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BRES2020-0138 Truss CalcsREVISION 1 13-5-0 12-4-8 DRAG LOAD 5072 Fll DRAG LOAD 1765 FIR 12-9-8 a F1EG 20-10-0 BRES2020-01 38 rCITY OF LA QUINTA BUILDING DIVISION REVIEWED FOR CODE COMPLIANCE DATEO4I15I2021 B. IF ROOF CHANGES F1ED Drag Load 6500 0 ,21 13-0 7-11-8 F1CA FICA F1C F1C P ,91 F2 (4) LL DRAG LOAD 2117 F: (4) F2A (9) 0 DRAG LOAD 4500 F1A F1A LL N DRAG LOAD 6500 1 F1-D LL FIG DRAG LOAD 5072 45-3-0 rrn 27-2-0 DRAG LOAD 2117 Cal eiS+S�/EA/T �1f7 JJ/FIJLJ(JA L CAL CULATI7YS NOTES: I) REFER TOINDIVIDUAL TRUSS z) DIMENSIONS SHOWN ARE FROM 3) DIMENSIONAL VERIFICATION IS THE __RESPONSIBILITY OF THE SITE ...CONTRACTOR AND/OR ARCHITECT. 0) ALL INTERIOR HEADERS TO BE EXCEPT AS NOTED. 5_) ALL TRUSSES MOST BE SPACED AT ... A MAXPNUM OF 20' OC UNLESS ERWCE NOTED. 6) "DO NOT CUT, DRILL, OR ALTER ......*CONSENT FROM A REGISTERED x 0" O 00 A REVISION: Designed By: Manny Prado Checked By: Job Number: 201235R - New Residence Plan 2310 Qty: 11 Truss: F1 Customer: Elyon Development Imperial Truss & Lumber SID: u [ I TpkI4 I IIIu Epp tIP[ i Ituaa LUtI to b� (760) 3manny55 014galtrussandlumber.com Date: 01 / 21 / 21 Truss Mfr. Contact: Manny Prado Page: 1 of 1 S8 5-5-6 5-10-14 5-10-14 5-10-14 5-10-14 5-10-14 5-10-14 5-5-6 5-8 5_8 2 3 5-10-14 11-912 178-10 4 5 23-78 6 296-6 7 8 10 35-5-4 9 41-4-2 46-98 4i0 1 } v v 0.25/12 I-0.25/12 0 ,r 3x4= 5x6= 2m-1 3x6 3x4= 5x6= 3x4 3x6 3x8 5x8 3x4= ,,:, } } } N o 0 T m T m m m 3x4n 5x6= 4x6 4x4= 5x12-18 4x8 5x12-18 3x4= 4x6 6x8 *2-0-01 2-2-12i 5-3-5 76-0 8-77 8-77 76-1 76-1 2-2-12 76-1 15-0-1 23-78 32-2-15 398-15 473-0 12 13 14 15 16 17 18 19 20 21 473-0 Code/Design: CBC-2019/TPI-2014 Snow Load Specs Wind Load Specs Additional Design Checks PSF Live Dead Dur Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 130 mph 10 psf Non -Concurrent BCLL: Yes TC 20.0 14.0 Live Wind Snow Risk Cat: II Terrain Cat: C Risk Cat: II Exposure Cat: C 20 psf BC Limited Storage: Yes BC 0.0 7.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 72.4 ft B = 63.0 ft 200 lb BC Accessible Ceiling: Yes Total 41.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 15.0 ft Kzt = 1.0 300 lb TC Maintenance Load: Yes Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low -Slope Minimums(Pfmin): No Wind DL(psf): TC = 8.4 BC = 4.2 Unbalanced TCLL: Yes Green Lumber: Yes Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 6-00-00 Material Summary Reaction Summary Deflection Summary TC 2x4 DFL #2 Reaction Summary(Lbs) TrussSpan Limit Actual(in) Location BC 2x4 DFL #1B Jnt--X-Loc- React -Up- --Width- -Reqd -Mat PSI Vert LL L/240 L/899(-0.60) 17-19 Webs 2x4 DFL Std/Stud 13 2-02-12 1991 323 05-08 02-00 DFL 667 Vert DL L/120 L/805(-0.67) 17-19 2x6 DFL #2 12-1 21-11 21 47-00-04 1822 265 05-08 01-15 DFL 625 Vert CR L/180 L/425(-1.26) 17-19 Max Horiz = -487 / +487 at Joint 13 Horz LL 0.75in ( 0.13) @Jt21 Member Forces Summary Horz CR 1.25in ( 0.26) @Jt21 ..Mem... Ten Comp .CSI. Loads Summary Cant CR 2L/180 2L/304( 0.16) 12-13 TC 1- 2 333 409 0.55 PPT LL 2L/120 2L/291( 0.24) 12- 1 2- 3 1367 2725 0.52 This truss has been designed for the effects of an unbalanced top chord PPT LL 2L/120 2L/314(-0.23) 21-11 3- 4 2219 5096 0.69 live load occurring at [23-07-08] using a 1.00 Full and 0.00 Reduced load 4- 5 2219 5089 0.60 factor. Vert CR and Horz CR are the vertical and 5- 6 2478 5988 0.88 See Loadcase Report for loading details. horizontal deflections due to live load combinations and additional 6- 7 2478 5988 0.88 Dead Loads be > 12.0/12 plus the creep component of deflection may slope adjusted: 7- 8 2379 5528 0.67 due to dead load, computed as Defl LL + Tooth -Holding reduction factors applied:Green Lumber (Kcr - 1) x Defl 8- 9 2379 5535 0.73 _DL in accordance with 9-10 1692 3597 0.58 ANSI/TPI 1. 10-11 349 397 0.54 Notes BC OH-12 0 0 0.00 Designed for green lumber that will be seasoned by time of installation. Bracing Data Summary 12-13 101 75 0.18 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Bracing Data 13-14 2054 1418 0.37 Plates located at TC pitch breaks meet the prescriptive minimum size Chords; continuous except where shown 14-15 4331 2265 0.64 requirement to transfer unblocked diaphragm loads across those joints. Web Bracing -- CLR 15-16 5616 2706 0.75 Continuous Lateral Restraint (CLR) rows require diagonal bracing per Single: 13- 2 14- 3 10-21 16-17 5616 2706 0.79 D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Continuous Restraint Bracing Req'd 17-18 5912 2657 0.82 Less than 0.25/12 pitch requires adequate drainage to prevent ponding. See BCSI-B3 3.0 18-19 5912 2657 0.78 19-20 4949 2161 0.68 Plate offsets (X, Y): 20-21 3010 1251 0.59 21-0H 0 0 0.00 (None unless indicated below) Jnt6 (0, 00-15), Jnt16(0,00-12), Web 1-12 76 41 0.33 Jnt18(0,00-12) 1-13 94 261 0.07 2-13 1228 2778 0.56 2-14 1445 592 0.53 3-14 980 2008 0.43 3-15 1079 442 0.40 5-15 492 835 0.30 5-17 687 221 0.25 6-17 127 218 0.05 7-17 433 290 0.24 7-19 399 605 0.22 9-19 821 345 0.30 9-20 850 1691 0.93 10-20 1262 493 0.46 10-21 1539 3425 0.85 11-21 93 221 0.33 MSC 1- 1 0 0 0.33 11-11 0 0 0.33 NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by C:\SST\Client\RG_Files\...Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General 2020.1.1.19 Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector Helpdesk: 1-866-252-8606 plates are 20 gauge, unless the specified plate size is followed by a "-18" which indicates an 18 gauge plate, or "S# 18", which indicates a high tension 18 gauge plate. CSHelp@strongtie.com EngDrwg: 2019r3RGT 201235R - New Residence Plan 2310 Qty: 1 Truss: F1G Customer: Elyon Development Imperial Truss & Lumber SID: uPERE I4M p (760) 355 014galtrussandlumber.com Date: 01 / 21 / 21 Truss Mfr. Contact: Manny Prado Page: 1 of 1 5-5-6 5-10-14 5-10-14 5-10-14 5-10-14 5-10-14 5-10-14 5-5-6 5_8 S-8 5-8 2 3 5-10-14 11-912 178-10 4 5 23-78 6 296-6 7 8 10 35-5-4 9 41-4-2 46-98 4i0 1 } v v 0.25/12 I -0.25/12 m 0 ,r 3x4= 5x6= 2,4x�-1 3x6 3x4= 5x6= 3x4 3x6 3x8 5x8 1.5x4 r. } } } } N 0 0 T m T m m m } } } A R R R R R R R R R H-o R R R R R R } + 1.5x4 5x6= 4x6 4x4= 5x12-18 4x8 5x12-18 3x4= 4x6 6x8 *2-0-01 2-2-12i 5-3-5 76-0 8-77 8-77 76-1 76-1 2-2-12 76-1 15-0-1 23-78 32-2-15 398-15 473-0 12 13 14 15 16 17 18 19 20 21 473-0 Code/Design: CBC-2019/TPI-2014 Snow Load Specs Wind Load Specs Additional Design Checks PSF Live Dead Dur Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 130 mph 10 psf Non -Concurrent BCLL: Yes TC 20.0 14.0 Live Wind Snow Risk Cat: II Terrain Cat: C Risk Cat: II Exposure Cat: C 20 psf BC Limited Storage: Yes BC 0.0 7.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 72.4 ft B = 63.0 ft 200 lb BC Accessible Ceiling: Yes Total 41.