 12 11 10 16 5x8 5x6 5x6 3x4 3x4 3x4 5x8 3x4 2x4 3x4 3x4 3x4 5x6 2x4 7-2-7 7-2-7 14-0-0 6-9-9 18-3-12 4-3-12 18-5-8 0-1-12 21-0-0 2-6-8 26-6-0 5-6-0 35-0-0 8-6-0 7-2-7 7-2-7 14-0-0 6-9-9 21-0-0 7-0-0 26-6-0 5-6-0 30-6-9 4-0-9 35-0-0 4-5-7 36-6-0 1-6-0 0- 4 - 7 9- 6 - 1 0 9- 8 - 7 0- 4 - 7 2- 8 - 3 9- 6 - 1 0 8.00 12 4.00 12 Plate Offsets (X,Y)-- [1:0-2-0,Edge], [2:0-4-0,0-3-0], [3:0-3-0,0-2-0], [4:0-3-0,0-2-0], [5:0-1-12,0-1-8], [8:0-1-5,0-0-9], [10:0-2-8,0-2-8], [12:0-3-12,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.69 0.41 0.69 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.13 -0.28 0.04 0.06 (loc) 8-10 8-10 8 1-15 l/defl >999 >688 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 192 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 5-8-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 8-10. WEBS 1 Row at midpt 2-13, 3-12, 4-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 1=562/Mechanical, 12=2562/0-3-8 (min. 0-2-12), 8=572/0-5-8 (min. 0-1-8) Max Horz1=-194(LC 4) Max Uplift1=-86(LC 8), 12=-105(LC 8), 8=-117(LC 9) Max Grav1=769(LC 19), 12=2562(LC 1), 8=625(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1006/197, 2-3=-318/405, 3-4=0/770, 4-5=0/671, 6-7=-281/126, 7-8=-832/150 BOT CHORD 1-15=-173/704, 14-15=-174/702, 13-14=-174/702, 13-16=-312/213, 12-16=-312/213, 11-12=-492/214, 8-10=-52/646 WEBS 2-15=0/282, 2-13=-736/204, 3-13=-66/552, 3-12=-1322/123, 4-12=-1188/53, 4-11=-6/347, 5-11=-702/102, 5-10=0/376, 7-10=-451/161 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * 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 = 8.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb) 12=105, 8=117. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job B0364-16 Truss F17 Truss Type Hip Qty 1 Ply 1 880 Pine Brook / Parade3/16(ID)RP Job Reference (optional) Run: 8.000 s Feb 26 2016 Print: 8.000 s Feb 26 2016 MiTek Industries, Inc. Wed Mar 16 16:41:06 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:G7KbK?ZfpGgaMUtdsy_jEIzaJ8u-Et5nqSGJLMhkXf7XkZO87bVVosFyb2B4nKQ5NazaHpx Scale = 1:61.6 T1 T2 T3 B1 B3 B4W1W2 W3 W4 W5 W6 W7 W8 W9 W10 T4 B2 1 2 3 4 5 6 7 8 9 10 15 14 13 12 11 163x6 6x8 5x6 3x6 6x8 3x6 3x4 5x6 3x4 2x4 3x4 3x4 5x6 2x4 6-2-7 6-2-7 12-0-0 5-9-9 18-3-12 6-3-12 18-5-8 0-1-12 23-0-0 4-6-8 26-6-0 3-6-0 35-0-0 8-6-0 6-2-7 6-2-7 12-0-0 5-9-9 18-5-8 6-5-8 23-0-0 4-6-8 26-6-0 3-6-0 30-6-9 4-0-9 35-0-0 4-5-7 36-6-0 1-6-0 0- 4 - 7 8- 2 - 1 0 8- 4 - 7 0- 4 - 7 2- 8 - 3 8- 2 - 1 0 8.00 12 4.00 12 Plate Offsets (X,Y)-- [1:0-3-9,0-1-8], [2:0-1-12,0-1-8], [3:0-5-5,Edge], [5:0-3-0,0-2-0], [6:0-1-12,0-1-8], [9:0-0-13,Edge], [11:0-2-8,0-3-0], [13:0-5-0,Edge], [15:0-3-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.47 0.32 0.62 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.10 -0.23 0.05 0.03 (loc) 9-11 9-11 9 1-15 l/defl >999 >869 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 191 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std 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, Except: 10-0-0 oc bracing: 9-11. WEBS 1 Row at midpt 3-13, 5-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 1=564/Mechanical, 13=2534/0-3-8 (min. 0-2-11), 9=597/0-5-8 (min. 0-1-8) Max Horz1=-168(LC 4) Max Uplift1=-86(LC 8), 13=-78(LC 8), 9=-119(LC 9) Max Grav1=739(LC 19), 13=2534(LC 1), 9=641(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-997/122, 2-3=-423/272, 3-4=0/803, 4-5=0/803, 5-6=0/425, 7-8=-327/66, 8-9=-900/158 BOT CHORD 1-15=-158/713, 14-15=-158/713, 12-13=-342/183, 9-11=-60/706 WEBS 2-14=-599/169, 3-14=-46/503, 3-13=-1240/105, 4-13=-521/143, 5-13=-993/25, 5-12=-14/387, 6-12=-629/53, 6-11=0/408, 8-11=-478/184 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * 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 = 8.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 13 except (jt=lb) 9=119. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0364-16 Truss F18 Truss Type HIP Qty 1 Ply 1 880 Pine Brook / Parade3/16(ID)RP Job Reference (optional) Run: 8.000 s Feb 26 2016 Print: 8.000 s Feb 26 2016 MiTek Industries, Inc. Wed Mar 16 16:41:07 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:G7KbK?ZfpGgaMUtdsy_jEIzaJ8u-i3e91oHy6fpb8pikHGvNgo2g1GaNKRrD0_9ew0zaHpw Scale = 1:61.6 T1 T2 T3 B1 B3 B4W1 W2 W3 W4 W5 W6 W7 W8 W9 W10 B2 1 2 3 4 5 6 7 8 9 10 14 13 12 11 15 164x4 4x4 4x6 6x8 3x4 5x8 2x4 3x4 3x4 3x8 3x4 5x6 2x4 10-0-0 10-0-0 18-2-12 8-2-12 18-5-8 0-2-12 25-0-0 6-6-8 26-6-0 1-6-0 35-0-0 8-6-0 5-2-7 5-2-7 10-0-0 4-9-9 14-2-12 4-2-12 18-5-8 4-2-12 25-0-0 6-6-8 26-6-0 1-6-0 30-6-9 4-0-9 35-0-0 4-5-7 36-6-0 1-6-0 0- 4 - 7 6- 1 0 - 1 0 7- 0 - 7 0- 4 - 7 2- 8 - 3 6- 1 0 - 1 0 8.00 12 4.00 12 Plate Offsets (X,Y)-- [3:0-2-0,0-1-12], [6:0-3-0,0-1-12], [7:0-1-12,0-1-8], [9:0-1-5,0-0-9], [11:0-2-8,0-2-8], [13:0-5-0,Edge], [14:0-4-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.50 0.44 0.85 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.20 -0.36 0.04 0.04 (loc) 13-14 1-14 9 1-14 l/defl >999 >618 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 180 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std 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 4-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 1=626/Mechanical, 13=2425/0-5-8 (min. 0-2-9), 9=644/0-5-8 (min. 0-1-8) Max Horz1=-142(LC 4) Max Uplift1=-83(LC 8), 13=-75(LC 5), 9=-117(LC 9) Max Grav1=752(LC 19), 13=2425(LC 1), 9=679(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-995/138, 2-3=-625/103, 3-4=-416/120, 4-5=0/811, 7-8=-432/48, 8-9=-1012/160 BOT CHORD 1-14=-154/764, 14-15=-255/146, 15-16=-255/146, 13-16=-255/146, 12-13=-897/165, 11-12=0/283, 9-11=-62/802 WEBS 2-14=-442/167, 4-14=-39/772, 4-13=-1131/70, 5-13=-1086/135, 5-12=0/1009, 6-12=-363/88, 7-12=-523/55, 7-11=0/414, 8-11=-482/185 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * 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 = 8.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 13 except (jt=lb) 9=117. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job B0364-16 Truss F19 Truss Type HIP Qty 1 Ply 1 880 Pine Brook / Parade3/16(ID)RP Job Reference (optional) Run: 8.000 s Feb 26 2016 Print: 8.000 s Feb 26 2016 MiTek Industries, Inc. Wed Mar 16 16:41:08 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:G7KbK?ZfpGgaMUtdsy_jEIzaJ8u-AGCXF8IatzxSmzHwr_QcC0blNftu3uxNEevCSSzaHpv Scale = 1:62.2 T1 T2 T4 B1 B3 B4 W1 W2 W3 W4 W5 W6 W7 T3 B2 1 2 3 4 5 6 7 8 9 12 11 10 13 14 154x4 5x6 3x4 4x4 5x6 5x8 5x6 4x4 3x4 2x4 3x4 8-0-0 8-0-0 18-2-12 10-2-12 18-5-8 0-2-12 26-6-0 8-0-8 35-0-0 8-6-0 8-0-0 8-0-0 13-2-12 5-2-12 18-5-8 5-2-12 22-8-12 4-3-4 27-0-0 4-3-4 35-0-0 8-0-0 36-6-0 1-6-0 0- 4 - 7 5- 6 - 1 0 5- 8 - 7 0- 4 - 7 2- 8 - 3 5- 6 - 1 0 8.00 12 4.00 12 Plate Offsets (X,Y)-- [1:0-1-3,Edge], [2:0-3-0,0-2-3], [8:0-1-14,Edge], [11:0-3-0,0-2-8], [12:0-3-0,0-3-4] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.85 0.61 0.86 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.25 -0.53 0.04 0.11 (loc) 11-12 11-12 8 1-12 l/defl >884 >416 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 155 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 3-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 1=666/Mechanical, 11=2320/0-5-8 (min. 0-2-8), 8=710/0-5-8 (min. 0-1-8) Max Horz1=-116(LC 4) Max Uplift1=-84(LC 8), 11=-167(LC 5), 8=-126(LC 9) Max Grav1=729(LC 19), 11=2320(LC 1), 8=724(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-883/85, 2-3=-579/133, 3-4=-10/871, 4-5=-10/871, 5-6=-10/871, 6-7=-488/96, 7-8=-827/63 BOT CHORD 1-13=-81/572, 12-13=-81/572, 10-11=-260/86, 8-10=0/576 WEBS 3-12=-23/674, 3-11=-1261/145, 4-11=-430/99, 6-11=-1025/96, 6-10=0/797 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * 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 = 8.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb) 11=167, 8=126. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job B0364-16 Truss F20 Truss Type Hip Girder Qty 1 Ply 1 880 Pine Brook / Parade3/16(ID)RP Job Reference (optional) Run: 8.000 s Feb 26 2016 Print: 8.000 s Feb 26 2016 MiTek Industries, Inc. Wed Mar 16 16:41:09 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:G7KbK?ZfpGgaMUtdsy_jEIzaJ8u-eSmvSUICeH3JO6r6PhxrlD72F3HUoMiWTIel_vzaHpu Scale = 1:61.0 T1 T2 T4 B1 W1 W2 W3 W4 W5 W4 W5 W4 W6 W4 W7 W2 W1 T3 B3B2 1 2 3 4 5 6 7 8 9 10 11 12 20 19 18 17 16 15 14 1321 22 23 24 4x6 5x6 3x6 4x8 4x8 2x4 3x8 2x4 4x8 2x4 2x4 4x6 4x8 3x4 6x8 2x4 5x6 4x8 4x6 6-0-0 6-0-0 10-0-15 4-0-15 14-1-13 4-0-15 18-2-12 4-0-15 23-7-6 5-4-10 29-0-0 5-4-10 35-0-0 6-0-0 3-3-15 3-3-15 6-0-0 2-8-1 10-0-15 4-0-15 14-1-13 4-0-15 18-2-12 4-0-15 23-7-6 5-4-10 29-0-0 5-4-10 31-8-1 2-8-1 35-0-0 3-3-15 36-6-0 1-6-0 0- 4 - 7 4- 2 - 1 0 4- 4 - 7 0- 4 - 7 4- 2 - 1 0 8.00 12 Plate Offsets (X,Y)-- [3:0-3-0,0-2-3], [6:0-1-12,0-1-8], [9:0-3-0,0-2-3], [13:0-4-0,0-3-12] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.33 0.33 0.83 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.08 -0.13 0.02 0.04 (loc) 13-14 13-14 11 13-14 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 203 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x6 DF 1800F 1.6E WEBS 2x4 DF Stud/Std *Except* W6: 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BRACING- TOP CHORD Structural wood sheathing directly applied or 4-5-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 16-18,14-16. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 1=705/Mechanical, 16=3355/0-5-8 (min. 0-3-9), 11=1518/0-5-8 (min. 0-1-10) Max Horz1=-90(LC 6) Max Uplift1=-105(LC 27), 16=-542(LC 5), 11=-273(LC 9) Max Grav1=715(LC 19), 16=3355(LC 1), 11=1534(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1060/179, 2-3=-848/175, 3-4=-662/158, 6-7=-1293/320, 7-8=-1293/320, 8-9=-1612/348, 9-10=-1967/401, 10-11=-2141/395 BOT CHORD 1-20=-183/819, 19-20=-225/674, 18-19=-225/674, 17-18=-894/163, 16-17=-894/163, 16-21=-894/163, 15-21=-894/163, 15-22=-894/163, 14-22=-894/163, 14-23=-250/1293, 23-24=-250/1293, 13-24=-250/1293, 11-13=-274/1669 WEBS 4-18=-825/108, 5-18=-317/85, 6-18=-133/1155, 6-16=-2751/460, 6-14=-477/2627, 8-14=-729/144, 8-13=-61/415, 9-13=-154/675 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * 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. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=105, 16=542, 11=273. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 271 lb down and 75 lb up at 18-11-4 , 271 lb down and 75 lb up at 20-11-4, 246 lb down and 68 lb up at 22-11-4, 246 lb down and 68 lb up at 24-11-4, and 246 lb down and 68 lb up at 26-11-4, and 602 lb down and 182 lb up at 28-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) 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 Continued on page 2 Job B0364-16 Truss F20 Truss Type Hip Girder Qty 1 Ply 1 880 Pine Brook / Parade3/16(ID)RP Job Reference (optional) Run: 8.000 s Feb 26 2016 Print: 8.000 s Feb 26 2016 MiTek Industries, Inc. Wed Mar 16 16:41:09 2016 Page 2 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:G7KbK?ZfpGgaMUtdsy_jEIzaJ8u-eSmvSUICeH3JO6r6PhxrlD72F3HUoMiWTIel_vzaHpu LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-86, 3-9=-86, 9-12=-86, 1-11=-16 Concentrated Loads (lb) Vert: 13=-602(F) 15=-271(F) 21=-271(F) 22=-246(F) 23=-246(F) 24=-246(F) Job B0364-16 Truss J1 Truss Type Jack-Open Qty 8 Ply 1 880 Pine Brook / Parade3/16(ID)RP Job Reference (optional) Run: 8.000 s Feb 26 2016 Print: 8.000 s Feb 26 2016 MiTek Industries, Inc. Wed Mar 16 16:41:10 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:G7KbK?ZfpGgaMUtdsy_jEIzaJ8u-6eKHgqJqPaB9?GQJzPS4HRgGYThcX?wgiyOJWLzaHpt Scale = 1:13.6 T1 B1 1 2 3 42x4 1-11-11 1-11-11 -1-6-0 1-6-0 1-11-11 1-11-11 0- 4 - 7 1- 8 - 4 1- 3 - 1 1- 8 - 4 8.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.16 0.02 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 -0.00 -0.00 0.00 (loc) 2 2-4 3 2 l/defl >999 >999 n/a **** L/d 360 240 n/a 240 PLATES MT20 Weight: 9 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BRACING- TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD 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) 3=23/Mechanical, 2=297/0-5-8 (min. 0-1-8), 4=15/Mechanical Max Horz2=67(LC 8) Max Uplift3=-17(LC 8), 2=-46(LC 8) Max Grav3=25(LC 15), 2=297(LC 1), 4=34(LC 3) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0364-16 Truss J2 Truss Type Jack-Open Qty 8 Ply 1 880 Pine Brook / Parade3/16(ID)RP Job Reference (optional) Run: 8.000 s Feb 26 2016 Print: 8.000 s Feb 26 2016 MiTek Industries, Inc. Wed Mar 16 16:41:11 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:G7KbK?ZfpGgaMUtdsy_jEIzaJ8u-brugtAKSAuJ0dQ?VW6zJqeDQgt0oGSApwc7s3nzaHps Scale = 1:20.1 T1 B1 1 2 3 42x4 3-11-11 3-11-11 -1-6-0 1-6-0 3-11-11 3-11-11 0- 4 - 7 3- 0 - 4 2- 7 - 1 3- 0 - 4 8.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.20 0.09 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.01 -0.02 -0.00 0.00 (loc) 2-4 2-4 3 2 l/defl >999 >999 n/a **** L/d 360 240 n/a 240 PLATES MT20 Weight: 15 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BRACING- TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins. BOT CHORD 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) 3=120/Mechanical, 2=382/0-5-8 (min. 0-1-8), 4=29/Mechanical Max Horz2=106(LC 8) Max Uplift3=-58(LC 8), 2=-39(LC 8) Max Grav3=120(LC 1), 2=382(LC 1), 4=66(LC 3) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0364-16 Truss LAY01 Truss Type Lay-In Gable Qty 1 Ply 1 880 Pine Brook / Parade3/16(ID)RP Job Reference (optional) Run: 8.000 s Feb 26 2016 Print: 8.000 s Feb 26 2016 MiTek Industries, Inc. Wed Mar 16 16:41:12 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:G7KbK?ZfpGgaMUtdsy_jEIzaJ8u-31S25VL4xCRtFaah4qVYNslenHNx?tqz9GtPbEzaHpr Scale = 1:86.0 T2 T2 B1 ST6 ST5 ST4 ST3ST2 ST1 ST5 ST4 ST3 ST2 ST1 B2 1 23 4 5 6 7 8 9 10 11 12 13 14 15 27 26 25 24 23 22 21 20 19 18 17 16 3x4 4x4 3x4 3x4 3x4 3x4 0-0-3 0-0-3 22-9-14 22-9-11 11-4-15 11-4-15 22-9-14 11-4-15 0- 0 - 4 13 - 8 - 9 0- 0 - 4 14.42 12 LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.05 0.03 0.17 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.01 (loc) - - 15 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 176 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr OTHERS 2x4 DF Stud/Std 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 8-21, 7-22, 6-23, 9-20, 10-19 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.All bearings 22-9-7. (lb) - Max Horz1=-272(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 22, 27, 20, 16 except 23=-122(LC 8), 25=-112(LC 8), 26=-117(LC 8), 19=-123(LC 9), 18=-112(LC 9), 17=-117(LC 9), 1=-174(LC 6), 15=-135(LC 7) Max Grav All reactions 250 lb or less at joint(s) 21, 22, 23, 25, 26, 27, 20, 19, 18, 17, 16 except 1=323(LC 8), 15=298(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-423/250, 2-3=-334/203, 3-4=-328/217, 12-13=-295/166, 13-14=-301/152, 14-15=-390/200 BOT CHORD 1-27=-128/263, 26-27=-128/263, 25-26=-128/263, 24-25=-128/263, 23-24=-128/263, 22-23=-128/263, 21-22=-128/263, 20-21=-128/263, 19-20=-128/263, 18-19=-128/263, 17-18=-128/263, 16-17=-128/263, 15-16=-128/263 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 22, 27, 20, 16 except (jt=lb) 23=122, 25=112, 26=117, 19=123, 18=112, 17=117, 1=174, 15=135. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0364-16 Truss LAY02 Truss Type Lay-In Gable Qty 1 Ply 1 880 Pine Brook / Parade3/16(ID)RP Job Reference (optional) Run: 8.000 s Feb 26 2016 Print: 8.000 s Feb 26 2016 MiTek Industries, Inc. Wed Mar 16 16:41:13 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:G7KbK?ZfpGgaMUtdsy_jEIzaJ8u-XD0QIrMiiVZksk9ueX0nv3IpXgjAkK46Owcz7gzaHpq Scale = 1:86.0 T2 T2 B1 ST6 ST5 ST4 ST3ST2 ST1 ST5 ST4 ST3 ST2 ST1 B2 1 23 4 5 6 7 8 9 10 11 12 13 14 15 27 26 25 24 23 22 21 20 19 18 17 16 3x4 4x4 3x4 3x4 3x4 3x4 0-0-3 0-0-3 22-9-14 22-9-11 11-4-15 11-4-15 22-9-14 11-4-15 0- 0 - 4 13 - 8 - 9 0- 0 - 4 14.42 12 LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.05 0.03 0.17 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.01 (loc) - - 15 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 176 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr OTHERS 2x4 DF Stud/Std 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 8-21, 7-22, 6-23, 9-20, 10-19 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.All bearings 22-9-7. (lb) - Max Horz1=-272(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 22, 27, 20, 16 except 23=-122(LC 8), 25=-112(LC 8), 26=-117(LC 8), 19=-123(LC 9), 18=-112(LC 9), 17=-117(LC 9), 1=-174(LC 6), 15=-135(LC 7) Max Grav All reactions 250 lb or less at joint(s) 21, 22, 23, 25, 26, 27, 20, 19, 18, 17, 16 except 1=323(LC 8), 15=298(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-423/250, 2-3=-334/203, 3-4=-328/217, 12-13=-295/166, 13-14=-301/152, 14-15=-390/200 BOT CHORD 1-27=-128/263, 26-27=-128/263, 25-26=-128/263, 24-25=-128/263, 23-24=-128/263, 22-23=-128/263, 21-22=-128/263, 20-21=-128/263, 19-20=-128/263, 18-19=-128/263, 17-18=-128/263, 16-17=-128/263, 15-16=-128/263 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 22, 27, 20, 16 except (jt=lb) 23=122, 25=112, 26=117, 19=123, 18=112, 17=117, 1=174, 15=135. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0364-16 Truss LAY03 Truss Type Lay-In Gable Qty 1 Ply 1 880 Pine Brook / Parade3/16(ID)RP Job Reference (optional) Run: 8.000 s Feb 26 2016 Print: 8.000 s Feb 26 2016 MiTek Industries, Inc. Wed Mar 16 16:41:14 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:G7KbK?ZfpGgaMUtdsy_jEIzaJ8u-?QZoVBMLSphbUuk4CFX0SHr_T43STniFdaMWg6zaHpp Scale = 1:55.6 T1 T1 B1 ST4 ST3 ST2 ST1 ST3 ST2 ST11 2 3 4 5 6 7 8 9 16 15 14 13 12 11 10 3x4 4x4 3x4 15-9-11 15-9-11 15-9-14 0-0-3 7-10-15 7-10-15 15-9-14 7-10-15 0- 0 - 4 9- 6 - 2 0- 0 - 4 14.42 12 LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.04 0.03 0.14 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 9 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 99 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr OTHERS 2x4 DF Stud/Std 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 5-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.All bearings 15-9-7. (lb) - Max Horz1=-186(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 1, 9 except 14=-106(LC 8), 15=-118(LC 8), 16=-113(LC 8), 12=-105(LC 9), 11=-119(LC 9), 10=-113(LC 9) Max Grav All reactions 250 lb or less at joint(s) 1, 9, 13, 14, 15, 16, 12, 11, 10 FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-259/163 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 9 except (jt=lb) 14=106, 15=118, 16=113, 12=105, 11=119, 10=113. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0364-16 Truss M1 Truss Type Jack-Closed Qty 27 Ply 1 880 Pine Brook / Parade3/16(ID)RP Job Reference (optional) Run: 8.000 s Feb 26 2016 Print: 8.000 s Feb 26 2016 MiTek Industries, Inc. Wed Mar 16 16:41:15 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:G7KbK?ZfpGgaMUtdsy_jEIzaJ8u-Tc7AjXNzD7pS61JGly2F_UN2iUMeCGAPrE54CZzaHpo Scale = 1:27.8 T1 W1 B1 1 2 3 4 2x4 2x4 2x4 6-0-0 6-0-0 -1-6-0 1-6-0 6-0-0 6-0-0 0- 4 - 7 4- 4 - 7 8.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.46 0.22 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.05 -0.12 -0.00 0.00 (loc) 2-4 2-4 4 2 l/defl >999 >584 n/a **** L/d 360 240 n/a 240 PLATES MT20 Weight: 26 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 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) 4=262/Mechanical, 2=468/0-5-8 (min. 0-1-8) Max Horz2=130(LC 5) Max Uplift4=-52(LC 8), 2=-55(LC 8) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2. 6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0364-16 Truss M2 Truss Type Jack-Closed Qty 2 Ply 1 880 Pine Brook / Parade3/16(ID)RP Job Reference (optional) Run: 8.000 s Feb 26 2016 Print: 8.000 s Feb 26 2016 MiTek Industries, Inc. Wed Mar 16 16:41:16 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:G7KbK?ZfpGgaMUtdsy_jEIzaJ8u-xohZwtOb_QxJkBuSJfZUXiwBjuitxjPY4urdk?zaHpn Scale = 1:25.9 T1 W1 B1 1 2 3 2x4 2x4 2x4 6-0-0 6-0-0 6-0-0 6-0-0 0- 4 - 7 4- 4 - 7 8.