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 15.0 ft Kzt = 1.0 300 lb TC Maintenance Load: Yes Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low -Slope Minimums(Pfmin): No Wind DL(psf): TC = 8.4 BC = 4.2 Unbalanced TCLL: Yes Green Lumber: Yes Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 6-00-00 Material Summary Reaction Summary Deflection Summary TC 2x4 DFL #2 Reaction Summary(Lbs) TrussSpan Limit Actual(in) Location BC 2x4 DFL #1B Jnt--X-Loc- React -Up- --Width- -Reqd -Mat PSI Vert LL L/240 L/899(-0.60) 17-19 Webs 2x4 DFL Std/Stud 13 2-02-12 1991 323 05-08 02-00 DFL 667 Vert DL L/120 L/805(-0.67) 17-19 2x6 DFL #2 12-1 21-11 21 47-00-04 1822 265 05-08 01-15 DFL 625 Vert CR L/180 L/425(-1.26) 17-19 Max Horiz = -487 / +487 at Joint 13 Horz LL 0.75in ( 0.14) @Jt21 Member Forces Summary Horz CR 1.25in ( 0.27) @Jt21 ..Mem... Ten Comp .CSI. Loads Summary Cant CR 2L/180 2L/304( 0.16) 12-13 TC 1- 2 333 409 0.55 PPT LL 2L/120 2L/291( 0.24) 12- 1 2- 3 1367 2725 0.52 This truss has been designed for the effects of an unbalanced top chord PPT LL 2L/120 2L/314(-0.23) 21-11 3- 4 2219 5096 0.69 live load occurring at [23-07-08] using a 1.00 Full and 0.00 Reduced load 4- 5 2219 5089 0.60 factor. Vert CR and Horz CR are the vertical and 5- 6 2478 5988 0.88 This truss has been designed for a 4851.0 lb Drag Load distributed along horizontal deflections due to live load 6- 7 2478 5988 0.88 the top chord rake in each direction and resisted at any bearing location plus the creep component of deflection 7- 8 2379 5528 0.67 shown. due to dead load, computed as Defl LL + 8- 9 2379 5535 0.73 (Kcr - 1) x Defl_DL in accordance with 9-10 1692 3597 0.58 See Loadcase Report for loading combinations and additional details. ANSI/TPI 1. 10-11 349 397 0.54 Dead Loads may be slope adjusted: > 12.0/12 BC OH-12 0 0 0.00 Tooth -Holding reduction factors applied:Green Lumber Bracing Data Summary 12-13 101 75 0.18 Bracing Data 13-14 5344 3687 0.51 Chords; continuous except where shown 14-15 5851 2333 0.64 Notes Web Bracing -- CLR 15-16 5616 2706 0.75 Gable webs are attached with min. lx3 20 ga.plates. The max.rake overhang Single: 13- 2 14- 3 10-21 16-17 5616 2706 0.79 = 1/2 the truss spacing. If this truss is exposed to wind loads Continuous Restraint Bracing Req'd 17-18 5912 2657 0.82 perpendicular to the plane of the truss, it must be braced according to a See BCSI-B3 3.0 18-19 5912 2657 0.78 standard detail matching the wind criteria shown, or according to the 19-20 4949 2161 0.68 Construction Documents and/or SCSI - B3. Plate offsets(X, Y): 20-21 5603 3152 0.59 Designed for green lumber that will be seasoned by time of installation. 21-0H 0 0 0.00 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees (None unless indicated below) Jnt6(0,00-15), Jnt16(0,00-12), Web 1-12 76 41 0.33 Plates located at TC pitch breaks meet the prescriptive minimum size Jnt18(0, 00-12) 1-13 94 261 0.07 requirement to transfer unblocked diaphragm loads across those joints. 2-13 1228 2778 0.56 Continuous Lateral Restraint (CLR) rows require diagonal bracing per 2-14 1445 592 0.53 D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. 3-14 980 2008 0.43 Less than 0.25/12 pitch requires adequate drainage to prevent ponding. 3-15 1079 442 0.40 Staple non-structural vertical members indicated with lines at the joint 5-15 492 835 0.30 (by others). See Standard Detail TD-CNC-0004A for more. 5-17 895 510 0.42 6-17 127 218 0.05 7-17 711 607 0.50 7-19 399 605 0.24 9-19 821 345 0.30 9-20 850 1691 0.93 10-20 1262 493 0.46 10-21 1539 3425 0.85 11-21 93 221 0.33 MSC 1- 1 0 0 0.33 11-11 0 0 0.33 NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by C:\SST\Client\RG_Files\...Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General 2020.1.1.19 Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector Helpdesk: 1-866-252-8606 plates are 20 gauge, unless the specified plate size is followed by a "-18" which indicates an 18 gauge plate, or "S# 18", which indicates a high tension 18 gauge plate. CSHelp@strongtie.com EngDrwg: 2019r3RGT 201235R - New Residence Plan 2310 Qty: 2 Truss: F1A Customer: Elyon Development Imperial Truss & Lumber SID: u iT4alpl (760) 355 014galtrussandlumber.com Date: 01 / 21 / 21 Truss Mfr. Contact: Manny Prado Page: 1 of 1 tag 5_8 4-710 5-1-2 4-0-8 3-1-9 3-1-9 3-1-9 3-1-9 3-3-3 4-8-14 3-8-9 4-4-10 3-11-2 s_8 i i i i i i i i i i ii 5-1-2 10-2-4 •14-2-12 174-5 20-5-15 23-78 •26-91 •30-0-5 •34-93 •38-5-12 42-10-6 •46-98 5-81 2 3 4 5 6 7 8 9 1011 12 13 14 4B0 v v 0.25/12 I-0.25/12 o 4o 4D o , } 3x4= 4x10 6x823-2 1 3x4n 4x8 3x4= 3x4= 5x8 3x4= 3x4 4x8 3x8 3x4n 6x8 6x6= o; o �� co m ,n i m � o 1 m i } } } 1 6 3x4= 8x10-18 3x4= 3x4= 10x121 } 3x4n 5x6= 10x12 3x4n 3x44 10x16 3x6 *2-0-01 2-2-121 711-8 4-2-4 4-6-10 4-8-6 4-8-7 4-8-4 5-3-13 4-6-6 4-4-10 i i i i i i 2-2-12 10-2-4 14-4-8 18-11-2 23-78 28-3-15 33-0-3 38-4-0 42-10-6 473-0 16 17 18 100 21 22 23 24 25?6 27 28 473-0 Code/Design: CBC-2019/TPI-2014 Snow Load Specs Wind Load Specs Additional Design Checks PSF Live Dead Dur Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 130 mph 10 psf Non -Concurrent BCLL: Yes TC 20.0 14.0 Live Wind Snow Risk Cat: II Terrain Cat: C Risk Cat: II Exposure Cat: C 20 psf BC Limited Storage: Yes BC 0.0 7.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 72.9 ft B = 63.0 ft 200 lb BC Accessible Ceiling: Yes Total 91.0 Plt 1.25 1.60 N/A Thermal Condition: A11 Others(1.0) M.R.H(h) = 15.0 ft Kzt = 1.0 300 lb TC Maintenance Load: Yes Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low -Slope Minimums(Pfmin): No Wind DL(psf): TC = 8.4 BC = 4.2 Unbalanced TCLL: Yes Green Lumber: Yes Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 6-00-00 Material Summary ...Mem... Ten Comp .CSI. Deflection Summary TC 2x4 DFL #2 10-24 449 769 0.22 TrussSpan Limit Actual(in) Location BC 2x4 DFL #2 12-24 615 299 0.22 Vert LL L/240 L/506(-1.06) 22-23 2x6 DFL SS 20-22 22-25 12-25 798 1645 0.57 Vert DL L/120 L/483(-1.11) 22-23 Webs 2x4 DFL Std/Stud 13-25 159 312 0.96 Vert CR L/180 L/247(-2.17) 22-23 2x6 DFL #2 16-1 28-15 14-25 4112 1827 0.72 Horz LL 0.75in ( 0.25) @Jt28 2x4 DFL #2 3-20 18-20 19-4 14-27 981 2109 0.48 Horz CR 1.25in ( 0.51) @Jt28 25-14 26-13 27-15 15-27 2899 1252 0.50 Cant CR 2L/180 2L/175( 0.27) 16-17 ** 15-28 783 1799 0.41 PPT LL 2L/120 2L/211( 0.34) 16- 1 Member Forces Summary 18-20 3742 2016 0. 66 PPT LL 2L/120 2L/220(-0.32) 28-15 19-20 86 9 0.46 . .Mem... Ten Comp .CSI. 25-26 92 0 0.42 Vert CR and Horz CR are the vertical and TC 1- 2 323 919 0.93 25-27 2199 887 0.81 2- 3 1779 3820 0.45 horizontal deflections due to live load 3- 4 3376 7301 0.72 MSC 1- 1 0 0 0.33 plus the creep component of deflection 4- 5 3429 7400 0.64 15-15 0 0 0.33 due to dead load, computed as Defl LL + 5- 6 3429 7397 0.54 Reaction Summary (Kcr - 1) x Defl_DL in accordance with 6- 7 3688 8359 0.75 Reaction Summary(Lbs) ANSI/TPI 1. 