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.57 0.22 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.05 -0.12 -0.00 0.00 (loc) 1-3 1-3 3 1 l/defl >999 >584 n/a **** L/d 360 240 n/a 240 PLATES MT20 Weight: 23 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 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) 1=287/0-5-8 (min. 0-1-8), 3=287/Mechanical Max Horz1=117(LC 5) Max Uplift1=-16(LC 8), 3=-59(LC 8) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard LA Y 0 1 LA Y 0 2 LAY03 A1 G C1 G C1 F 2 F 3 F 4 F 5 F 6 F 7 F 8 F 9 F 1 0 F 1 0 F 1 1 F 1 3 F 1 9 F 1 8 F 1 7 F 1 6 F 1 5 F 2 0 F 1 E1 E2 E3 E4 E 5 C1 A1 D1 GD2CR1 J 1 J 2 J1 J2 CR 1 J 1 J 2 J1 J2 C R1 J1 J2 J1 J2 C R 1 J1 J2J1J2 E 6 E 6 M2 M2 B1 G F1 2 ( 5 ) F1 4 ( 3 ) D 1 ( 4 ) M 1 ( 1 4 ) M 1 ( 4 ) M1(9) 5 - 0 6 - 0 0 2- 0 6 - 0 0 3 6 - 0 0 - 0 0 4 4 - 0 0 - 0 0 2-00-0028-00-0014-00-00 44-00-00 11 - 0 0 - 0 0 8 - 0 6 - 0 0 9 - 0 0 - 0 0 6 - 0 0 2 - 0 0 - 0 0 5- 0 6 - 0 0 2 - 0 0 - 0 0 1 - 0 6 - 0 0 23 - 0 0 - 0 0 13-00-00 76 - 0 0 - 0 0 64 - 0 0 - 0 0 12-00-00 76 - 0 0 - 0 0 5 - 0 6 - 0 0 2- 0 6 - 0 0 3 6 - 0 0 - 0 0 4 4 - 0 0 - 0 0 2-00-0028-00-0014-00-00 44-00-00 11 - 0 0 - 0 0 8 - 0 6 - 0 0 9 - 0 0 - 0 0 6 - 0 0 2 - 0 0 - 0 0 5- 0 6 - 0 0 2 - 0 0 - 0 0 1 - 0 6 - 0 0 23 - 0 0 - 0 0 13-00-00 76 - 0 0 - 0 0 64 - 0 0 - 0 0 12-00-00 76 - 0 0 - 0 0 Permit Inspection Summary Permit Status of (Issue) as of Report Date: 05/03/2017 9:35 am Permit Details Permit Number: 16-00238 880 Pine Brook Ln - SFR 880 Pine Brook Ln Building - Single Family Residence Permit Issued Date: 03/31/2016 Permit Inspection Statistics 23Total Inspections Completed: 18Total Inspections Passed: Inspection Pass Rate 78.26% Permit Inspection History *Refer to Individual Inspection Report for more Details Building Inspection Type 04/07/2016PassTed DyeResidential Footing Inspection 04/08/2016PassTed DyeFoundation Inspection 05/02/2016PassTed DyeSheeting 05/17/2016FailQuinton OwensResidential Framing/Structure Inspection 05/18/2016FailTed DyeResidential Framing/Structure Inspection 05/20/2016PassTed DyeCommercial Insulation Inspection 05/26/2016PassTed DyeResidential Sheetrock/Drywall Inspection 07/05/2016PassTed DyeSidewalk Inspection 08/19/2016PassTed DyeResidential Framing/Structure Inspection The pipe, for the future centeral vaccum, in the garage, that goes through the seperation wall of house and garage, needs to have a 3/8" annular hole created around it then it needs to be filled with fire caulk. Inspector Comments: 08/19/2016FailTed DyeResidential Building Final The pipe going from the house to the garage, that is the future central vac. connection to the house, needs to have a 3/8" annular space created then fill that space between the pipe and the drydwall with fire caulk. Inspector Comments: 08/23/2016PassTed DyeResidential Building Final Electrical Inspection Type 04/28/2016PassBret StoddardResidential Electrical Service Inspection 05/17/2016PassBret StoddardElectrical Rough-in SFR-A,R,B, MFR-A,R 08/10/2016PassBret StoddardElectrical Final Inspection SFR-B,A,R, MFR-A,R Mechanical Inspection Type 05/18/2016PassDon AllenHVAC Rough-in 08/11/2016PassDon AllenHVAC Final Inspection Good for the C/OInspector Comments: Page 1 of 2 (Continued) Permit Details Permit Number: 16-00238 880 Pine Brook Ln - SFR 880 Pine Brook Ln Building - Single Family Residence Permit Status of (Issue) as of Report Date: 05/03/2017 9:35 am Permit Inspection Summary Plumbing Inspection Type 04/26/2016PassDon AllenPlumbing Underground Inspection 05/11/2016PassDon AllenPlumbing Water 05/11/2016PassDon AllenPlumbing Sewer 05/18/2016PassDon AllenPlumbing Rough-in 08/11/2016FailDon AllenPlumbing Final Inspection 08/19/2016FailDon AllenPlumbing Final Inspection Water meter needs to be set at final gradeInspector Comments: 08/23/2016PassDon AllenPlumbing Final Inspection Page 2 of 2 Transaction detail for payment to City of Rexburg. Date: 03/17/2016 - 3:38:52 PM Billing Information SDH Construction SDH Construction , 83406 coppercreekbilling@yahoo.com City of Rexburg 35 N 1st East | PO Box 280 Rexburg, ID 83440 208-359-3020 ub@rexburg.org XBP Confirmation Number: 15885929 Transaction Number: 49071892PT Visa — XXXX-XXXX-XXXX-4838 Status: Successful Account # Item Quantity Item Amount 16-00238 Building Permit Deposit 1 $500.00 Notes: Permit # 16-00238 TOTAL:$500.00 Transaction taken by: porterw Xpress Bill Pay - Payment Processing https://www.xpressbillpay.com/common/payment_process.php 1 of 1 3/17/2016 3:38 PM 16016 Co n t r a c t o r s / S u b - C o n t r a c t o r s t o v e r i f y a l l f i n i s h w o rk w i t h c o n t r a c t . P l a n s a s d r a w n m a y r e p r e s e n t f u t u re options an d p o s s i b l e f i n i s h e d l a y o u t . E x t e n t o f F i n i s h a s d ic t a t e d b y S a l e s C o n t r a c t s u p e r s e d e s d r a w i n g r e p r e s entations.SHEET:IF DRAWINGS ARE NOT STAMPED AND SIGNED THEY ARE TO BE CONSIDERED PRELIMINARY NOT FOR CONSTRUCTION OR PERMIT. THESE DRAWINGS ARE ONLY TO BE USED FOR THE LOCATION SPECIFIED. IF SUBMITTED FOR ANY OTHER LOCATION PLEASE CONTACT CROOKSTON CUSTOM DESIGNS.SCALE:SHEET TITLE:PROJECT DESCRIPTION:NO.Phone: (435) 757-2906 DRAWINGS PROVIDED BY:Professional Stamp For Structural Design Only3/16/2016 1Gallatin Spec Home Pine Brook Est-SDH L18 B4 D2 , 880 Pine Brook Rexburg, IdahoDATEBYDESCRIPTION 2755 Juniper Circle North Logan, Utah 84341 JOB #Crookston Custom Designs1 BJC For Construction 3/16/2016 www.CrookstonDesigns.com www.CrookstonDesigns.com www.CrookstonDesigns.com www.CrookstonDesigns.com 1/4" = 1' °S E C T I O N 1 I. D R A W I N G S A R E P R E L I M I N A R Y A N D N O T F O R C O N S T R U C T I O N U N L E S S ST R U C T U R A L E N G I N E E R ' S S T A M P I S A F F I X E D T O D R A W I N G S . II . A N Y D I S C R E P A N C I E S I N T H E D R A W I N G S , N O T E S A N D S P E CIF I C A T I O N S , SH A L L B E R E P O R T E D T O O W N E R ' S R E P R E S E N T A T I V E F O R C L A RI F I C A T I O N . TH E C O N T R A C T O R S H A L L V E R I F Y A N D C O O R D I N A T E D I M E N S I O NS P R I O R TO P R O C E E D I N G W I T H A N Y W O R K O R F A B R I C A T I O N . II I . T H E C O N T R A C T O R I S R E S P O N S I B L E F O R A L L B R A C I N G A ND S H O R I N G DU R I N G C O N S T R U C T I O N . IV . C O N T R A C T O R T O S U B M I T A R E Q U E S T T O E N G I N E E R / A R C H I TE C T F O R AN Y S U B S T I T U T I O N O F M A T E R I A L S O R P R O D U C T S S P E C I F I E D O N T H E DR A W I N G S . V. S T R U C T U R A L D E S I G N P E R 2 0 1 2 I N T E R N A T I O N A L B U I L D I N G C O D E . VI. A L L C O N S T R U C T I O N T O C O N F O R M T O 2 0 1 2 I B C . VII . T H E F O L L O W I N G N O T E S A P P L Y U N L E S S S H O W N O T H E R W I S E. VII I . T H E S E D R A W I N G S H A V E B E E N P R E P A R E D S O L E L Y F O R T HE U S E I N TH E C O N S T R U C T I O N O F A P R O P O S E D B U I L D I N G T O W H I C H T H ES E NO T E S A R E A T T A C H E D . T H E D R A W I N G S S H A L L N O T B E U S E D IN WH O L E O R I N P A R T , F O R F A B R I C A T I O N O R C O N S T R U C T I O N A T A N Y OT H E R L O C A T I O N W I T H O U T T H E W R I T T E N C O N S E N T O F T H E E NG I N E E R . °S E C T I O N 2 I. R O O F L O A D I N G : PIT C H E D R O O F : LI V E L O A D ( S N O W ) : 3 5 P S F DE A D L O A D : 1 5 P S F TO T A L L O A D 5 0 P S F II . F L O O R L O A D I N G : LI V E L O A D : 4 0 P S F DE A D L O A D : 1 2 P S F TO T A L L O A D : 5 2 P S F II I . W I N D L O A D I N G : 9 0 M P H , E X P O S U R E C IV . S E I S M I C L O A D I N G : S S = 0 . 6 0 0 , S 1 = 0 . 2 0 0 V. D E S I G N S O I L P A R A M E T E R S 15 0 0 P S F B E A R I N G P R E S S U R E A S S U M E D W I T H 4 5 P C F E.F . P . A C T I V E L A T E R A L E A R T H P R E S S U R E IB C T A B L E 1 8 0 4 . 2 C L A S S 4 M A T E R I A L ( S ) °S E C T I O N 3 - C O N C R E T E I. G E N E R A L R E Q U I R E M E N T S ST R U C T U R A L C O N C R E T E F O R F O O T I N G S H A L L H A V E A M I N I M U M 2 8 D A Y CO M P R E S S I V E S T R E N G T H O F 2 , 5 0 0 P S I . C O N C R E T E F O R S L AB S ON G R A D E S H A L L H A V E A M I N I M U M C O M P R E S S I V E S T R E N G T H OF 4,0 0 0 P S I A N D A M A X I M U M W A T E R C E M E N T R A T I O O F 0 . 5 . A L L OT H E R C O N C R E T E S H A L L H A V E A M I N I M U M 2 8 D A Y C O M P R E S S IV E ST R E N G T H O F 3 , 0 0 0 P S I . M I N I M U M C E M E N T C O N T E N T S H A L L B E 5 S A C K S / C U . Y D . M A X I M U M S I Z E A G G R E G A T E S H A L L B E 3 / 4 ", SL U M P N O T T O E X C E E D 4 " . II . C A S T I N P L A C E C O N C R E T E IF S O F T , S P O N G Y O R W E T S O I L S A R E E N C O U N T E R E D C O N S T R UC T I O N I S TO B E S T O P P E D A N D E N G I N E E R C O N T A C T E D I M M E D I A T E L Y . A. C O N C R E T E F O R M W O R K T O B E O F A D E Q U A T E S I Z E A N D S T R EN G T H , PR O P E R L Y B R A C E D T O P R E V E N T S A G G I N G O R B U L G I N G . P R O TE C T AL L C O N C R E T E F R O M F R E E Z I N G T E M P E R A T U R E S . R E F E R T O DR A W I N G FO R D I M E N S I O N S O F C O N C R E T E M E M B E R S A N D S I Z E A N D L O C AT I O N OF A L L R E I N F O R C E M E N T . B. F O O T I N G S NO F O O T I N G S H A L L B E P L A C E D O N D I S T U R B E D S O I L ( I F D I ST U R B E D , CO M P A C T S O I L I N 6 " L I F T S T O 9 0 % O F M A X I M U M D R Y D E N S IT Y P E R AS T M D 1 5 5 7 ) . F O O T I N G S S H A L L B E S T E P P E D D O W N O N E ( 1 ) VE R T I C A L L Y T O O N E A N D O N E H A L F ( 1 - 1 / 2 ) H O R I Z O N T A L L Y . C. F O U N D A T I O N W A L L S RE I N F O R C E P E R D R A W I N G S . D O N O T B A C K F I L L W A L L S U N T I L M A I N FL O O R I S F R A M E D A N D S H E A T H E D A N D C O N C R E T E H A S C U R E D A A M I N