7- 8 3678 8559 0.77 Jnt--X-Loc- React -Up- --Width- -Reqd -Mat PSI 8- 9 3677 8554 0.78 17 2-02-12 1991 323 05-08 02-00 DFL 667 Bracing Data Summary 9-10 3699 8722 0.81 28 47-00-09 1822 265 05-08 01-15 DFL 625 Bracing Data 10-11 3322 7983 0.75 Max Horiz = -987 / +487 at Joint 17 Chords; continuous except where shown 11-12 3322 7988 0.95 Web Bracing -- None 12-13 2723 6170 0.51 Loads Summary 13-14 2678 6079 0.54 Plate offsets (X, Y): 14-15 1232 2318 0.38 This truss has been designed for the effects of an unbalanced top chord (None unless indicated below) BC OH-16 0 0 0.00 live load occurring at [23-07-08] using a 1.00 Full and 0.00 Reduced load Jnt3(00-08, 0), Jnt5 (0,-00-09), 16-17 0 75 0.45 factor. Jnt8(0,00-15), Jnt11(0,-00-04), 17-18 1629 1263 0.59 See Loadcase Report for loading combinations and additional details. Jnt14(-00-08,0), Jnt18(0,01-08), 18-19 200 98 0.33 Dead Loads may be slope adjusted: > 12.0/12 Jnt20(0,02-04), Jnt22(0,-01-08), 20-21 8159 3925 0.64 Tooth -Holding reduction factors applied:Green Lumber Jnt25(0,02-04), Jnt27(0,01-08) 21-22 8509 3993 0.73 22-23 8742 3961 0.75 Notes 23-24 8600 3837 0.71 24-25 7593 3318 0.63 Designed for green lumber that will be seasoned by time of installation. 26-27 185 76 0.26 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees 27-28 0 75 0.23 Plates located at TC pitch breaks meet the prescriptive minimum size 28-0H 0 0 0.00 requirement to transfer unblocked diaphragm loads across those joints. Web 1-16 56 88 0.33 Less than 0.25/12 pitch requires adequate drainage to prevent ponding. 1-17 94 141 0.03 2-17 1116 2496 0.86 2-18 2556 1128 0.94 3-18 1056 2198 0.51 3-20 3918 1790 0.69 4-20 133 299 0.50 6-20 489 933 0.27 6-21 444 165 0.16 7-21 220 355 0.07 7-22 371 280 0.13 8-22 154 79 0.05 9-22 157 510 0.15 9-23 157 193 0.06 10-23 330 99 0.12 NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by C:\SST\Client\RG_Files\...Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General 2020.1.1.19 Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector Helpdesk: 1-866-252-8606 plates are 20 gauge, unless the specified plate size is followed by a "-18" which indicates an 18 gauge plate, or "S# 18", which indicates a high tension 18 gauge plate. CSHelp@strongtie . com EngDrwg: 2019r3RGT 201235R - New Residence Plan 2310 Qty: 4 Truss: F1 B Customer: Elyon Development Imperial Truss & Lumber SID: uPERLI pI4MUE (760) 355 014galtrussandlumber.com Date: 01 / 21 / 21 Truss Mfr. Contact: Manny Prado Page: 1 of 1 ss 4-710 5-1-2 4-0-8 4-8-6 4-8-6 5_8 4-8-6 6-10-4 3-3-10 4-4-10 3-11-2ii 1 i i i i 5-815-1-2 10-2-4 14-2-12 18-11-2 23-78 28-3-14 35-2-2 38-5-12 42-10-6 • 46-98 2 3 4 5 6 7 8 9 10 11 12 4B-0 } v v 0.25/12 I-0.25/12 0 V4x623-2 m 1 3x4n 3x6 4x10 4x6 3x4= 5x6= 4x4= 3x8 3x4= 3x4n 5x6= 4x6 `� m N o c co m T m m m ` ` } ❑ 5x10 3x12-18 3x4= 6x10 _ } 3x4n 4x6 6x12 3x4n 3x411 6x8 3x6 *2-0-01 2-2-12 711-8 4-2-4 93-0 92-15 5-5-9 4-6-6 4-4-10 2-2-12 10-2-4 14-4-8 23-78 32-10-7 38-4-0 42-10-6 473-0 14 15 16 178 19 20 21 22T3 24 25 473-0 Code/Design: CBC-2019/TPI-2014 Snow Load Specs Wind Load Specs Additional Design Checks PSF Live Dead Dur Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 130 mph 10 psf Non -Concurrent BCLL: Yes TC 20.0 14.0 Live Wind Snow Risk Cat: II Terrain Cat: C Risk Cat: II Exposure Cat: C 20 psf BC Limited Storage: Yes BC 0.0 7.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 72.4 ft B = 63.0 ft 200 lb BC Accessible Ceiling: Yes Total 41.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 15.0 ft Kzt = 1.0 300 lb TC Maintenance Load: Yes Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low -Slope Minimums(Pfmin): No Wind DL(psf): TC = 8.4 BC = 4.2 Unbalanced TCLL: Yes Green Lumber: Yes Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 6-00-00 Material Summary ...Mem... Ten Comp .CSI. Deflection Summary TC 2x4 DFL #2 16-18 1756 3635 0.69 TrussSpan Limit Actual(in) Location BC 2x4 DFL #2 17-18 76 19 0.18 Vert LL L/240 L/999(-0.33) 19-21 2x4 DFL #1B 18-20 22-23 91 0 0.24 Vert DL L/120 L/999(-0.40) 19-21 Webs 2x4 DFL Std/Stud 22-24 1363 573 0.50 Vert CR L/180 L/607(-0.73) 19-21 2x6 DFL #2 14-1 25-13 MSC 1- 1 0 0 0.33 Horz LL 0.75in ( 0.08) @Jt25 2x4 DFL #2 17-4 23-11 13-13 0 0 0.33 Horz CR 1.25in ( 0.16) @Jt25 Reaction Summary Cant CR 2L/180 2L/999( 0.01) 14-15 Member Forces Summary Reaction Summary (Lbs) PPT LL 2L/120 2L/567( 0.13) 14- 1 ...Mem... Ten Comp .CSI. Jnt--X-Loc- React -Up- --Width- -Reqd -Mat PSI PPT LL 2L/120 2L/354(-0.20) 25-13 TC 1- 2 326 419 0.44 15 2-02-12 280 1209 05-08 00-04 DFL 667 2- 3 3618 1545 0.92 16 10-02-04 3607 567 05-08 03-10 DFL 667 Vert CR and Horz CR are the vertical and 3- 4 2121 870 0.66 25 47-00-04 1180 164 05-08 01-04 DFL 625 horizontal deflections due to live load 4- 5 2157 884 0.61 Max Horiz = -487 / +487 at Joint 16 plus the creep component of deflection 5- 6 2161 884 0.60 due to dead load, computed as Defl LL + 6- 7 998 2304 0.42 Loads Summary (Kcr - 1) x Defl_DL in accordance with 7- 8 998 2304 0.46 ANSI/TPI 1. 8- 9 1718 3784 0.57 This truss has been designed for the effects of an unbalanced top chord 9-10 1717 3790 0.79 live load occurring at [23-07-08] using a 1.00 Full and 0.00 Reduced load Bracing Data Summary 10-11 1659 3369 0.48 factor. Bracing Data 11-12 1632 3318 0.38 See Loadcase Report for loading combinations and additional details. Chords; continuous except where shown 12-13 903 1446 0.36 Dead Loads may be slope adjusted: > 12.0/12 Web Bracing -- CLR BC OH-14 0 0 0.00 Tooth -Holding reduction factors applied:Green Lumber Single: 2-16 16-18 18- 6 14-15 101 75 0.40 Continuous Restraint Bracing Req'd 15-16 548 1289 0.42 See BCSI-B3 3.0 16-17 43 87 0.40 Notes 18-19 579 483 0.58 Designed for green lumber that will be seasoned by time of installation. Plate offsets(X, Y): 19-20 3447 1585 0.78 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees 20-21 3447 1585 0.88 Plates located at TC pitch breaks meet the prescriptive minimum size (None unless indicated below) requirement to transfer unblocked diaphragm loads across those Jnt7 (0, 00-07), Jnt18 (0,01-12), 21-22 3860 1647 0.77 p gm joints. Jnt22(0,01-04) 23-24 115 50 0.26 Continuous Lateral Restraint (CLR) rows require diagonal bracing per 24-25 0 75 0.23 D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. 25-0H 0 0 0.00 Less than 0.25/12 pitch requires adequate drainage to prevent ponding. Web 1-14 67 77 0.33 1-15 106 157 0.04 2-15 1829 796 0.67 2-16 1511 2849 0.66 3-16 579 1148 0.27 3-18 1715 780 0.63 4-18 177 341 0.20 6-18 1331 2969 0.63 6-19 2008 766 0.74 7-19 132 258 0.05 8-19 692 1369 0.70 8-21 488 120 0.18 10-21 180 173 0.05 10-22 327 592 0.18 11-22 120 293 0.27 12-22 2063 911 0.76 12-24 605 1263 0.28 13-24 1774 773 0.65 13-25 495 1153 0.38 NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by C:\SST\Client\RG_Files\...Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General 2020.1.1.19 Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector Helpdesk: 1-866-252-8606 plates are 20 gauge, unless the specified plate size is followed by a "-18" which indicates an 18 gauge plate, or "S# 18", which indicates a high tension 18 gauge plate. CSHelp@strongtie . corn EngDrwg: 2019r3RGT 201235R - New Residence Plan 2310 Qty: 1 Truss: Fil Customer: Elyon Development II ERSLe11011 Truss Mfr. Contact: Manny Prado Imperial Truss & Lumber manny@imperialtrussandlumber.com (760) 355-0148 SID: TID: Date: 01 / 21 / 21 Page: 1 of 1 r+1 0 6-8-8 12-11-8 5-8 5-8 1 6-3-0 6-3-0 3x4= 2 0.25 12 12-6-1 1.5x4 5-8 i 3x4 3x6 4x8 3x6 6-8-8 6-8-8 6-8-8 4 5 13-5-0 6 13-5-0 0 0 1-1 Code/Design: CBC-2019/TPI-2014 PSF Live Dead Dur Factors TC 20.0 14.0 Live Wind Snow BC 0.0 7.0 Lum 1.25 1.60 N/A Total 41.0 Plt 1.25 1.60 N/A Spacing: 2-00-00 o.c. Plies: 1 Repetitive Member Increase: Yes Green Lumber: Yes Wet Service: No Fab Tolerance: 20% Creep (Kcr) = 2.0 Snow Load Specs ASCE7-16 Ground Snow(Pg) = N/A Risk Cat: II Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low -Slope Minimums(Pfmin): No Unbalanced Snow Loads: No Rain Surcharge: No Ice Dam Chk: No Wind Load Specs ASCE7-16 Wind Speed(V) = 130 mph Risk Cat: II Exposure Cat: C Bldg Dims: L = 72.4 ft B = 63.0 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 8.4 BC = 4.2 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 6-00-00 Additional Design Checks 10 psf Non -Concurrent BCLL: 20 psf BC Limited Storage: 200 lb BC Accessible Ceiling: 300 lb TC Maintenance Load: 2000 lb TC Safe Load: Unbalanced TCLL: Yes Yes Yes Yes No Yes Material Summary TC 2x4 DFL BC 2x4 DFL Webs 2x4 DFL 2x6 DFL #2 #2 Std/Stud #2 4-1 6-3 Member Forces Summary ..Mem... Ten Comp TC 1- 2 391 660 2- 3 403 662 BC OH- 4 0 0 4- 5 1572 1572 5- 6 1572 1572 6-0H 0 0 Web 1- 4 568 638 1- 5 1279 988 2- 5 503 546 3- 5 1228 990 3- 6 617 479 MSC 1- 1 0 0 3- 3 0 0 .CSI. 0.69 0.69 0.00 0.44 0.44 0.00 0.51 0.86 0.14 0.89 0.45 0.46 0.39 Reaction Summary Reaction Summary(Lbs) Jnt--X-Loc- React -Up- --Width- -Reqd 4 02-12 677 246 05-08 00-12 6 13-02-04 645 214 05-08 00-11 Max Horiz = -466 / +476 at Joint 4 -Mat DFL DFL PSI 625 625 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [12-11-08] using a 1.00 Full and 0.00 Reduced load factor. This truss has been designed for a 1688.0 lb Drag Load distributed along the top chord rake in each direction and resisted at any bearing location shown. See Loadcase Report for loading combinations and additional details. Dead Loads may be slope adjusted: > 12.0/12 Tooth -Holding reduction factors applied:Green Lumber Notes Gable webs are attached with min. lx3 20 ga.plates. The max.rake overhang = 1/2 the truss spacing. If this truss is exposed to wind loads perpendicular to the plane of the truss, it must be braced according to a standard detail matching the wind criteria shown, or according to the Construction Documents and/or SCSI - B3. Designed for green lumber that will be seasoned by time of installation. Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints. Less than 0.25/12 pitch requires adequate drainage to prevent ponding. Staple non-structural vertical members indicated with lines at the joint (by others). See Standard Detail TD-CNC-0004A for more. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/240 L/999(-0.05) 4- 5 Vert DL L/120 L/999(-0.04) 4- 5 Vert CR L/180 L/999(-0.09) 4- 5 Horz LL 0.75in ( 0.01) @Jt 6 Horz CR 1.25in ( 0.01) @Jt 6 PPT LL 2L/120 2L/670( 0.11) 4- 1 PPT LL 2L/120 2L/994(-0.08) 6- 3 Vert CR and Horz CR are the vertical and horizontal deflections due to live load plus the creep component of deflection due to dead load, computed as Defl_LL + (Kcr - 1) x DeflDL in accordance with ANSI/TPI 1. Bracing Data Summary Bracing Data Chords; continuous except where shown Web Bracing -- None Plate offsets (X, Y): (None unless indicated below) NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by C:\SST\Client\RG_Files\...Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General 2020.1.1.19 Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector Helpdesk: 1-866-252-8606 plates are 20 gauge, unless the specified plate size is followed by a "-18" which indicates an 18 gauge plate, or "S# 18", which indicates a high tension 18 gauge plate. CSHelp@strongtie.com EngDrwg: 2019r3RGT 201235R - New Residence Plan 2310 Qty: 1 Truss: NH Customer: Elyon Development II ERSLe11011 Truss Mfr. Contact: Manny Prado Imperial Truss & Lumber manny@imperialtrussandlumber.com (760) 355-0148 SID: TID: Date: 01 / 21 / 21 Page: 1 of 1 u7 Go 0 rl I 5-8 5-8 1 6-3-0 6-3-0 6-8-8 2 12-11-8 5-8 i 3x6 4x8 3x6 6-8-8 6-8-8 6-8-8 4 5 13-5-0 6 13-5-0 0 0 1-1 Code/Design: CBC-2019/TPI-2014 PSF Live Dead Dur Factors TC 20.0 14.0 Live Wind Snow BC 0.0 7.0 Lum 1.25 1.60 N/A Total 41.0 Plt 1.25 1.60 N/A Spacing: 2-00-00 o.c. Plies: 1 Repetitive Member Increase: Yes Green Lumber: Yes Wet Service: No Fab Tolerance: 20% Creep (Kcr) = 2.0 Snow Load Specs ASCE7-16 Ground Snow(Pg) = N/A Risk Cat: II Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low -Slope Minimums(Pfmin): No Unbalanced Snow Loads: No Rain Surcharge: No Ice Dam Chk: No Wind Load Specs ASCE7-16 Wind Speed(V) = 130 mph Risk Cat: II Exposure Cat: C Bldg Dims: L = 72.4 ft B = 63.0 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 8.4 BC = 4.2 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 6-00-00 Additional Design Checks 10 psf Non -Concurrent BCLL: 20 psf BC Limited Storage: 200 lb BC Accessible Ceiling: 300 lb TC Maintenance Load: 2000 lb TC Safe Load: Unbalanced TCLL: Yes Yes Yes Yes No Yes Material Summary TC 2x4 DFL BC 2x4 DFL Webs 2x4 DFL 2x6 DFL #2 #2 Std/Stud #2 4-1 6-3 Member Forces Summary ..Mem... Ten Comp .CSI. TC 1- 2 391 660 0.69 2- 3 403 662 0.69 BC OH- 4 0 0 0.00 4- 5 891 855 0.44 5- 6 0 38 0.44 6-0H 0 0 0.00 Web 1- 4 568 479 0.51 1- 5 728 988 0.86 2- 5 503 546 0.14 3- 5 740 990 0.89 3- 6 617 479 0.45 MSC 1- 1 0 0 0.46 3- 3 0 0 0.39 Reaction Summary Reaction Summary(Lbs) Jnt--X-Loc- React -Up- --Width- -Reqd 4 02-12 518 199 05-08 00-09 6 13-02-04 518 204 05-08 00-09 Max Boris = -466 / +476 at Joint 4 -Mat DFL DFL PSI 625 625 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [12-11-08] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. Dead Loads may be slope adjusted: > 12.0/12 Tooth -Holding reduction factors applied:Green Lumber Notes Designed for green lumber that will be seasoned by time of installation. Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints. Less than 0.25/12 pitch requires adequate drainage to prevent ponding. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/240 L/999(-0.05) 4- 5 Vert DL L/120 L/999(-0.04) 4- 5 Vert CR L/180 L/999(-0.09) 4- 5 Horz LL 0.75in ( 0.01) @Jt 6 Horz CR 1.25in ( 0.01) @Jt 6 PPT LL 2L/120 2L/670( 0.11) 4- 1 PPT LL 2L/120 2L/994(-0.08) 6- 3 Vert CR and Horz CR are the vertical and horizontal deflections due to live load plus the creep component of deflection due to dead load, computed as Defl_LL + (Kcr - 1) x Defl DL in accordance with ANSI/TPI 1. Bracing Data Summary Bracing Data Chords; continuous except where shown Web Bracing -- None Plate offsets (X, Y): (None unless indicated below) NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by C:\SST\Client\RG_Files\...Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General 2020.1.1.19 Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector Helpdesk: 1-866-252-8606 plates are 20 gauge, unless the specified plate size is followed by a "-18" which indicates an 18 gauge plate, or "S# 18", which indicates a high tension 18 gauge plate. CSHelp@strongtie.com EngDrwg: 2019r3RGT 201235R - New Residence Plan 2310 Qty: 2 Truss: FIC Customer: Elyon Development Imperial Truss & Lumber SID: u [ I TpkI4 I IIIu Epp tIP[ i Ituaa LUtI to b� (760) 3manny55 014galtrussandlumber.com Date: 01 / 21 / 21 Truss Mfr. Contact: Manny Prado Page: 1 of 1 8 4-710 5-1-2 4-0-8 4-8-6 4-8-6 4-8-6 6-10-4 3-3-10-10-45-8 5-1-2 10-2-4 14-2-12 18-11-2 23-78 28-3-14 35-2-2 38-5-12 40-4-1 5-81 98 2 3 4 5 6 7 8 9 10 11 0.25/12 -0.25/12 a 23-2-1 16-8-9 1 '-i o } M 3x4= 3x8 4x6 3x4n 3x6 4x6 4x6 3x4= 4x4= 3x4ii4x4= �' rn c'IIIIIIIIIIIIIIIIIIWT' o 1-1 CO r m m v M ° - 60 4x8 4x6 3x4= 6x8 } } , 3x4n 4x4= 6x10 3x4n 3x4u4x4- *2-0-0 711-8 4-2-4 93-0 92-15 5-5-9 2-5-8 12-2-121 i 2-2-12 10-2-4 14-4-8 23-78 32-10-7 38-4-0 40-98 12 13 14 15.6 17 18 19 20Z1 22 40-98 Code/Design: CBC-2019/TPI-2014 Snow Load Specs Wind Load Specs Additional Design Checks PSF Live Dead Dur Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 130 mph 10 psf Non -Concurrent BCLL: Yes TC 20.0 14.0 Live Wind Snow Risk Cat: II Terrain Cat: C Risk Cat: II Exposure Cat: C 20 psf BC Limited Storage: Yes BC 0.0 7.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 72.4 ft B = 63.0 ft 200 lb BC Accessible Ceiling: Yes Total 41.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 15.0 ft Kzt = 1.0 300 lb TC Maintenance Load: Yes Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low -Slope Minimums(Pfmin): No Wind DL(psf): TC = 8.4 BC = 4.2 Unbalanced TCLL: Yes Green Lumber: Yes Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 6-00-00 Material Summary Reaction Summary Deflection Summary TC 2x4 DFL #2 Reaction Summary(Lbs) TrussSpan Limit Actual(in) Location BC 2x4 DFL #2 Jnt--X-Loc- React -Up- --Width- -Reqd -Mat PSI Vert LL L/240 L/999(-0.26) 16-17 Webs 2x4 DFL Std/Stud 13 2-02-12 228 699 05-08 00-04 DFL 667 Vert DL L/120 L/999(-0.26) 16-17 2x6 DFL #2 12-1 22-11 14 10-02-04 2766 473 05-08 02-12 DFL 667 Vert CR L/180 L/705(-0.52) 16-17 2x4 DFL #2 15-4 21-10 22 40-06-12 982 140 05-08 01-01 DFL 625 Horz LL 0.75in ( 0.05) @Jt22 Max Horiz = -481 / +487 at Joint 13 Horz CR 1.25in ( 0.10) @Jt22 Member Forces Summary Cant CR 2L/180 2L/999 ( 0.01) 12-13 ...Me . Ten Comp . 0.44 PPT LL 2L/120 2L/561( 0.13) 12- 1 Summary TC 1-Loads 1- 2 324 417 0PPT LL 2L/120 2L/479(-0.16) 22-11 2- 3 2347 1054 0.71 This truss has been designed for the effects of an unbalanced top chord 3- 4 940 415 0.44 live load occurring at [23-07-08] using a 1.00 Full and 0.00 Reduced load Vert CR and Horz CR are the vertical and 4- 5 957 415 0.39 factor. horizontal deflections due to live load 5- 6 960 414 0.41 plus the creep component of deflection See Loadcase Report for loading combinations and additional details. due to dead load, computed as Defl LL + 6- 7 978 2144 0.42 Dead Loads be > 12.0/12 p may slope adjusted: 7- 8 978 2144 0.46 (Kcr - 1) x Defl_DL in accordance with Tooth -Holding reduction factors applied:Green Lumber 8- 9 1143 2274 0.66 ANSI/TPI 1. 9-10 686 888 0.47 10-11 677 876 0.12 Notes Bracing Data Summary BC OH-12 0 0 0.00 Designed for green lumber that will be seasoned by time of installation. Bracing Data 12-13 0 75 0.40 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Chords; continuous except where shown 13-14 749 811 0.41 Plates located at TC pitch breaks meet the prescriptive minimum size Web Bracing -- CLR 14-15 23 43 0.39 requirement to transfer unblocked diaphragm loads across those joints. Single: 2-14 16- 6 16-17 999 634 0.83 Continuous Lateral Restraint (CLR) rows require diagonal bracing per Continuous Restraint Bracing Req'd 17-18 2625 1181 0.96 D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. See BCSI-B3 3.0 18-19 2625 1181 0.79 Less than 0.25/12 pitch requires adequate drainage to prevent ponding. 19-20 1964 819 0.60 Plate offsets (X, Y): 21-22 25 12 0.08 22-0H 0 0 0.00 (None unless indicated below) Jnt7 (0, 00-07), Jnt16(0,01-09), Web 1-12 65 79 0.33 Jnt18(0,00-04), Jnt20(0,01-04), 1-13 106 154 0.04 Jnt22(0,-00-08) 2-13 1134 528 0.42 2-14 1152 1923 0.44 3-14 548 1094 0.25 3-16 1613 718 0.59 4-16 176 340 0.10 6-16 1004 2180 0.46 6-17 1276 463 0.47 7-17 137 261 0.05 8-17 389 665 0.34 8-19 338 400 0.20 9-19 479 128 0.17 9-20 633 1297 0.40 10-20 76 261 0.06 11-20 1242 494 0.46 11-22 399 952 0.33 14-16 1195 2370 0.79 15-16 78 17 0.09 20-21 80 0 0.05 20-22 101 68 0.03 MSC 1- 1 0 0 0.33 11-11 0 0 0.30 NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by C:\SST\Client\RG_Files\...Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General 2020.1.1.19 Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector Helpdesk: 1-866-252-8606 plates are 20 gauge, unless the specified plate size is followed by a "-18" which indicates an 18 gauge plate, or "S# 18", which indicates a high tension 18 gauge plate. CSHelp@strongtie.com EngDrwg: 2019r3RGT 201235R - New Residence Plan 2310 Qty: 8 Truss: F2 Customer: Elyon Development Imperial Truss & Lumber SID: upG[o II TpkI4 I IIIu �ppp III [ i Ituaa LUtI to bU (760) 3manny55 01148altrussandlumber.com Date: 01 / 21 / 21 Truss Mfr. Contact: Manny Prado Page: 1 of 1 s$ 6-4-8 6-10-0 6-10-0 6-4-8 5-8 5-8 2 5 6-10-0 13-8-0 4 20-6-0 26-10-8 za-o 1 } } - 0.25/12 f ' 1O Tr 26-5-1 1.5x4 41 o N 3x4= 5x6= 3x8 3x4= 5x6= }- 1 0 111 v 00 1 rl 1 } 00 1 N N } 0 } 5x4 5x6= 3x4= 5x8 5x6= 1 2-0-0 2-2-12 6-10-9 8-10-11 94-0 1 2-2-12 91-5 18-0-0 274-0 7 8 9 10 11 274-0 Code/Design: CBC-2019/TPI-2014 Snow Load Specs Wind Load Specs Additional Design Checks PSF Live Dead Dur Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 130 mph 10 psf Non -Concurrent BCLL: Yes TC 20.0 14.0 Live Wind Snow Risk Cat: II Terrain Cat: C Risk Cat: II Exposure Cat: C 20 psf BC Limited Storage: Yes BC 0.0 7.