I M U M O F 7 D A Y S . U S E H A N D O P E R A T E D C O M P A C T I O N EQ U I P M E N T AD J A C E N T T O N E W L Y P L A C E D C O N C R E T E B A S E M E N T W A L L S . D. C O N C R E T E P A D S A N D T H I C K E N E D S L A B S RE F E R T O D R A W I N G S A S T O S I Z E A N D R E I N F O R C E M E N T . E. C O N C R E T E S L A B S SL A B S O N G R A D E , A S N O T E D O N T H E D R A W I N G S , T O B E A R O N 6 " CO M P A C T E D G R A V E L B A S E . M I N I M U M S L A B R E I N F O R C E M E N T TO B E #3 R E - B A R @ 1 8 " o . c . B O T H W A Y S , P L A C E D 1 " C L E A R F R O M T O P F A C E (U . N . O . O N P L A N S ) . F. F I R E P L A C E F O O T I N G S A N D C M U W A L L S RE F E R T O D R A W I N G S . G. R E I N F O R C E M E N T RE I N F O R C E M E N T S H A L L B E A S T M A 6 1 5 , G R A D E 6 0 F O R # 5 B AR S A N D LA R G E R , G R A D E 4 0 F O R # 3 & # 4 B A R S . A L L R E B A R L A P P E D 3 0 T I M E S DIA M E T E R , R E B A R A T F O O T I N G S T O H A V E 3 " C L E A R C O V E R OF C O N C R E T E (U . N . O . O N D R A W I N G S ) . P R O V I D E C O R N E R B A R S W I T H 1 8 " L E G S A T T H E CO R N E R S O F A L L W A L L S A N D F O O T I N G S , S I Z E A N D P L A C E M E NT T O MA T C H H O R I Z O N T A L R E I N F O R C E M E N T . H. ° A N C H O R B O L T S AN C H O R B O L T S T O B E A S T M A 3 0 7 , 1 / 2 " D I A . x 1 0 " E M B E D DE D I N F O U N D A T I O N W A L L S @ 2 ' - 8 " o . c . ( M A X ) U . N . O . ( S E E F O U N D A T I O N P L A N F O R RE Q U I R E M E N T S A T SH E A R W A L L S ) . B O L T S T O B E W I T H I N 1 ' - 0 " O F E N D S O F S IL L P L A T E S ( C O O R D I N A T E WI T H G E N E R A L C O N T R A C T O R ) . M I N I M U M O F T W O A N C H O R B O L TS P E R S I L L P L A T E . AL L P O S T S S U P P O R T E D B Y I S O L A T E D F O O T I N G S T O HA V E P O S T A N C H O R S U N L E S S B R A C E D I N S T U D W A L L S . RE F E R T O D R A W I N G S F O R H O L D D O W N R E Q U I R E M E N T S . IN S T A L L R E Q U I R E D E M B E D D E D I T E M S P E R MA N U F A C T U R E R ' S C A T A L O G T O E N G A G E H O L D D O W N S . I. C O N S T R U C T I O N A N D C R A C K C O N T R O L J O I N T S AL L S U R F A C E S O F C O N S T R U C T I O N J O I N T S S H A L L B E C L E A N E D T O R E M O V E DU S T , C H I P S A N D O T H E R F O R E I G N M A T E R I A L P R I O R T O P L A CIN G A D J A C E N T CO N C R E T E . C R A C K C O N T R O L J O I N T S I N S L A B S S H A L L H A V E A M A X I M U M SP A C I N G O F 1 5 ' - 0 " I N B O T H D I R E C T I O N S . T H E C O N T R A C T OR S H A L L S U B M I T TH E D E T A I L S A N D P R O P O S E D L O C A T I O N S O F C O N S T R U C T I O N JO I N T S A N D CR A C K C O N T R O L J O I N T S F O R R E V I E W B E F O R E S T A R T I N G C O N ST R U C T I O N . °S E C T I O N 5 - F R A M I N G L U M B E R I. S A W N S T R U C T U R A L L U M B E R A. S A W N L U M B E R S H A L L B E D O U G L A S F I R - L A R C H ( D F - L ) N O . 2 OR BETTER FOR AL L 2 I N C H A N D 4 I N C H N O M I N A L L U M B E R A N D D F - L N O . 1 OR BETTER FOR 6 I N C H N O M I N A L A N D L A R G E R S T R U C T U R A L M E M B E R S ( U . N . O .) B. W O O D B E A R I N G O N O R I N S T A L L E D W I T H I N 1 " O F M A S O N R Y OR CONCRETE SHALL BE P R E S S U R E T R E A T E D W I T H A N A P P R O V E D P R E S E R V A T I V E . PROVIDE MILD ST E E L P L A T E W A S H E R S A T A L L B O L T H E A D S A N D N U T S B E A R ING ON WOOD. C. A L L F R A M I N G D E T A I L S S H A L L B E I N A C C O R D A N C E W I T H C HAPTER 23 OF THE 20 0 6 E D I T I O N , U N L E S S O T H E R W I S E N O T E D O N T H E D R A W I N G S. ALL FRAMING NA I L I N G S H A L L C O N F O R M T O T A B L E 2 3 0 4 . 9 . 1 O F T H E I B C UNLESS OTHERWISE SH O W N . P R O V I D E S T E E L S T R A P S A T P I P E S I N S T U D W A L L S AS REQUIRED BY IB C C H A P T E R 2 3 . P L U M B I N G A N D E L E C T R I C A L R U N S I N S T UD WALLS SHALL CO N F O R M T O C H A P T E R 2 3 . B O L T S S H A L L B E S T A N D A R D M A C HINE BOLTS (A307). AL L N A I L S S H A L L B E C O M M O N W I R E O R G A L V A N I Z E D B O X N A ILS. IF PNEUMATIC NA I L E R S A R E T O B E U S E D , C O N T R A C T O R M U S T S U B M I T A S C HEDULE OF NAILS DE S I R E D A S S U B S T I T U T I O N T O T H E A R C H I T E C T O R E N G I N E E R FOR REVIEW. A C H A N G E I N T H E N U M B E R O F N A I L S O R A C L O S E R N A I L S P ACING MAY BE R E Q U I R E D . D. M E T A L H A N G E R S A N D C O N N E C T O R S S H A L L B E F U L L Y N A I L E D OR BOLTED UN L E S S O T H E R W I S E N O T E D O N T H E D R A W I N G S . M E T A L H A N G ERS OR CONNECTORS SH O W N O N T H E D R A W I N G S S H A L L B E M A N U F A C T U R E D B Y S I M P SON COMPANY. ME T A L H A N G E R S O R C O N N E C T O R S B Y O T H E R M A N U F A C T U R E S M AY BE CO N S I D E R E D W H E R E L O A D C A P A C I T Y A N D D I M E N S I O N S A R E E QUAL OR BETTER. AL L S U B S T I T U T I O N S M U S T B E S U B M I T T E D T O T H E E N G I N E E R FOR REVIEW. E. P R O V I D E S O L I D B L O C K I N G B E L O W A L L B E A R I N G W A L L S . P ROVIDE SOLID VERTICAL BL O C K I N G I N F L O O R S P A C E T O M A T C H S T U D B U N D L E O R S O L ID COLUMN ABOVE AN D B E L O W . V E R T I C A L B L O C K I N G A T W O O D " I " J O I S T S S H A LL BE 1/16" LONGER TH A N J O I S T I S D E E P . M I N I M U M P O S T T O B E T W O 2 x S T U D S BEARING AT EACH EN D O F H E A D E R U . N . O . F O R B E A M S F R A M I N G P E R P E N D I C U L A R TO BEARING WALLS PR O V I D E F U L L W I D T H B E A M P O C K E T W I T H F I L L E R A S R E Q U I RED AND KING STUD BO T H S I D E S . S T I T C H S T U D B U N D L E S T O G E T H E R W I T H 1 6 d COMMON @ 18" o.c. MA X I M U M ( U . N . O . ) W H E R E F L O O R B E A M S A R E F R A M E D F L U S H WITHIN FLOOR AN D T O P F L A N G E H A N G E R S A R E S P E C I F I E D , B E A M S A R E T O BE BLOCKED UP TO J O I S T H E I G H T W I T H F U L L W I D T H D F - L S P A C E R A S R E Q U IRED. II. S T R U C T U R A L G L U E D - L A M I N A T E D T I M B E R AL L G L U E D - L A M I N A T E D T I M B E R S H A L L B E C O M B I N A T I O N 2 4 F -V4 FOR SIM P L Y S U P P O R T E D B E A M S , C O M B I N A T I O N 2 4 F - V 8 F O R B E A M S CONTINUOUS OV E R S U P P O R T S , A N D C O M B I N A T I O N L 2 F O R C O L U M N S ( U . N . O.) FABRICATION TO B E I N A C C O R D A N C E W I T H A I T C 1 1 7 . P R O V I D E W E T - U S E ADHESIVES. MA X I M U M M O I S T U R E C O N T E N T S H A L L B E 1 5 % . P R O V I D E M I L D STEEL PLATE WA S H E R S A T A L L B O L T H E A D S A N D N U T S B E A R I N G O N W O O D . WOOD BE A R I N G O N O R W I T H I N 1 " O F M A S O N R Y O R C O N C R E T E S H A L L BE TREATED WIT H A N A P P R O V E D P R E S E R V A T I V E . S E A L E N D G R A I N O F A LL EXTERIOR, EX P O S E D B E A M S I N C L U D I N G N O N - L O A D B E A R I N G A R C H I T E C T U RAL BEAMS. III . M A N U F A C T U R E D W O O D " I " J O I S T S WO O D " I " J O I S T S A S M A N U F A C T U R E D B Y T H E T R U S J O I S T M acMILLAN CORPORATION SH A L L B E D E S I G N E D A N D C E R T I F I E D B Y M A N U F A C T U R E R T O SUPPORT LO A D I N G S A S S H O W N O N T H E D R A W I N G S . S U B S T I T U T I O N O F PRODUCTS BY OT H E R M A N U F A C T U R E R S R E Q U I R E S A P P R O V A L O F E N G I N E E R O F RECORD. JO I S T S S H A L L B E E R E C T E D , I N S T A L L E D , A N D B R A C E D I N A CCORDANCE WIT H M A N U F A C T U R E R ' S R E C O M M E N D A T I O N S . IV . L A M I N A T E D V E N E E R L U M B E R ( L V L ) PR O D U C T S S P E C I F I E D H E R E I N A S M L O R M = L A N D P L S H A L L CONFORM TO TH E P E R F O R M A N C E C R I T E R I A O F L V L A N D P S L P R O D U C T S A S MANUFACTURED BY T R U S S J O I S T M a c M I L L A N A S M I C R O L L A M A N D P A R A L L A M . SUBSTITUTES ARE A C C E P T A B L E P R O V I D E D T H E Y H A V E T H E S A M E S T R U C T U R A L VALUES AS ML AND PL . A N Y S U B S T I T U T I O N S M U S T B E S U B M I T T E D T O T H E E N G I NEER FOR REVIEW. J. V A P O R B A R R I E R VA P O R B A R R I E R T O B E 4 M I L P O L Y E T H Y L E N E S H E E T P L A C E D O N UN D I S T U R B E D S O I L . V A P O R B A R R I E R U N D E R S L A B O N G R A D E , I F RE Q U I R E D , P L A C E D O N C O M P A C T E D G R A V E L W I T H 1 " O F DA M P S A N D B E T W E E N P O L Y E T H Y L E N E V A P O R B A R R I E R A N D C O NC R E T E . K. E M B E D D E D I T E M S F O R H D T Y P E H O L D D O W N S T O B E A S T M A 30 7 HE X H E A D E D B O L T I N T H E D I A M E T E R A S S P E C I F I E D B Y T H E M A N U F A C T U R E R FO R T H E H D . A L L B O L T S T O H A V E 3 " M I N . C O N C R E T E S I D E C O V E R . EM B E D D M E N T D E P T H S A R E 1 5 " F O R B O L T S U P T O A N D I N C L U DIN G 1 " D I A . , 24 " D E P T H F O R B O L T S O V E R 1 " . T Y P I C A L R E I N F O R C E M E N T TO P A S S UN I N T E R R U P T E D A L O N G S I D E H O L D D O W N A S A P P L I C A B L E . C O UP L E R N U T S MA Y B E U S E D T O E X T E N D T H E H O L D D O W N A N C H O R T H R O U G H T HE F L O O R PL A T E T O T H E S H E A R W A L L C H O R D . III . ° E P O X Y A N C H O R S EP O X Y G R O U T E D A N C H O R S , I F U S E D , S H A L L C O N F O R M T O H I LT I H I T OR H I L T I H V A E P O X Y S Y S T E M O R E N G I N E E R A P P R O V E D E Q U I VA L E N T . IN S T A L L P E R M A N U F A C T U R E R ' S I N S T R U C T I O N S . W I R E B R U S H A N D BL O W O U T H O L E S . °S E C T I O N 4 - R E I N F O R C E D C O N C R E T E M A S O N R Y U N I T S ( C M U ) I. G E N E R A L R E Q U I R E M E N T S A. H O L L O W C O N C R E T E M A S O N R Y U N I T S S H A L L C O N F O R M T O A S