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 72.4 ft B = 63.0 ft 200 lb BC Accessible Ceiling: Yes Total 41.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 15.0 ft Kzt = 1.0 300 lb TC Maintenance Load: Yes Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low -Slope Minimums(Pfmin): No Wind DL(psf): TC = 8.4 BC = 4.2 Unbalanced TCLL: Yes Green Lumber: Yes Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 6-00-00 Material Summary Reaction Summary Deflection Summary TC 2x4 DFL #2 Reaction Summary(Lbs) TrussSpan Limit Actual(in) Location BC 2x4 DFL #2 Jnt--X-Loc- React -Up- --Width- -Reqd -Mat PSI Vert LL L/240 L/999(-0.22) 10-11 Webs 2x4 DFL Std/Stud 8 2-02-12 1177 214 05-08 01-03 DFL 667 Vert DL L/120 L/999(-0.23) 10-11 2x6 DFL #2 7-1 11-6 11 27-01-04 1004 157 05-08 01-01 DFL 625 Vert CR L/180 L/662(-0.45) 10-11 Max Horiz = -321 / +343 at Joint 8 Horz LL 0.75in ( 0.04) @Jtll Member Forces Summary Horz CR 1.25in ( 0.09) @Jtll ..Mem... Ten Comp .CSI. Loads Summary Cant CR 2L/180 2L/704( 0.07) 7- 8 TC 1- 2 250 386 0.71 PPT LL 2L/120 2L/533( 0.08) 7- 1 2- 3 1269 2463 0.68 This truss has been designed for the effects of an unbalanced top chord PPT LL 2L/120 2L/999(-0.04) 11- 6 3- 4 1270 2457 0.56 live load occurring at [26-10-08] using a 1.00 Full and 0.00 Reduced load 4- 5 1271 2654 0.71 factor. Vert CR and Horz CR are the vertical and 5- 6 214 253 0.70 horizontal deflections due to live load See Loadcase Report for loading combinations and additional details. BC OH- 7 0 0 0.00 Dead Loads be > 12.0/12 plus the creep component of deflection may slope adjusted: 7- 8 113 81 0.36 due to dead load, computed as Defl LL + Tooth -Holding reduction factors applied:Green Lumber (Kcr - 1) x Defl 8- 9 2035 1427 0.58 _DL in accordance with 9-10 3025 1745 0.94 ANSI/TPI 1. 10-11 2288 1241 0.92 Notes 11-0H 0 0 0.00 Designed for green lumber that will be seasoned by time of installation. Bracing Data Summary Web 1- 7 68 69 0.20 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Bracing Data 1- 8 164 335 0.07 Plates located at TC pitch breaks meet the prescriptive minimum size Chords; continuous except where shown 2- 8 1300 2371 0.49 requirement to transfer unblocked diaphragm loads across those joints. Web Bracing -- CLR 2- 9 605 231 0.22 Continuous Lateral Restraint (CLR) rows require diagonal bracing per Single: 8- 2 5-11 4- 9 525 626 0.31 D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Continuous Restraint Bracing Req'd 4-10 434 418 0.19 Less than 0.25/12 pitch requires adequate drainage to prevent ponding. See BCS1-B3 3.0 5-10 597 152 0.22 5-11 1350 2419 0.66 Plate offsets (X, Y): 6-11 115 242 0.13 indicated below) MSC 1- 1 0 0 0.20 (None unless Jnt10(0,-01-00), Jntll (0,-00-03) 6- 6 0 0 0.12 NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by C:\SST\Client\RG_Files\...Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General 2020.1.1 .19 Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector Helpdesk: 1-866-252-8606 plates are 20 gauge, unless the specified plate size is followed by a "-18" which indicates an 18 gauge plate, or "S# 18", which indicates a high tension 18 gauge plate. CSHelp@strongtie . corn EngDrwg: 2019r3RGT 201235R - New Residence Plan 2310 Qty: 1 Truss: F2AG Customer: Elyon Development Imperial Truss & Lumber SID: upG[o II TpkI4 I IIIu 1ppp IIIP� i Ituaa LUAI to bU (760) 3manny55 014galtrussandlumber.com Date: 01 / 21 / 21 Truss Mfr. Contact: Manny Prado Page: 1 of 1 5-8 4-4-8 6-10-0 6-10-1 6-4-8 5-8 5_$ 4-10-0 2 3 11-7154 18-6-0 5 24-10-8 24-0 1 } } - 0.25/12 F -1 i I 24-5-1 1.5x4� rn o i v o ri 3x4= 4x4= 3x8 3x4= 4x6 }� i N I I N N 1 0 5x4 4x4= 3x4= 3x4= 3x4= 5x6= 2-0-0 2-2-12 4-10-9 8-10-11 94-0 1 1 2-2-12 71-5 16-0-0 25-4-0 7 8 9 10 11 12 25-4-0 Code/Design: CBC-2019/TPI-2014 Snow Load Specs Wind Load Specs Additional Design Checks PSF Live Dead Dur Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 130 mph 10 psf Non -Concurrent BCLL: Yes TC 20.0 14.0 Live Wind Snow Risk Cat: II Terrain Cat: C Risk Cat: II Exposure Cat: C 20 psf BC Limited Storage: Yes BC 0.0 7.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 72.4 ft B = 63.0 ft 200 lb BC Accessible Ceiling: Yes Total 41.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 15.0 ft Kzt = 1.0 300 lb TC Maintenance Load: Yes Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low -Slope Minimums(Pfmin): No Wind DL(psf): TC = 8.4 BC = 4.2 Unbalanced TCLL: Yes Green Lumber: Yes Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 6-00-00 Material Summary Reaction Summary Deflection Summary TC 2x4 DFL #2 Reaction Summary(Lbs) TrussSpan Limit Actual(in) Location BC 2x4 DFL #2 Jnt--X-Loc- React -Up- --Width- -Reqd -Mat PSI Vert LL L/240 L/999(-0.21) 10-12 Webs 2x4 DFL Std/Stud 8 2-02-12 1095 207 05-08 01-02 DFL 667 Vert DL L/120 L/999(-0.20) 10-12 2x6 DFL #2 7-1 12-6 12 25-01-04 922 150 05-08 01-00 DFL 625 Vert CR L/180 L/664(-0.41) 10-12 Max Horiz = -320 / +340 at Joint 8 Horz LL 0.75in ( 0.03) @Jt12 Member Forces Summary Horz CR 1.25in ( 0.07) @Jt12 ..Mem... Ten Comp .CSI. Loads Summary Cant CR 2L/180 2L/864( 0.06) 7- 8 TC 1- 2 258 349 0.46 PPT LL 2L/120 2L/622( 0.07) 7- 1 2- 3 966 1712 0.63 This truss has been designed for the effects of an unbalanced top chord PPT LL 2L/120 2L/999(-0.03) 12- 6 3- 4 966 1707 0.52 live load occurring at [24-10-08] using a 1.00 Full and 0.00 Reduced load 4- 5 1127 2319 0.67 factor. Vert CR and Horz CR are the vertical and 5- 6 255 259 0.70 This truss has been designed for a 2023.0 lb Drag Load distributed along horizontal deflections due to live load BC OH- 7 0 0 0.00 the top chord rake in each direction and resisted at any bearing location plus the creep component of deflection 7- 8 108 76 0.20 shown. due to dead load, computed as Defl LL + 8- 9 2240 1329 0.52 (Kcr - 1) x Defl_DL in accordance with 9-10 2516 1573 0.89 See Loadcase Report for loading combinations and additional details. ANSI/TPI 1. 10-11 2048 1171 0.83 Dead Loads may be slope adjusted: > 12.0/12 11-12 2048 1171 0.90 Bracing Data Summary Tooth -Holding reduction factors applied:Green Lumber 12-OH 0 0 0.00 Bracing Data Web 1- 7 83 30 0.20 Chords; continuous except where shown 1- 8 86 203 0.04 Notes Web Bracing -- CLR 2- 8 865 1562 0.39 Designed for green lumber that will be seasoned by time of installation. Single: 5-12 2- 9 722 347 0.26 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Continuous Restraint Bracing Req'd 4- 9 686 893 0.44 Plates located at TC pitch breaks meet the prescriptive minimum size See BCSI-B3 3.0 4-10 373 454 0.20 requirement to transfer unblocked diaphragm loads across those joints. 5-10 499 116 0.18 Continuous Lateral Restraint (CLR) rows require diagonal bracing per Plate offsets (X, Y): 5-12 1277 2164 0.59 D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Less than 0.25/12pitch requires adequate drainage toprevent ondin (None unless indicated below) 6-12 122 242 0.14 q q g p g' Jnt12(0,-00-03) MSC 1- 1 0 0 0.20 6- 6 0 0 0.13 NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by C:\SST\Client\RG_Files\...Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General 2020.1.1.19 Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector Helpdesk: 1-866-252-8606 plates are 20 gauge, unless the specified plate size is followed by a "-18" which indicates an 18 gauge plate, or "S# 18", which indicates a high tension 18 gauge plate. CSHelp@strongtie . corn EngDrwg: 2019r3RGT 201235R - New Residence Plan 2310 Qty: 10 Truss: F2A Customer: Elyon Development Imperial Truss & Lumber SID: u [ I TpkI4 I IIIu Epp tIP[ i Ituaa LUtI to b� (760) 3manny55 014galtrussandlumber.com Date: 01 / 21 / 21 Truss Mfr. Contact: Manny Prado Page: 1 of 1 5-8 4-4-8 6-10-0 6-10-1 6-4-8 5-8 5-8 4-10-0 2 3 11-7154 18-6-0 5 24-10-8 24-0 1 } } - 0.25/12 f -1 i I 24-5-1 1.5x4� rn o ko i .4- 0 rry } - 3x4= 4x4= 3x8 3x4= 4x6 }� i N I I N N 1 0 5x4 4x4= 3x4= 3x4= 3x4= 5x6= 2-0-0 2-2-12 4-10-9 8-10-11 94-0 1 1 2-2-12 71-5 16-0-0 25-4-0 7 8 9 10 11 12 25-4-0 Code/Design: CBC-2019/TPI-2014 Snow Load Specs Wind Load Specs Additional Design Checks PSF Live Dead Dur Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 130 mph 10 psf Non -Concurrent BCLL: Yes TC 20.0 14.0 Live Wind Snow Risk Cat: II Terrain Cat: C Risk Cat: II Exposure Cat: C 20 psf BC Limited Storage: Yes BC 0.0 7.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 72.4 ft B = 63.0 ft 200 lb BC Accessible Ceiling: Yes Total 41.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 15.0 ft Kzt = 1.0 300 lb TC Maintenance Load: Yes Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low -Slope Minimums(Pfmin): No Wind DL(psf): TC = 8.4 BC = 4.2 Unbalanced TCLL: Yes Green Lumber: Yes Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 6-00-00 Material Summary Reaction Summary Deflection Summary TC 2x4 DFL #2 Reaction Summary(Lbs) TrussSpan Limit Actual(in) Location BC 2x4 DFL #2 Jnt--X-Loc- React -Up- --Width- -Reqd -Mat PSI Vert LL L/240 L/999(-0.21) 10-12 Webs 2x4 DFL Std/Stud 8 2-02-12 1095 207 05-08 01-02 DFL 667 Vert DL L/120 L/999(-0.20) 10-12 2x6 DFL #2 7-1 12-6 12 25-01-04 922 150 05-08 01-00 DFL 625 Vert CR L/180 L/664(-0.41) 10-12 Max Horiz = -320 / +340 at Joint 8 Horz LL 0.75in ( 0.03) @Jt12 Member Forces Summary Horz CR 1.25in ( 0.07) @Jt12 ..Mem... Ten Comp .CSI. Loads Summary Cant CR 2L/180 2L/864( 0.06) 7- 8 TC 1- 2 258 349 0.46 PPT LL 2L/120 2L/622( 0.07) 7- 1 2- 3 966 1712 0.63 This truss has been designed for the effects of an unbalanced top chord PPT LL 2L/120 2L/999(-0.03) 12- 6 3- 4 966 1707 0.52 live load occurring at [24-10-08] using a 1.00 Full and 0.00 Reduced load 4- 5 1127 2319 0.67 factor. Vert CR and Horz CR are the vertical and 5- 6 219 259 0.70 horizontal deflections due to live load See Loadcase Report for loading combinations and additional details. BC OH- 7 0 0 0.00 Dead Loads be > 12.0/12 plus the creep component of deflection may slope adjusted: 7- 8 108 76 0.20 due to dead load, computed as Defl LL + Tooth -Holding reduction factors applied:Green Lumber (Kcr - 1) x Defl 8- 9 1162 1052 0.52 _DL in accordance with 9-10 2516 1573 0.89 ANSI/TPI 1. 10-11 2048 1171 0.83 Notes 11-12 2048 1171 0.90 Designed for green lumber that will be seasoned by time of installation. Bracing Data Summary 12-OH 0 0 0.00 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Bracing Data Web 1- 7 83 30 0.20 Plates located at TC pitch breaks meet the prescriptive minimum size Chords; continuous except where shown 1- 8 86 203 0.04 requirement to transfer unblocked diaphragm loads across those joints. Web Bracing -- CLR 2- 8 865 1562 0.39 Continuous Lateral Restraint (CLR) rows require diagonal bracing per Single: 5-12 2- 9 722 347 0.26 D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Continuous Restraint Bracing Req'd 4- 9 686 893 0.44 Less than 0.25/12 pitch requires adequate drainage to prevent ponding. See BCSI-B3 3.0 4-10 362 287 0.13 5-10 499 102 0.18 Plate offsets (X, Y): 5-12 1277 2164 0.59 (None unless indicated below) 6-12 122 242 0.14 Jnt12(0,-00-03) MSC 1- 1 0 0 0.20 6- 6 0 0 0.13 NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by C:\SST\Client\RG_Files\...Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General 2020.1.1 .19 Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector Helpdesk: 1-866-252-8606 plates are 20 gauge, unless the specified plate size is followed by a "-18" which indicates an 18 gauge plate, or "S# 18", which indicates a high tension 18 gauge plate. CSHelp@strongtie . corn EngDrwg: 2019r3RGT 201235R - New Residence Plan 2310 Qty: 1 Truss: FIEG Customer: Elyon Development Imperial Truss & Lumber SID: uPERE I4M p (760) 355 014galtrussandlumber.com Date: 01 / 21 / 21 Truss Mfr. Contact: Manny Prado Page: 1 of 1 5-8 5-5-6 5-10-14 5-10-14 5-10-14 5-10-14 5-10-15 4-10-11 5-g 5_8 5-10-14 11-912 3 178-10 4 5 23-78 6 296-6 35-5-5 7 $ 40-4-0 Q�98 1 0.25/12 -0.25/12 a '1' 23-2-1 3x6 3x6 4x8 16-8-9 .i c } r, 4x4= 1.5x4 co 0 o v } } } 1.5x4 3x12-18 4x10 3x6 4x4= 4x6 *jipx4,1 2-0- 2-0-0 2-2-12i 5-3-4 76-0 8-77 4-0-14 4-6-9 8-6-9 2-2-12 76-0 15-0-1 23-78 278-6 32-2-15 40-98 10 11 12 13 14 15 16 17 18 19 20 40-98 Code/Design: CBC-2019/TPI-2014 Snow Load Specs Wind Load Specs Additional Design Checks PSF Live Dead Dur Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 130 mph 10 psf Non -Concurrent BCLL: Yes TC 20.0 14.0 Live Wind Snow Risk Cat: II Terrain Cat: C Risk Cat: II Exposure Cat: C 20 psf BC Limited Storage: Yes BC 0.0 7.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 72.4 ft B = 63.0 ft 200 lb BC Accessible Ceiling: Yes Total 41.