TM C 9 0 , GR A D E N W I T H A M I N I M U M C O M P R E S S I V E S T R E N G T H O F 1 9 0 0 P S I (M A S O N R Y F ' M = 1 5 0 0 P S I ) . U S E T Y P E M M O R T A R W I T H A M IN I M U M 2 8 DA Y C O M P R E S S I V E S T R E N G T H O F 2 5 0 0 P S I . G R O U T S H A L L BE A PE A G R A V E L C O N C R E T E W I T H A 2 8 D A Y C O M P R E S S I V E S T R E N GT H O F 20 0 0 P S I A N D A M I N I M U M S L U M P O F 6 I N C H E S . B. I N S T A L L C M U O F S I Z E A N D A R C H I T E C T U R A L T Y P E S P E C I F IE D . RE I N F O R C E P E R D R A W I N G S . S O L I D G R O U T A L L C E L L S B E L O W G R A D E , AL L R E I N F O R C E D C E L L S , A N D A S S P E C I F I E D I N D R A W I N G S . A L L 8 " C M U AT F I R E P L A C E S T O B E S O L I D G R O U T E D . M A X I M U M H E I G H T FO R G R O U T LI F T S T O B E 4 ' - 0 " U N L E S S C L E A N O U T S A R E U S E D . C. M A S O N R Y W A L L S T O B E L A I D I N R U N N I N G B O N D . R E I N F O R CE T H E W A L L S HO R I Z O N T A L L Y W I T H ( 2 ) # 4 B A R I N A N 8 " H I G H B O N D B E A M A T E A C H FL O O R A N D R O O F L E V E L , A T T H E T O P A N D B O T T O M O F W A L L S, A N D @ 4 ' - 0 " o . c . ( M A X ) B E T W E E N . R E I N F O R C E T H E W A L L S V E RT I C A L L Y WIT H ( 1 ) # 5 @ 4 ' - 0 " o . c . ( M A X ) F O R F U L L H E I G H T O F T HE W A L L , PL U S O N E # 5 V E R T I C A L A T E A C H J A M B , C O R N E R A N D D I S C O NT I N U O U S EN D ( U . N . O . O N D R A W I N G S ) . L A P R E I N F O R C E M E N T 4 0 B A R DIA M E T E R S A T SP L I C E S . R E F E R T O D R A W I N G S F O R L I N T E L D E T A I L S A T F I RE P L A C E S . D. P R O V I D E D O W E L S W I T H S T A N D A R D H O O K S B E T W E E N F O U N D A TIO N S A N D AL L C M U , D O W E L S D R I L L E D A F T E R T H E F A C T A R E N O T A C C E PT A B L E UN L E S S A P P R O V E D B Y T H E E N G I N E E R . S I Z E A N D S P A C I N G OF D O W E L S TO M A T C H V E R T I C A L R E I N F O R C E M E N T O F C M U . D O W E L S T O PR O J E C T A M I N I M U M O F 2 ' - 0 " I N T O C M U A N D 1 7 B A R D I A M E T E R S I N TO F O U N D A T I O N (U . N . O . ) II. V E N E E R A N C H O R A G E PR O V I D E V E N E E R A N C H O R A G E P E R I B C 3 0 0 6 ( D ) 1 . A N C H O R TIE S T O B E NO T L E S S T H A N 9 G A . G A L V A N I Z E D W I R E O R 2 2 G A . B Y 1 " G A L V A N I Z E D SH E E T M E T A L . A N C H O R T I E S S H A L L B E S P A C E D N O T M O R E TH A N 2 4 " o . c . AN D S U P P O R T N O M O R E T H A N 2 S Q . F E E T O F V E N E E R . T I E S S H A L L B E PR O V I D E D T O H O R I Z O N T A L J O I N T R E I N F O R C E M E N T W I R E O F 9 G A . O R EQ U I V A L E N T . J O I N T R E I N F O R C E M E N T T O B E C O N T I N U O U S W IT H B U T T SP L I C E S B E T W E E N T I E S . V. WOOD SHEATHING A. ALL WOOD SHEATHING SHALL BE APA RATED EXPOSURE 1 PLYWOOD OR OSB WITH THICKNESS, VENEER GRADES AND SPAN RATING AS NO TED HEREIN OR ON DRAWINGS,ROOF SHEATHING 5/8" WITH MINIMUM (40/20) SPAN RATING.FLOOR SHEATHING 3/4" T&G APA SPAN RATED TO 24".EXTERIOR WALL AND SHEAR WALL SHEATHING 7/16" WITH MINIMUM (24/0) SPAN RATING.B. ROOF AND FLOOR SHEATHING TO BE LAID UP WITH FACE GRAIN PERPENDICULAR TO SUPPORTS AND END JOINTS STAGGERED 4'-0" INSTALL ROOF SHEATHING WITH _" SPACE AT ALL PANEL EDGES. NAIL ROOF SHEATHI NG WITH 8d @ 6" o.c.AT SUPPORTED PANEL AND 12" o.c. AT INTERMEDIATE FRA MING, FLOOR SHEATHING WITH 10d @ 6" o.c. AT SUPPORTED PANEL EDGES AND 10 " o.c. FIELD, U.N.O. HOLES ARE NOT PERMITTED IN DIAPHRAGMS UNLESS REVIEWED BY ENGINEER.C. N A I L E X T E R I O R W A L L S H E A T H I N G W I T H 8 d @ 6 " o . c . E D GES AND 12" o.c. FIELD, U.N.O.IN SHEARWALL SCHEDULE. OFFSET VERTICAL JOINTS 4'-0" INSTALL WITH _"GAP AT BUTT ENDS.VI. W O O D S H E A R W A L L S A. W H E R E P L Y W O O D P A N E L S A R E A P P L I E D T O B O T H S I D E S O F SHEARWALL, PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS, OR FRAMING MEMBERS SHALL BE 3" (NOMINAL) WIDE AND NAILS ON EAC H SIDE SHALL BE STAGGERED.B. A L L O W A B L E S H E A R V A L U E S I N S H E A R W A L L T A B L E A R E F O R DOUGLAS FIR FRAMING MEMBERS (GROUP II). NO SUBSTITUTION OF LESSER GROUP S WILL BE ALLOWED.FASTENERS EXPOSED TO WEATHER SHALL BE ZINC COATED B Y HOT DIP GALVANIZING,MECHANICALLY DEPOSITED, OR ELECTRO-DEPOSITED.VII. P R E - M A N U F A C T U R E D W O O D T R U S S E S WOOD TRUSSES SHALL BE FACTORY ASSEMBLED USING STRES S RATED MATERIALS DESIGNED TO SUPPORT LOADING SHOWN ON DRAWINGS. INS TALL AND BRACE PER MANUFACTURER. MANUFACTURER IS RESPONSIBLE FOR REVI EWING ALL CONNECTIONS AND FRAMING IN TRUSSED ROOF SYSTEMS ABOVE PLATE HEI GHT FOR COMPLETENESS AND COMPATIBILITY WITH TRUSS DESIGNS. THIS INCLUDE S ALL EAVE OVERHANGS AND OVER-FRAMES. SHOP DRAWINGS, DETAILS AND DESIGN CALC ULATIONS OF TRUSSED ROOF SYSTEM MUST BE STAMPED BY A LICENSED CIVIL ENG INEER AND SUBMITTED TO ARCHITECT/ENGINEER FOR REVIEW PRIOR TO FABRICATION.°SECTION 6 - STRUCTURAL STEEL AND MISCELLANEOUS MET ALS STEEL SHALL CONFORM TO ASTM A992 UNLESS OTHERWISE N OTED. SQUARE OR RECTANGULAR STRUCTURAL STEEL TUBES SHALL CONFORM TO ASTM A500, GRADE B (FY=46KSI). ALL WORK SHALL BE IN ACCORDANCE WITH TH E CURRENT EDITION OF AISC "SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS". SHOP DRAWINGS SHALL BE SUBMIT TED FOR THE OWNER'S REPRESENTATIVES REVIEW BEFORE COMMENCING FABRICATIO N. SHOP DRAWINGS SHALL SHOW ALL WELDING WITH AWS A2.4 SYMBOLS. ALL WELDIN G SHALL BE DONE BY STRUCTURAL WELDING CODE, AWS D1.1. ALL FIELD WELDIN G TO BE ACCOMPLISHED BY AWS CERTIFIED WELDERS. ALL STEEL ANCHORS, TIES AND OTHER MEMBERS TO BE EMBEDDED IN CONCRETE OR MASONRY SHALL BE LEFT UNPAI NTED. ALL MACHINE BOLTS SHALL BE ASTM A307 U.N.O. AND SHALL BE PROVID ED WITH LOCK WASHERS UNDER NUTS OR SELF LOCKING NUTS. ALL NUTS, BOLTS, W ASHERS AND MISC. STEEL EXPOSED TO WEATHER SHALL BE GALVANIZED.°SECTION 7 - JOB SAFETY THE ENGINEER HAS NOT BEEN RETAINED NOR COMPENSATED TO PROVIDE DESIGN AND/OR CONSTRUCTION REVIEW SERVICES RELATED TO THE CONTRACTOR'S SAFETY PRECAUTIONS OR TO MEANS, METHODS, TECHNIQUES, SEQUE NCES OR PROCEDURES FOR THE CONTRACTOR TO PERFORM HIS WORK. THE UNDERTAKIN G OF PERIODIC SITE VISITS BY THE ENGINEER SHALL NOT BE CONSTRUED AS SU PERVISION OF ACTUAL CONSTRUCTION NOR MAKE HIM RESPONSIBLE FOR PROVIDING A SAFE PLACE FOR THE PERFORMANCE OF WORK BY THE CONTRACTOR, SUBCONTR ACTORS, SUPPLIERS OR THEIR EMPLOYEES, OR FOR ACCESS, VISITS, USE WORK , OR OCCUPANCY BY ANY PERSON.Main floor = 1862 sf Foundation = 1779 sf Basement = 1576 sf Basement finished = 1208 sf Cold Storage = 52 sf Garage = 978 sf PA G E 1 C O V E R P A G E PA G E 2 M A I N F L O O R P L A N PA G E 3 F O U N D A T I O N / B A S E M E N T P L A N PA G E 4 E L E V A T I O N S PA G E 5 E L E V A T I O N S PA G E 6 S E C T I O N S & D E T A I L S PA G E 7 L E G E N D A N D N A I L I N G S C H E D U L E PA G E 8 F R A M I N G P L A N S Structural Notes co p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 3 / 1 6 / 2 0 1 6 co p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 3 / 1 6 / 2 0 1 6 copyright © Crookston Custom Designs 3/16/2016 c o p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 3 / 1 6 / 2 0 1 6 16016 3 0 2 0 L S 3 0 2 0 L S 40 7 0 26 6 8 20 5 0 S H 50 5 0 L S 20 5 0 S H 30 5 0 S H 30 5 0 S H 30 5 0 S H 60 6 8 3030LS 2030LS 2868 40 5 0 L S 30 6 8 16080 2 4 6 8 2 4 6 8 40 4 0 F X 1540SH 1540SH 6 0 6 8 2 4 6 8 40 6 8 26 6 8 16 6 8 2668 2 4 6 8 40 6 8 28682468 2868 70 8 0 908030684030LS2468 20 5 0 S H 50 5 0 L S 20 5 0 S H 30 5 0 S H 30 5 0 S H 30 5 0 S H 60 6 8 3030LS 2030LS 2868 20 5 0 S H 50 5 0 L S 20 5 0 S H 30 5 0 S H 30 5 0 S H 30 5 0 S H 60 6 8 3030LS 2030LS 2 4 6 8 2 4 6 8 20 5 0 S H 50 5 0 L S 20 5 0 S H 30 5 0 S H 30 5 0 S H 30 5 0 S H 60 6 8 3030LS 2030LS 20 5 0 S H 50 5 0 L S 20 5 0 S H 30 5 0 S H 30 5 0 S H 30 5 0 S H 60 6 8 3030LS 2030LS DW 2 4 6 8 2 4 6 8 2468 2868 2868 28682868 2468 20 5 0 S H 50 5 0 L S 20 5 0 S H 30 5 0 S H 30 5 0 S H 30 5 0 S H 60 6 8 3030LS 2030LS 2468 2868 R E F . 2468 2 4 6 8 2 4 6 8 3 0 2 0 L S 3 0 2 0 L S 20 5 0 S H 50 5 0 L S 20 5 0 S H 30 5 0 S H 30 5 0 S H 30 5 0 S H 60 6 8 3030LS 2030LS 3 0 2 0 L S 3 0 2 0 L S UP SH E A R W A L L S C H E D U L E SP A C I N G FI E L D N A I L SP A C I N G ED G E N A I L TY P E 6" 1 2 " 12 " 4" 12 " 3" 12 " 2" NO T E S : 1) S H E E T I N G N A I L S A R E T O B E 8 d C O M M O N N A I L S 2) A L L P A N E L E D G E S A R E T O H A V E B L O C K I N G W I T H E D G E N A I L I N G 3) T Y P E C A N D D W A L L S A R E T O H A V E 3 " N O M I N A L F R A M I N G A T A L L P A N E L E D G E S . 4) U N L E S S N O T E D O T H E R W I S E S H E E T A L L E X T E R I O R W A L L S A S T Y P E " A " W A L L S 5) S T A P L E S S H A L L B E 1 6 G A G E A N D H A V E A M I N I M U M C R O W N W I D T H O F 7 / 1 6 " A N D S H A L L B E I N S T A L L E D W I T H T H E I R C R O W N P A R A L L E L T O T H E L O N G D I M E N S I O N O F T H E F R A M I N G M E M B E R S . 6) S T A P L E S S H A L L H A V E 1 " M I N I M U M P E N E T R A T I O N I N F R A M I N G A B C D SP A C I N G FI E L D S T A P L E SP A C I N G ED G E S T A P L E 3" 1 2 " 12 " 2" NO T PE R M I T T E D NO T PE R M I T T E D NO T PE R M I T T E D NO T PE R M I T T E D 8'- 5 " x 5 ' - 1 0 " 35'-2" x 26'-8" 10 ' - 2 " x 3 ' - 3 " 18 1 1 s q f t 3'- 4 " 6'- 8 " 6' - 0 " 4' - 1 0 " 3'-11"8'-9"1'-4" 1 0 ' - 0 " 2 ' - 0 " 2'- 9 " 2'- 9 " 76 ' - 0 " 12'-0"7'-8" 33 ' - 9 " 13 ' - 6 " 9'- 1 " 4'-6"3'-2"5'-3" 9'- 1 " 7'- 6 " 3'- 6 " 3'- 6 " 4'- 1 1 " 2'- 7 " 4' - 0 " 4' - 0 " 2'- 1 1 " 3 6 ' - 0 " 8 ' - 0 " 5 ' - 1 0 " 9 ' - 2 " 5 ' - 4 " 2 ' - 4 " 1 3 ' - 4 " 4 ' - 0 " 5 ' - 2 " 2 ' - 6 " 2 ' - 1 0 " 5 ' - 6 " 2 ' - 6 " 2 ' - 0 " 2 ' - 0 " 44'-0"2'-0"28'-0"14'-0"14'-0"11'-0"3'-0" 76 ' - 0 " 11 ' - 0 " 8'- 6 " 1'- 6 " 6' - 0 " 1'- 6 " 0'- 6 " 2' - 0 " 5'- 6 " 2'- 0 " 1'- 6 " 23'-0"13'-0" 3'- 6 " 16'-0"3'-6"2'-0"9'-0"2'-0" 5'- 6 " 5'- 6 " 5'- 0 " 3'- 6 " 1' - 6 " 3'- 0 " 3'- 0 " 1'- 6 " 4'-0" 3 ' - 6 " 5 ' - 0 " 3 ' - 6 " 3'-0"4'-6" 4 ' - 2 1 / 2 " 14 ' - 0 " 22'-0" 3 ' - 8 " 1 6 ' - 1 0 " 3 ' - 8 " 2 ' - 4 " 1 1 ' - 2 " PO R C H GARAGE OP E N B E L O W DE S K RA I S E C L O S E T F L O O R FO R H E A D R O O M 3/ 1 2 V A U L T FOLDING TABLE 3/ 1 2 V A U L T 3/1 2 V A U L T TR A Y C E I L I N G BENCH LI V I N G A R E A 3/ 1 2 V A U L T D. 0 1 H1 H1 H1 H1 H1 = S I M P S O N S T H D 1 0 O R S T H D 1 0 R J @ R I M J O I S T H1 H1 H1 H1 C C H1H1 A A LIVING AREA 1862 sf Co n t r a c t o r s / S u b - C o n t r a c t o r s t o v e r i f y a l l f i n i s h w o rk w i t h c o n t r a c t . P l a n s a s d r a w n m a y r e p r e s e n t f u t u re options an d p o s s i b l e f i n i s h e d l a y o u t . E x t e n t o f F i n i s h a s d ic t a t e d b y S a l e s C o n t r a c t s u p e r s e d e s d r a w i n g r e p r e s entations.SHEET:IF DRAWINGS ARE NOT STAMPED AND SIGNED THEY ARE TO BE CONSIDERED PRELIMINARY NOT FOR CONSTRUCTION OR PERMIT. THESE DRAWINGS ARE ONLY TO BE USED FOR THE LOCATION SPECIFIED. IF SUBMITTED FOR ANY OTHER LOCATION PLEASE CONTACT CROOKSTON CUSTOM DESIGNS.SCALE:SHEET TITLE:PROJECT DESCRIPTION:NO.Phone: (435) 757-2906 DRAWINGS PROVIDED BY:Professional Stamp For Structural Design Only3/16/2016 2Gallatin Spec Home Pine Brook Est-SDH L18 B4 D2 , 880 Pine Brook Rexburg, IdahoDATEBYDESCRIPTION 2755 Juniper Circle North Logan, Utah 84341 JOB #Crookston Custom Designs1 BJC For Construction 3/16/2016 www.CrookstonDesigns.com www.CrookstonDesigns.com www.CrookstonDesigns.com www.CrookstonDesigns.com 1/4" = 1'Main floor = 1862 sf Foundation = 1779 sf Basement = 1576 sf Basement finished = 1208 sf Cold Storage = 52 sf Garage = 978 sf MA I N F L O O R P L A N MAIN FLOOR PLAN co p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 3 / 1 6 / 2 0 1 6 co p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 3 / 1 6 / 2 0 1 6 copyright © Crookston Custom Designs 3/16/2016 c o p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 3 / 1 6 / 2 0 1 6 16016 WH UP 28 6 8 26 6 8 24 6 8 60 6 8 4 0 4 0 L S 4 0 4 0 L S 40 4 0 L S 2 1 0 6 8 2 1 0 6 8 2 4 6 8 2 4 6 8 24 6 8 26 6 8 30 6 8 28 6 8 S S S S S S 26 6 8 24 6 8 60 6 8 2 4 6 8 WH UP 34 ' - 8 " x 2 6 ' - 8 " 18 0 5 s q f t 15 ' - 3 " 1'- 8 " 5'- 8 " 1' - 8 " 2 ' - 2 " 4 ' - 2 " 7' - 9 " 2'- 4 " 3'- 1 1 " 5'- 4 " 21 ' - 4 " 1 6 ' - 8 1 / 4 " 3 ' - 8 " 1 3 ' - 1 1 3 / 4 " 1 7 ' - 5 1 / 2 " 5 ' - 4 " 1 0 ' - 1 0 " 76 ' - 0 " 12'-0" 21 ' - 4 " 23 ' - 4 " 5'- 4 " 14 ' - 0 " 17 ' - 8 " 4'- 0 " 1'- 8 " 1 0 ' - 0 " 4 ' - 2 " 3 4 ' - 4 " 1 6 ' - 1 0 " 3 ' - 8 " 1 3 ' - 1 0 " 4 ' - 4 " 4 ' - 0 " 5 ' - 6 " 6 ' - 1 0 " 4 ' - 0 " 6 ' - 0 " 4 ' - 2 " 44'-4"2'-4"28'-0"14'-0" 76 ' - 0 " 14 ' - 0 " 5'- 6 " 9'- 0 " 11 ' - 6 " 23 ' - 0 " 13'-0" 24 ' - 0 " 3'-0"4'-0" 6'- 0 " 6'- 0 " 8'-0" LI V I N G A R E A GA R A G E STAGE AREA F1 D. 0 1 D. 0 2 F1 = 1 ' - 6 " X 8 " C O N T I N U O U S F O O T I N G W I T H ( 2 ) # 4 B A R S F2 = 1 ' - 4 " X 8 " C O N T I N U O U S F O O T I N G W I T H ( 2 ) # 4 B A R S F3 = 2 ' - 6 " X 2 ' - 6 " X 8 " F O O T I N G W I T H ( 3 ) # 4 B A R S E A C H D IR E C T I O N F4 = 2 ' - 0 " X 2 ' - 0 " X 8 " F O O T I N G W I T H ( 3 ) # 4 B A R S E A C H D IR E C T I O N W I T H 1 0 " D I A . P I E R E X T E N D E D T O 6 " M I N . A B O V E F I N A L G R A D E D. 0 2 F2 F1 F2 F1 F1 F1 F1 F1 F1 F1 F4 F1 F4 F4 F1 H1 H1 H1 H1 H1 = S I M P S O N S T H D 1 0 O R S T H D 1 0 R J @ R I M J O I S T H1 H1 H1 H1 H1H1 Co n t r a c t o r s / S u b - C o n t r a c t o r s t o v e r i f y a l l f i n i s h w o rk w i t h c o n t r a c t . P l a n s a s d r a w n m a y r e p r e s e n t f u t u re options an d p o s s i b l e f i n i s h e d l a y o u t . E x t e n t o f F i n i s h a s d ic t a t e d b y S a l e s C o n t r a c t s u p e r s e d e s d r a w i n g r e p r e s entations.SHEET:IF DRAWINGS ARE NOT STAMPED AND SIGNED THEY ARE TO BE CONSIDERED PRELIMINARY NOT FOR CONSTRUCTION OR PERMIT. THESE DRAWINGS ARE ONLY TO BE USED FOR THE LOCATION SPECIFIED. IF SUBMITTED FOR ANY OTHER LOCATION PLEASE CONTACT CROOKSTON CUSTOM DESIGNS.SCALE:SHEET TITLE:PROJECT DESCRIPTION:NO.Phone: (435) 757-2906 DRAWINGS PROVIDED BY:Professional Stamp For Structural Design Only3/16/2016 3Gallatin Spec Home Pine Brook Est-SDH L18 B4 D2 , 880 Pine Brook Rexburg, IdahoDATEBYDESCRIPTION 2755 Juniper Circle North Logan, Utah 84341 JOB #Crookston Custom Designs1 BJC For Construction 3/16/2016 www.CrookstonDesigns.com www.CrookstonDesigns.com www.CrookstonDesigns.com www.CrookstonDesigns.com 1/4" = 1' Ba s e m e n t F i n i s h A r e a Main floor = 1862 sf Foundation = 1779 sf Basement = 1576 sf Basement finished = 1208 sf Cold Storage = 52 sf Garage = 978 sf FO U N D A T I O N P L A N FOUNDATION/BASEMENT PLAN co p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 3 / 1 6 / 2 0 1 6 co p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 3 / 1 6 / 2 0 1 6 copyright © Crookston Custom Designs 3/16/2016 c o p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 3 / 1 6 / 2 0 1 6 16016 8 12 8 12 8 12 812812 8 12 8 12 8 ' - 1 1 / 8 " 8 12 8 12 8 12 8 12 Co n t r a c t o r s / S u b - C o n t r a c t o r s t o v e r i f y a l l f i n i s h w o rk w i t h c o n t r a c t . P l a n s a s d r a w n m a y r e p r e s e n t f u t u re options an d p o s s i b l e f i n i s h e d l a y o u t . E x t e n t o f F i n i s h a s d ic t a t e d b y S a l e s C o n t r a c t s u p e r s e d e s d r a w i n g r e p r e s entations.SHEET:IF DRAWINGS ARE NOT STAMPED AND SIGNED THEY ARE TO BE CONSIDERED PRELIMINARY NOT FOR CONSTRUCTION OR PERMIT. THESE DRAWINGS ARE ONLY TO BE USED FOR THE LOCATION SPECIFIED. IF SUBMITTED FOR ANY OTHER LOCATION PLEASE CONTACT CROOKSTON CUSTOM DESIGNS.SCALE:SHEET TITLE:PROJECT DESCRIPTION:NO.Phone: (435) 757-2906 DRAWINGS PROVIDED BY:Professional Stamp For Structural Design Only3/16/2016 4Gallatin Spec Home Pine Brook Est-SDH L18 B4 D2 , 880 Pine Brook Rexburg, IdahoDATEBYDESCRIPTION 2755 Juniper Circle North Logan, Utah 84341 JOB #Crookston Custom Designs1 BJC For Construction 3/16/2016 www.CrookstonDesigns.com www.CrookstonDesigns.com www.CrookstonDesigns.com www.CrookstonDesigns.com 1/4" = 1'Main floor = 1862 sf Foundation = 1779 sf Basement = 1576 sf Basement finished = 1208 sf Cold Storage = 52 sf Garage = 978 sf FR O N T E L E V A T I O N RI G H T E L E V A T I O N ELEVATIONS co p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 3 / 1 6 / 2 0 1 6 co p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 3 / 1 6 / 2 0 1 6 copyright © Crookston Custom Designs 3/16/2016 c o p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 3 / 1 6 / 2 0 1 6 16016 8 12 8 12 812 Co n t r a c t o r s / S u b - C o n t r a c t o r s t o v e r i f y a l l f i n i s h w o rk w i t h c o n t r a c t . P l a n s a s d r a w n m a y r e p r e s e n t f u t u re options an d p o s s i b l e f i n i s h e d l a y o u t . E x t e n t o f F i n i s h a s d ic t a t e d b y S a l e s C o n t r a c t s u p e r s e d e s d r a w i n g r e p r e s entations. 8 12 8 12 SHEET:IF DRAWINGS ARE NOT STAMPED AND SIGNED THEY ARE TO BE CONSIDERED PRELIMINARY NOT FOR CONSTRUCTION OR PERMIT. THESE DRAWINGS ARE ONLY TO BE USED FOR THE LOCATION SPECIFIED. IF SUBMITTED FOR ANY OTHER LOCATION PLEASE CONTACT CROOKSTON CUSTOM DESIGNS.SCALE:SHEET TITLE:PROJECT DESCRIPTION:NO.Phone: (435) 757-2906 DRAWINGS PROVIDED BY:Professional Stamp For Structural Design Only3/16/2016 5Gallatin Spec Home Pine Brook Est-SDH L18 B4 D2 , 880 Pine Brook Rexburg, IdahoDATEBYDESCRIPTION 2755 Juniper Circle North Logan, Utah 84341 JOB #Crookston Custom Designs1 BJC For Construction 3/16/2016 www.CrookstonDesigns.com www.CrookstonDesigns.com www.CrookstonDesigns.com www.CrookstonDesigns.com 1/4" = 1'Main floor = 1862 sf Foundation = 1779 sf Basement = 1576 sf Basement finished = 1208 sf Cold Storage = 52 sf Garage = 978 sf BA C K E L E V A T I O N LE F T E L E V A T I O N ELEVATIONS co p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 3 / 1 6 / 2 0 1 6 co p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 3 / 1 6 / 2 0 1 6 copyright © Crookston Custom Designs 3/16/2016 c o p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 3 / 1 6 / 2 0 1 6 16016 2x 4 S T U D S 2x 4 S T U D S D. 0 7 OP T I O N A L 2 X 4 S T A G G E R E D S T U D S NO T T O S C A L E UP T O 9 ' - 6 " T A L L W A L L 2X 6 B O T T O M PL A T E & DO U B L E 2 X 6 TO P P L A T E 2X 6 B O T T O M PL A T E & DO U B L E 2 X 6 TO P P L A T E UP T O 1 0 ' - 4 " T A L L W A L L EX T E R I O R W A L L A N D SH E A R W A L L S H E A T H I N G MU S T B E 7 / 1 6 " W I T H MI N I M U M ( 2 4 / 1 6 ) S P A N RA T I N G T O U S E T H I S D E T A I L 1 2 . 0 " 1 2 . 0 " 1 2 . 0 " 1 2 . 0 " 2 4 . 0 " 2 4 . 0 " 9.6"9.6"9.6"9.6"19.2"19.2" D.0 6 1/2 " S H E E T R O C K DO U B L E 2 X 6 TO P P L A T E S 2X 6 S T U D S @ 1 6 " O . C . O R OP T I O N D . 0 7 1/2 " S H E E T R O C K FU L L W A L L B L O W N IN S U L A T I O N R - 2 2 2X 6 B O T T O M P L A T E S 3/ 4 " T & G F O O R SH E E T I N G 7/ 1 6 " S H E E T I N G N A I L ED G E S W I T H 8 d N A I L S @ 6 " O . C . A N D F I E L D NA I L @ 1 2 " O . C . U N L E S S NO T E D O T H E R W I S E RI M B O A R D 11 - 7 / 8 " F L O O R J O I S T WA L L S E C T I O N RE I N F O R C E M E N T S E E FO U N D A T I O N P L A N 4" G R A V E L 4" C O N C R E T E S L A B FO O T I N G S E E S C H E D U L E 10 " L O N G 1 / 2 " Ø A 3 0 7 "J " B O L T @ 3 2 " O . C . EM B E D D E D 7 " M I N . FU L L W A L L B L O W N IN S U L A T I O N R - 1 1 2X 4 T R E A T E D BO T T O M P L A T E 2X 4 S T U D S @ 1 6 " O . C . 2X 4 T O P P L A T E 2X 4 T R E A T E D SE A L P L A T E SIL L S E A L 8" C O N C R E T E F O U N D A T I O N WA L L W I T H H O R I Z O N T A L # 4 BA R S S P A C E D P E R S C H E D U L E FI R S T B A R A T 4 " F R O M T O P A N D BO T T O M P L A C E V E R T I C A L B A R S PE R S C H E D U L E #4 " J " B A R S M A T C H W A L L S P A C I N G EX T E N D I N T O F O U N D A T I O N WA L L 1 2 " M I N . ( 6 " M I N . H O O K ) 7/1 6 " O S B R O O F S H E E T I N G N A I L ED G E S @ 6 " O . C . A N D F I E L D N A I L @ 12 " O . C . U N L E S S N O T E D O T H E R W I S E PR E - E N G I N E E R E D R O O F T R U S S E S NU T W I T H 3 / 1 6 " X 3 " X 3 " PL A T E W A S H E R & ST A N D A R D W A S H E R NO T T O S C A L E BL O W N I N S U L A T I O N R - 5 0 SI M P S O N H 1 @ EA C H T R U S S D. 0 1 H V E R T I C A L H O R I Z O N T A L W I D T H H E I G H T # 4 B A R S 8'- 0 " 2 4 " O . C . 2 4 " O . C . 1 ' - 6 " 8 " 2 9'- 0 " 1 8 " O . C . 1 8 " O . C . 2 ' - 0 " 1 1 " 3 10 ' - 0 " 1 6 " O . C . 1 8 " O . C . 2 ' - 6 " 1 2 " 4 11 ' - 0 " 1 0 " O . C . 1 8 " O . C . 3 ' - 0 " 1 2 " 4 12 ' - 0 " 8 " O . C . 1 8 " O . C . 4 ' - 0 " 1 2 " 6 FO U N D A T I O N W A L L F O O T I N G 2X T R E A T E D BO T T O M P L A T E FO O T I N G S E E FO U N D A T I O N P L A N 1/ 2 " Ø S I M P S O N T I T E N H D BO L T S E M B E D E D 3 " M I N @ 6'- 0 " M A X . O . C . S P A C I N G D. 0 2 IN T E R I O R F O O T I N G D E T A I L NO T T O S C A L E 7 3 1 5 8' W A L L W I N D O W O P E N I N G D. 0 4 4 3 1 = D O U B L E 2 X 6 T O P P L A T E S 2 = H E A D E R P E R F R A M I N G P L A N 3 = 2 X 6 C R I P P L E S E E F R A M I N G P L A N 4 = 2 X 6 K I N G S T U D 5 = 2 X 6 6 = 2 X 6 @ 1 6 " O . C . 7 = 2 X 6 B O T T O M P L A T E 8 = ( 9 2 - 5 / 8 " ) 2 X 6 S T U D S @ 1 6 " O . C . 9 = E X T E R I O R S H E E T I N G 2 4 5 8 6 A A A A 1 9 52 9 2 5 1 9 2 5 1 DO U B L E 2 X TO P P L A T E S RO O F J O I S T @ 2 4 " O . C . BO U N D A R Y NA I L I N G BL O C K I N G FL O O R S H E E T I N G 16 d N A I L S @ 6 " O . C . AL T E R N A T E S I D E S BE A R I N G W A L L D E T A I L D.0 5 NO T T O S C A L E D.0 6 TR U S S T O W A L L C O N N E C T I O N NO T T O S C A L E DO U B L E 2 X 6 TO P P L A T E S 2X B L O C K I N G T O W I T H I N 2" O F R O O F S H E E T I N G BO U N D A R Y N A I L I N G 7/1 6 " O S B R O O F S H E E T I N G N A I L ED G E S @ 6 " O . C . A N D F I E L D N A I L @ 12 " O . C . U N L E S S N O T E D O T H E R W I S E PR E - E N G I N E E R E D R O O F TR U S S E S SIM P S O N H 1 @ EA C H T R U S S 2X F A S C I A B O A R D PR O V I D E W E A T H E R R E S I S T I V E BA R R I E R O V E R S H E E T I N G GA R A G E F O U N D A T I O N D E T A I L D. 0 3 (2 ) C O N T I N U E S # 4 B A R S NO T T O S C A L E 1'- 6 " X 1 0 " C O N C R E T E FO O T I N G 4" C O N C R E T E S L A B #4 " J " B A R S @ 2 ' O . C . E X T E N D I N T O F O U N D A T I O N WA L L 1 2 " M I N . ( 6 " M I N . H O O K ) 6" C O N C R E T E F O U N D A T I O N WA L L W I T H H O R I Z O N T A L #4 B A R S @ 2 4 " O . C . F I R S T BA R A T 4 " F R O M T O P A N D BO T T O M P L A C E V E R T I C A L BA R S A T 2 4 " O . C . 4" G R A V E L 10 " L O N G 1 / 2 " Ø A 3 0 7 "J " B O L T @ 3 2 " O . C . EM B E D D E D 7 " M I N . 2X T R E A T E D S E A L PL A T E SIL L S E A L NU T W I T H 3 / 1 6 " X 3 " X 3 " PL A T E W A S H E R & ST A N D A R D W A S H E R H E I G H T 4 ' - 0 " Co n t r a c t o r s / S u b - C o n t r a c t o r s t o v e r i f y a l l f i n i s h w o rk w i t h c o n t r a c t . P l a n s a s d r a w n m a y r e p r e s e n t f u t u re options an d p o s s i b l e f i n i s h e d l a y o u t . E x t e n t o f F i n i s h a s d ic t a t e d b y S a l e s C o n t r a c t s u p e r s e d e s d r a w i n g r e p r e s entations.SHEET:IF DRAWINGS ARE NOT STAMPED AND SIGNED THEY ARE TO BE CONSIDERED PRELIMINARY NOT FOR CONSTRUCTION OR PERMIT. THESE DRAWINGS ARE ONLY TO BE USED FOR THE LOCATION SPECIFIED. IF SUBMITTED FOR ANY OTHER LOCATION PLEASE CONTACT CROOKSTON CUSTOM DESIGNS.SCALE:SHEET TITLE:PROJECT DESCRIPTION:NO.Phone: (435) 757-2906 DRAWINGS PROVIDED BY:Professional Stamp For Structural Design Only3/16/2016 6Gallatin Spec Home Pine Brook Est-SDH L18 B4 D2 , 880 Pine Brook Rexburg, IdahoDATEBYDESCRIPTION 2755 Juniper Circle North Logan, Utah 84341 JOB #Crookston Custom Designs1 BJC For Construction 3/16/2016 www.CrookstonDesigns.com www.CrookstonDesigns.com www.CrookstonDesigns.com www.CrookstonDesigns.com 1/4" = 1'Main floor = 1862 sf Foundation = 1779 sf Basement = 1576 sf Basement finished = 1208 sf Cold Storage = 52 sf Garage = 978 sfSECTIONS & DETAILS co p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 3 / 1 6 / 2 0 1 6 co p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 3 / 1 6 / 2 0 1 6 copyright © Crookston Custom Designs 3/16/2016 c o p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 3 / 1 6 / 2 0 1 6 16016 WH RE F . DWW? ? WI N D O W O P E N I N G DO O R O P E N I N G DO U B L E S W I N G DO O R O P E N I N G RE F R I G E R A T O R LA U N D R Y W A S H E R & DR Y E R DIS H W A S H E R WA L L O V E N CO O K R A N G E W I T H OV E N DO U B L E K I T C H E N SIN K SIN G L E U T I L I T Y S I N K BA T H R O O M S I N K TO I L E T BA T H T U B W I T H SH O W E R LA R G E S O A K E R T U B SH O W E R WA T E R H E A T E R PE D E S T A L S I N K FO R C E D A I R FU R N A C E IN S E R T F I R E P L A C E WO O D S T O V E D? ? D? ? i. C o r r o s i o n - r e s i s t a n t s t a p l e s w i t h n o m i n a l 7 /16 -inch crown or 1-inch crown and 1 1 /4 -inch length for 1 /2 -inch sheathing and 1-inch le n g t h f o r 25 /32 -in c h s h e a t h i n g . P a n e l s u p p o r t s a t 1 6 i n c h e s ( 2 0 i n ches if strength axis in the long direction of the panel, unless ot h e r w i s e m a r k e d ) . j. C a s i n g ( 1 1 /2 ″ × 0 . 0 8 0 ″ ) o r f i n i s h ( 1 1 /2 ″ × 0 . 0 7 2 ″ ) n a i l s s p a c e d 6 i n c h e s o n p a n e l e d g e s , 1 2 inches at intermediate supports. k. P a n e l s u p p o r t s a t 2 4 i n c h e s . C a s i n g o r f i n i s h n a i ls spaced 6 inches on panel edges, 12 inches at int ermediate supports. l. F o r r o o f s h e a t h i n g a p p l i c a t i o n s , 8 d n a i l s ( 2 1 /2 ″ × 0 . 1 1 3 ″ ) a r e t h e m i n i m u m r e q u i r e d f o r w o o d s t r u c t u ral panels. m. S t a p l e s s h a l l h a v e a m i n i m u m c r o w n w i d t h o f 7 /16 inch. n. F o r r o o f s h e a t h i n g a p p l i c a t i o n s , f a s t e n e r s s p a c e d 4 inches on center at edges, 8 inches at intermedi ate supports. o. F a s t e n e r s s p a c e d 4 i n c h e s o n c e n t e r a t e d g e s , 8 i nches at intermediate supports for subfloor and wal l sheathing and 3 inches on c e n t e r a t e d g e s , 6 i n c h e s a t i n t e r m e d i a t e s u p p o r ts for roof sheathing. p. F a s t e n e r s s p a c e d 4 i n c h e s o n c e n t e r a t e d g e s , 8 i nches at intermediate supports. a. C o m m o n o r b o x n a i l s a r e p e r m i t t e d t o b e u s e d e x c e pt w h e r e o t h e r w i s e s t a t e d . b. N a i l s s p a c e d a t 6 i n c h e s o n c e n t e r a t e d g e s , 1 2 i nc h e s a t i n t e r m e d i a t e s u p p o r t s e x c e p t 6 i n c h e s a t s up p o r t s w h e r e s p a n s a r e 48 i n c h e s o r m o r e . F o r n a i l i n g o f w o o d s t r u c t u r a l p an e l a n d p a r t i c l e b o a r d d i a p h r a g m s a n d s h e a r w a l l s , re f e r t o S e c t i o n 2 3 0 5 . Na i l s f o r w a l l s h e a t h i n g a r e p e r m i t t e d t o b e c o m m o n , b o x o r c a s i n g . c. C o m m o n o r d e f o r m e d s h a n k ( 6 d - 2 ″ × 0 . 1 1 3 ″ ; 8 d - 2 1 /2 ″ × 0 . 1 3 1 ″ ; 1 0 d - 3 ″ × 0 . 1 4 8 ″ ) . d. C o m m o n ( 6 d - 2 ″ × 0 . 1 1 3 ″ ; 8 d - 2 1 /2 ″ × 0 . 1 3 1 ″ ; 1 0 d - 3 ″ × 0 . 1 4 8 ″ ) . e. D e f o r m e d s h a n k ( 6 d - 2 ″ × 0 . 1 1 3 ″ ; 8 d - 2 1 /2 ″ × 0 . 1 3 1 ″ ; 1 0 d - 3 ″ × 0 . 1 4 8 ″ ) . f. C o r r o s i o n - r e s i s t a n t s i d i n g ( 6 d - 1 7 /8 ″ × 0 . 1 0 6 ″ ; 8 d - 2 3 /8 ″ × 0 . 1 2 8 ″ ) o r c a s i n g ( 6 d - 2 ″ × 0 . 0 9 9 ″ ; 8 d - 2 1 /2 ″ × 0 . 1 1 3 ″ ) n a i l . g. F a s t e n e r s s p a c e d 3 i n c h e s o n c e n t e r a t e x t e r i o r e dg e s a n d 6 i n c h e s o n c e n t e r a t i n t e r m e d i a t e s u p p o r t s, w h e n u s e d a s st r u c t u r a l s h e a t h i n g . S p a c i n g s h a l l b e 6 i n c h e s o n ce n t e r o n t h e e d g e s a n d 1 2 i n c h e s o n c e n t e r a t i n t e rm e d i a t e s u p p o r t s f o r no n s t r u c t u r a l a p p l i c a t i o n s . h. C o r r o s i o n - r e s i s t a n t r o o f i n g n a i l s w i t h 7 /16 -in c h - d i a m e t e r h e a d a n d 1 1 /2 -in c h l e n g t h f o r 1 /2 -in c h s h e a t h i n g a n d 1 3 / 4 -in c h l e n g t h f o r 25 /32 -in c h s h e a t h i n g . FA S T E N I N G S C H E D U L E CO N N E C T I O N F A S T E N I N G a, m LO C A T I O N CO N N E C T I O N F A S T E N I N G a, m LOCATION 1. J o i s t t o s i l l o r g i r d e r 3 - 8 d c o m m o n ( 2 1 /2 ″ × 0 . 1 3 1 ″ ) t o e n a i l 20 . 1 ″ d i a g o n a l b r a c e t o e a c h s t u d a n d p l a t e 2 - 8 d c o mmon (2 1 /2 ″ × 0.131″) face nail 3 - 3 ″ × 0 . 1 3 1 ″ n a i l s 2 - 3 ″ × 0 . 1 3 1 ″ n a i l s 3 - 3 ″ 1 4 g a g e s t a p l e s 3 - 3 ″ 1 4 g a g e s t a p l e s 2. B r i d g i n g t o j o i s t 2 - 8 d c o m m o n ( 2 1 /2 ″ × 0 . 1 3 1 ″ ) t o e n a i l e a c h e n d 2 1 . 1 ″ × 8 ″ s h e a t h i n g t o e a c h b e a r i n g 3 - 8 d c o m m o n ( 2 1 /2 ″ × 0.131″) face nail 2 - 3 ″ × 0 . 1 3 1 ″ n a i l s 22 . W i d e r t h a n 1 ″ × 8 ″ s h e a t h i n g t o e a c h b e a r i n g 3 - 8 d common (2 1 /2 ″ × 0 . 1 3 1 ″ ) f a c e n a i l 2 - 3 ″ 1 4 g a g e s t a p l e s 23 . B u i l t - u p c o r n e r s t u d s 1 6 d c o m m o n ( 3 1 /2 ″ × 0 . 1 6 2 ″ ) 2 4 ″ o . c . 3. 1 ″ × 6 ″ s u b f l o o r o r l e s s t o e a c h j o i s t 2 - 8 d c o m m o n (2 1 /2 ″ × 0 . 1 3 1 ″ ) f a c e n a i l 3″ × 0 . 1 3 1 ″ n a i l s 1 6 ″ o . c . 4. W i d e r t h a n 1 ″ × 6 ″ s u b f l o o r t o e a c h j o i s t 3 - 8 d c o m m on ( 2 1 /2 ″ × 0 . 1 3 1 ″ ) f a c e n a i l 3″ 1 4 g a g e s t a p l e s 1 6 ″ o . c . 5. 2 ″ s u b f l o o r t o j o i s t o r g i r d e r 2 - 1 6 d c o m m o n ( 3 1 /2 ″ × 0 . 1 6 2 ″ ) b l i n d a n d f a c e n a i l 2 4 . B u i l t - u p g i r d e r a n d b e a m s 2 0 d c o m m o n ( 4 ″ × 0 . 1 9 2 ″ ) 3 2 ″ o . c . f a c e n a i l a t t o p and bottom staggered on opposite sides 6. S o l e p l a t e t o j o i s t o r b l o c k i n g 1 6 d ( 3 1 /2 ″ × 0 . 1 3 5 ″ ) a t 1 6 ″ o . c . t y p i c a l f a c e n a i l 3″ × 0 . 1 3 1 ″ n a i l a t 2 4 ″ o . c . 3″ × 0 . 1 3 1 ″ n a i l s a t 8 ″ o . c . 3″ 1 4 g a g e s t a p l e a t 2 4 ″ o . c . 3″ 1 4 g a g e s t a p l e s a t 1 2 ″ o . c . 2 - 2 0 d c o m m o n ( 4 ″ × 0 . 1 9 2 ″ ) f a c e n a i l a t e n d s a n d a t e ach splice 3- 1 6 d ( 3 1 /2 ″ × 0 . 1 3 5 ″ ) a t 1 6 ″ o . c . b r a c e d w a l l p a n e l s 3 - 3 ″ × 0 . 1 3 1 ″ n a i l s So l e p l a t e t o j o i s t o r b l o c k i n g a t b r a c e d 4 - 3 ″ × 0 . 1 3 1″ n a i l s a t 1 6 ″ o . c . 3 - 3 ″ 1 4 g a g e s t a p l e s wa l l p a n e l 4 - 3 ″ 1 4 g a g e s t a p l e s a t 1 6 ″ o . c . 25 . 2 ″ p l a n k s 16d common (3 1 /2 ″ × 0 . 1 6 2 ″ ) a t e a c h b e a r i n g 7. T o p p l a t e t o s t u d 2 - 1 6 d c o m m o n ( 3 1 /2 ″ × 0 . 1 6 2 ″ ) e n d n a i l 26 . C o l l a r t i e t o r a f t e r 3 - 1 0 d c o m m o n ( 3 ″ × 0 . 1 4 8 ″ ) f a ce nail 3 - 3 ″ × 0 . 1 3 1 ″ n a i l s 4 - 3 ″ × 0 . 1 3 1 ″ n a i l s 3 - 3 ″ 1 4 g a g e s t a p l e s 4 - 3 ″ 1 4 g a g e s t a p l e s 8. S t u d t o s o l e p l a t e 4 - 8 d c o m m o n ( 2 1 /2 ″ × 0 . 1 3 1 ″ ) t o e n a i l 27 . J a c k r a f t e r t o h i p 3 - 1 0 d c o m m o n ( 3 ″ × 0 . 1 4 8 ″ ) t o e n ail 4 - 3 ″ × 0 . 1 3 1 ″ n a i l s 4 - 3 ″ × 0 . 1 3 1 ″ n a i l s 3 - 3 ″ 1 4 g a g e s t a p l e s 4 - 3 ″ 1 4 g a g e s t a p l e s 2 - 1 6 d c o m m o n ( 3 1 /2 ″ × 0 . 1 6 2 ″ ) e n d n a i l 2 - 1 6 d c o m m o n ( 3 1 /2 ″ × 0 . 1 6 2 ″ ) f a c e n a i l 3 - 3 ″ × 0 . 1 3 1 ″ n a i l s 3 - 3 ″ × 0 . 1 3 1 ″ n a i l s 3 - 3 ″ 1 4 g a g e s t a p l e s 3 - 3 ″ 1 4 g a g e s t a p l e s 9. D o u b l e s t u d s 16 d ( 3 1 /2 ″ × 0 . 1 3 5 ″ ) a t 2 4 ″ o . c . f a c e n a i l 28 . R o o f r a f t e r t o 2 - b y r i d g e b e a m 2 - 1 6 d c o m m o n ( 3 1 /2 ″ × 0 . 1 6 2 ″ ) t o e n a i l 3″ × 0 . 1 3 1 ″ n a i l a t 8 ″ o . c . 3 - 3 ″ × 0 . 1 3 1 ″ n a i l s 3″ 1 4 g a g e s t a p l e a t 8 ″ o . c . 3 - 3 ″ 1 4 g a g e s t a p l e s 10 . D o u b l e t o p p l a t e s 1 6 d ( 3 1 /2 ″ × 0 . 1 3 5 ″ ) a t 1 6 ″ o . c . t y p i c a l f a c e n a i l 2 -16d common (3 1 /2 ″ × 0 . 1 6 2 ″ ) f a c e n a i l 3″ × 0 . 1 3 1 ″ n a i l a t 1 2 ″ o . c . 3 - 3 ″ × 0 . 1 3 1 ″ n a i l s 3″ 1 4 g a g e s t a p l e a t 1 2 ″ o . c . 3 - 3 ″ 1 4 g a g e s t a p l e s Do u b l e t o p p l a t e s 8 - 1 6 d c o m m o n ( 3 1 /2 ″ × 0 . 1 6 2 ″ ) l a p s p l i c e 29 . J o i s t t o b a n d j o i s t 3 - 1 6 d c o m m o n ( 3 1 /2 ″ × 0 . 1 6 2 ″ ) f a c e n a i l 12 - 3 ″ × 0 . 1 3 1 ″ n a i l s 4 - 3 ″ × 0 . 1 3 1 ″ n a i l s 12 - 3 ″ 1 4 g a g e s t a p l e s 4 - 3 ″ 1 4 g a g e s t a p l e s 11 . B l o c k i n g b e t w e e n j o i s t s o r r a f t e r s t o t o p p l a t e 3 - 8 d c o m m o n ( 2 1 /2 ″ × 0 . 1 3 1 ″ ) t o e n a i l 30 . L e d g e r s t r i p 3 - 1 6 d c o m m o n ( 3 1 /2 ″ × 0 . 1 6 2 ″ ) f a c e n a i l a t e a c h j o i s t 3 - 3 ″ × 0 . 1 3 1 ″ n a i l s 4 - 3 ″ × 0 . 1 3 1 ″ n a i l s 3 - 3 ″ 1 4 g a g e s t a p l e s 4 - 3 ″ 1 4 g a g e s t a p l e s 12 . R i m j o i s t t o t o p p l a t e 8 d ( 2 1 /2 ″ × 0 . 1 3 1 ″ ) a t 6 ″ o . c . t o e n a i l 1 /2 ″ a n d l e s s 6 d c, 1 3″ × 0 . 1 3 1 ″ n a i l a t 6 ″ o . c . 31 . W o o d s t r u c t u r a l p a n e l s a n d p a r t i c l e b o a r d b 2 3 /8 ″ × 0 . 1 1 3 ″ n a i l n 3″ 1 4 g a g e s t a p l e a t 6 ″ o . c . Su b f l o o r , r o o f a n d w a l l s h e a t h i n g ( t o f r a m i n g ) 13 . T o p p l a t e s , l a p s a n d i n t e r s e c t i o n s 2 - 1 6 d c o m m o n ( 3 1 /2 ″ × 0 . 1 6 2 ″ ) f a c e n a i l 1 3 /4 ″ 1 6 g a g e o 3 - 3 ″ × 0 . 1 3 1 ″ n a i l s 19 /32 ″ t o 3 /4 ″ 8 d d or 6d e 3 - 3 ″ 1 4 g a g e s t a p l e s 2 3 /8 ″ × 0 . 1 1 3 ″ n a i l p 14 . C o n t i n u o u s h e a d e r , t w o p i e c e s 1 6 d c o m m o n ( 3 1 /2 ″ × 0 . 1 6 2 ″ ) 1 6 ″ o . c . a l o n g e d g e 2″ 1 6 g a g e s t a p l e p 15 . C e i l i n g j o i s t s t o p l a t e 3 - 8 d c o m m o n ( 2 1 /2 ″ × 0 . 1 3 1 ″ ) t o e n a i l 5 - 3 ″ × 0 . 1 3 1 ″ n a i l s 7 /8 ″ t o 1 ″ 8 d c 5 - 3 ″ 1 4 g a g e s t a p l e s 1 1 /8 ″ t o 1 1 /4 ″ 1 0 d d or 8d e 16 . C o n t i n u o u s h e a d e r t o s t u d 4 - 8 d c o m m o n ( 2 1 /2 ″ × 0 . 1 3 1 ″ ) t o e n a i l Si n g l e f l o o r ( c o m b i n a t i o n s u b f l o o r - u n d e r l a y m e n t 3 /4 ″ a n d l e s s 6 d e 17 . C e i l i n g j o i s t s , l a p s o v e r p a r t i t i o n s 3 - 1 6 d c o m m on ( 3 1 /2 ″ × 0 . 1 6 2 ″ ) m i n . , f a c e n a i l to f r a m i n g ) 7 /8 ″ t o 1 ″ 8 d e (s e e S e c t i o n 2 3 0 8 . 1 0 . 4 . 1 , T a b l e 2 3 0 8 . 1 0 . 4 . 1 ) T a b l e 2 30 8 . 1 0 . 4 . 1 1 1 /8 ″ t o 1 1 /4 ″ 1 0 d d or 8d e 4 - 3 ″ × 0 . 1 3 1 ″ n a i l s 32 . P a n e l s i d i n g ( t o f r a m i n g ) 1 /2 ″ o r l e s s 6 d f 4 - 3 ″ 1 4 g a g e s t a p l e s 5 /8 ″8d f 18 . C e i l i n g j o i s t s t o p a r a l l e l r a f t e r s 3 - 1 6 d c o m m o n ( 3 1 /2 ″ × 0 . 1 6 2 ″ ) min i m u m , fa c e n a i l 33 . F i b e r b o a r d s h e a t h i n g g 1 /2 ″No. 11 gage roofing nail h (s e e S e c t i o n 2 3 0 8 . 1 0 . 4 . 1 , T a b l e 2 3 0 8 . 1 0 . 4 . 1 ) T a b l e 23 0 8 . 1 0 . 4 . 1 6d common nail (2″ × 0 . 1 1 3 ″ ) 4 - 3 ″ × 0 . 1 3 1 ″ n a i l s No. 16 gage staple i 4 - 3 ″ 1 4 g a g e s t a p l e s 25 /32 ″ N o . 1 1 g a g e r o o f i n g n a i l h 19 . R a f t e r t o p l a t e 3 - 8 d c o m m o n ( 2 1 /2 ″ × 0 . 1 3 1 ″ ) t o e n a i l 8d common nail (2 1 /2 ″ × 0 . 1 3 1 ″ ) (s e e S e c t i o n 2 3 0 8 . 1 0 . 1 , T a b l e 2 3 0 8 . 1 0 . 1 ) 3 - 3 ″ × 0 . 1 3 1″ n a i l s No. 16 gage staple i 3 - 3 ″ 1 4 g a g e s t a p l e s 34 . I n t e r i o r p a n e l i n g 1 /4 ″4d j 3 /8 ″6d k PL A N S Y M B O L S Co n t r a c t o r s / S u b - C o n t r a c t o r s t o v e r i f y a l l f i n i s h w o rk w i t h c o n t r a c t . P l a n s a s d r a w n m a y r e p r e s e n t f u t u re options an d p o s s i b l e f i n i s h e d l a y o u t . E x t e n t o f F i n i s h a s d ic t a t e d b y S a l e s C o n t r a c t s u p e r s e d e s d r a w i n g r e p r e s entations.SHEET:IF DRAWINGS ARE NOT STAMPED AND SIGNED THEY ARE TO BE CONSIDERED PRELIMINARY NOT FOR CONSTRUCTION OR PERMIT. THESE DRAWINGS ARE ONLY TO BE USED FOR THE LOCATION SPECIFIED. IF SUBMITTED FOR ANY OTHER LOCATION PLEASE CONTACT CROOKSTON CUSTOM DESIGNS.SCALE:SHEET TITLE:PROJECT DESCRIPTION:NO.Phone: (435) 757-2906 DRAWINGS PROVIDED BY:Professional Stamp For Structural Design Only3/16/2016 7Gallatin Spec Home Pine Brook Est-SDH L18 B4 D2 , 880 Pine Brook Rexburg, IdahoDATEBYDESCRIPTION 2755 Juniper Circle North Logan, Utah 84341 JOB #Crookston Custom Designs1 BJC For Construction 3/16/2016 www.CrookstonDesigns.com www.CrookstonDesigns.com www.CrookstonDesigns.com www.CrookstonDesigns.com 1/4" = 1'Main floor = 1862 sf Foundation = 1779 sf Basement = 1576 sf Basement finished = 1208 sf Cold Storage = 52 sf Garage = 978 sfLEGEND AND NAILING SCHEDULE co p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 3 / 1 6 / 2 0 1 6 co p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 3 / 1 6 / 2 0 1 6 copyright © Crookston Custom Designs 3/16/2016 c o p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 3 / 1 6 / 2 0 1 6 16016 UP D. 0 1 B6 B9 B8 B6 B6 B7 C2 C2 B1 = ( 2 ) 2 X 1 0 B2 = ( 3 ) 2 X 1 0 B3 = ( 2 ) 1 - 3 / 4 " X 1 1 - 7 / 8 " L V L B4 = P R E - E N G I N E E R E D T R U S S E S D E S I G N E D B Y M A N U F A C T U R E R B5 = ( 3 ) 1 - 3 / 4 " X 9 - 1 / 2 " L V L B6 = ( 2 ) 2 X 8 B7 = ( 2 ) 1 - 3 / 4 " X 7 - 1 / 4 " L V L B8 = 1 1 - 7 / 8 " T J I 1 1 0 @ 1 6 " O . C . B9 = 6 " T H I C K S L A B W I T H # 4 B A R S @ 1 6 " O . C . E A C H D I R E C TI O N C1 ( 2 ) 2 X 4 C2 ( 3 ) 2 X 4 C3 ( 4 ) 2 X 4 C4 ( 5 ) 2 X 4 C5 ( 2 ) 2 X 6 C6 ( 3 ) 2 X 6 C7 ( 4 ) 2 X 6 C8 ( 5 ) 2 X 6 C9 4 X 4 C1 0 6 X 6 C1 1 8 X 8 UP 8'-0" 8'- 0 " 3/ 1 2 V A U L T 3/ 1 2 V A U L T 3/ 1 2 V A U L T TR A Y C E I L I N G 3/ 1 2 V A U L T D.0 1 D.04 C6 B1 B1 B1 B1 B1 B1 B1 B1B1 B1 B1B1B1 B1 B1 B1 B1B1 B3 B4 B5 C6 C6 C6 C6 C3 B3 Co n t r a c t o r s / S u b - C o n t r a c t o r s t o v e r i f y a l l f i n i s h w o rk w i t h c o n t r a c t . P l a n s a s d r a w n m a y r e p r e s e n t f u t u re options an d p o s s i b l e f i n i s h e d l a y o u t . E x t e n t o f F i n i s h a s d ic t a t e d b y S a l e s C o n t r a c t s u p e r s e d e s d r a w i n g r e p r e s entations.SHEET:IF DRAWINGS ARE NOT STAMPED AND SIGNED THEY ARE TO BE CONSIDERED PRELIMINARY NOT FOR CONSTRUCTION OR PERMIT. THESE DRAWINGS ARE ONLY TO BE USED FOR THE LOCATION SPECIFIED. IF SUBMITTED FOR ANY OTHER LOCATION PLEASE CONTACT CROOKSTON CUSTOM DESIGNS.SCALE:SHEET TITLE:PROJECT DESCRIPTION:NO.Phone: (435) 757-2906 DRAWINGS PROVIDED BY:Professional Stamp For Structural Design Only3/16/2016 8Gallatin Spec Home Pine Brook Est-SDH L18 B4 D2 , 880 Pine Brook Rexburg, IdahoDATEBYDESCRIPTION 2755 Juniper Circle North Logan, Utah 84341 JOB #Crookston Custom Designs1 BJC For Construction 3/16/2016 www.CrookstonDesigns.com www.CrookstonDesigns.com www.CrookstonDesigns.com www.CrookstonDesigns.com 1/4" = 1'Main floor = 1862 sf Foundation = 1779 sf Basement = 1576 sf Basement finished = 1208 sf Cold Storage = 52 sf Garage = 978 sf MA I N F L O O R F R A M I N G P L A N RO O F F R A M I N G P L A N FRAMING PLANS co p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 3 / 1 6 / 2 0 1 6 co p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 3 / 1 6 / 2 0 1 6 copyright © Crookston Custom Designs 3/16/2016 c o p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 3 / 1 6 / 2 0 1 6