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 15.0 ft Kzt = 1.0 300 lb TC Maintenance Load: Yes Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low -Slope Minimums(Pfmin): No Wind DL(psf): TC = 8.4 BC = 4.2 Unbalanced TCLL: Yes Green Lumber: Yes Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 6-00-00 Material Summary Reaction Summary Deflection Summary TC 2x4 DFL #2 Reaction Summary(Lbs) TrussSpan Limit Actual(in) Location BC 2x4 DFL #2 Jnt--X-Loc- React -Up- --Width- -Reqd -Mat PSI Vert LL L/240 L/999(-0.15) 19-20 Webs 2x4 DFL Std/Stud 11 2-02-12 1167 492 05-08 01-03 DFL 667 Vert DL L/120 L/968(-0.17) 14-16 2x6 DFL #2 10-1 20-9 13 14-01-12 612 170 05-08 00-10 DFL 667 Vert CR L/180 L/529(-0.31) 14-16 18 27-07-04 1574 230 05-08 01-09 DFL 667 Horz LL 0.75in ( 0.08) @Jt20 Member Forces Summary 20 40-06-12 1030 752 05-08 01-02 DFL 625 Horz CR 1.25in ( 0.09) @Jt20 ..Mem... Ten Comp .CSI. Max Horiz = -481 / +487 at Joint 11 Cant CR 2L/180 2L/999( 0.02) 10-11 TC 1- 2 361 409 0.55 PPT LL 2L/120 2L/525( 0.14) 10- 1 2- 3 459 984 0.47 Loads Summary PPT LL 2L/120 2L/712(-0.10) 20- 9 3- 4 973 1485 0.45 4- 5 974 1483 0.46 This truss has been designed for the effects of an unbalanced top chord Vert CR and Horz CR are the vertical and 5- 6 1238 1399 0.51 live load occurring at [23-07-08] using a 1.00 Full and 0.00 Reduced load horizontal deflections due to live load 6- 7 1733 1894 0.51 factor. plus the creep component of deflection 7- 8 1238 1273 0.47 This truss has been designed for a 4851.0 lb Drag Load distributed along due to dead load, computed as Defl LL + 8- 9 331 375 0.45 the top chord rake in each direction and resisted at any bearing location (Kcr - 1) x Defl_DL in accordance with BC OH-10 0 0 0.00 shown. ANSI/TPI 1. 10-11 101 75 0.26 11-12 4141 3645 0.64 See Loadcase Report for loading combinations and additional details. Bracing Data Summary 12-13 2959 2275 0.89 Dead Loads may be slope adjusted: > 12.0/12 Bracing Data 13-14 3500 2816 0.89 Tooth -Holding reduction factors applied:Green Lumber Chords; continuous except where shown 14-15 2537 1983 0.52 Web Bracing -- CLR 15-16 2537 1983 0.62 Single: 8-20 16-17 2364 3354 0.45 Notes Continuous Restraint Bracing Req'd 17-18 2364 3354 0.31 Gable webs are attached with min. lx3 20 ga.plates. The max.rake overhang See BCSI-B3 3.0 18-19 1818 2054 0.51 = 1/2 the truss spacing. If this truss is exposed to wind loads 19-20 3485 3300 0.64 perpendicular to the plane of the truss, it must be braced according to a Plate offsets (X, Y): 20-0H 0 0 0.00 standard detail matching the wind criteria shown, or according to the Web 1-10 72 45 0.33 Construction Documents and/or SCSI - B3. (None unless indicated below) 00-08) 1-11 89 173 0.04 Designed for green lumber that will be seasoned by time of installation. Jnt6 (0, 2-11 914 1637 0.70 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees 2-12 935 756 0.27 Plates located at TC pitch breaks meet the prescriptive minimum size 3-12 1100 1231 0.66 requirement to transfer unblocked diaphragm loads across those joints. 3-14 832 1077 0.41 Continuous Lateral Restraint (CLR) rows require diagonal bracing per 5-14 560 628 0.22 D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. 5-16 694 1146 0.94 Less than 0.25/12 pitch requires adequate drainage to prevent ponding. 6-16 226 358 0.09 Staple non-structural vertical members indicated with lines at the joint 7-16 1576 730 0.60 (by others). See Standard Detail TD-CNC-0004A for more. 7-18 777 1800 0.50 7-19 1304 871 0.37 8-19 1061 1273 0.49 8-20 1537 1755 0.44 9-20 81 206 0.30 MSC 1- 1 0 0 0.33 9- 9 0 0 0.30 NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by C:\SST\Client\RG_Files\...Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General 2020.1.1.19 Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector Helpdesk: 1-866-252-8606 plates are 20 gauge, unless the specified plate size is followed by a "-18" which indicates an 18 gauge plate, or "S# 18", which indicates a high tension 18 gauge plate. CSHelp@strongtie . corn EngDrwg: 2019r3RGT 201235R - New Residence Plan 2310 Qty: 1 Truss: F2D Customer: Elyon Development Imperial Truss & Lumber SID: upG[o II TpkI4 I IIIu �ppp III [ i Ituaa LUtI to bU (760) 3manny55 014galtrussandlumber.com Date: 01 / 21 / 21 Truss Mfr. Contact: Manny Prado Page: 1 of 1 s$ 6-4-8 6-10-0 6-10-0 6-4-8 5-8 5-8 2 5 6-10-0 13-8-0 4 20-6-0 26-10-8 za-o 1 } } - 0.25/12 f ' 11) 26-5-1 o Tr N 5x6= 3x8 3x4= 5x6= 1.5x4 41 1 3x4= }� 0 111 v 00 I rl I } 00 1 N N } 0 } 5x4 5x6= 3x4= 5x8 5x6= 1 2-0-0 2-2-12 6-10-9 8-10-11 94-0 1 2-2-12 91-5 18-0-0 274-0 7 8 9 10 11 274-0 Code/Design: CBC-2019/TPI-2014 Snow Load Specs Wind Load Specs Additional Design Checks PSF Live Dead Dur Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 130 mph 10 psf Non -Concurrent BCLL: Yes TC 20.0 14.0 Live Wind Snow Risk Cat: II Terrain Cat: C Risk Cat: II Exposure Cat: C 20 psf BC Limited Storage: Yes BC 0.0 7.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 72.4 ft B = 63.0 ft 200 lb BC Accessible Ceiling: Yes Total 41.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 15.0 ft Kzt = 1.0 300 lb TC Maintenance Load: Yes Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low -Slope Minimums(Pfmin): No Wind DL(psf): TC = 8.4 BC = 4.2 Unbalanced TCLL: Yes Green Lumber: Yes Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 6-00-00 Material Summary Reaction Summary Deflection Summary TC 2x4 DFL #2 Reaction Summary(Lbs) TrussSpan Limit Actual(in) Location BC 2x4 DFL #2 Jnt--X-Loc- React -Up- --Width- -Reqd -Mat PSI Vert LL L/240 L/999(-0.22) 10-11 Webs 2x4 DFL Std/Stud 8 2-02-12 1177 214 05-08 01-03 DFL 667 Vert DL L/120 L/999(-0.23) 10-11 2x6 DFL #2 7-1 11-6 11 27-01-04 1004 157 05-08 01-01 DFL 625 Vert CR L/180 L/662(-0.45) 10-11 Max Horiz = -321 / +343 at Joint 8 Horz LL 0.75in ( 0.04) @Jtll Member Forces Summary Horz CR 1.25in ( 0.09) @Jtll ..Mem... Ten Comp .CSI. Loads Summary Cant CR 2L/180 2L/704( 0.07) 7- 8 TC 1- 2 250 386 0.71 PPT LL 2L/120 2L/533( 0.08) 7- 1 2- 3 1269 2463 0.68 This truss has been designed for the effects of an unbalanced top chord PPT LL 2L/120 2L/999(-0.04) 11- 6 3- 4 1270 2457 0.56 live load occurring at [26-10-08] using a 1.00 Full and 0.00 Reduced load 4- 5 1271 2654 0.71 factor. Vert CR and Horz CR are the vertical and 5- 6 236 253 0.70 This truss has been designed for a 2023.0 lb Drag Load distributed along horizontal deflections due to live load BC OH- 7 0 0 0.00 the top chord rake in each direction and resisted at any bearing location plus the creep component of deflection 7- 8 113 81 0.36 shown. due to dead load, computed as Defl LL + 8- 9 2035 1427 0.58 (Kcr - 1) x Defl_DL in accordance with 9-10 3025 1745 0.94 ANSI/TPI 1. See Loadcase Report for loading combinations and additional details. 10-11 2288 1241 0.92 Dead Loads may be slope adjusted: > 12.0/12 11-0H 0 0 0.00 Tooth -Holding reduction factors applied:Green Lumber Bracing Data Summary Web 1- 7 68 69 0.20 Bracing Data 1- 8 164 335 0.07 continuous except where shown NotesChords; 2- 8 1300 2371 0.49Web Bracing -- CLR 2- 9 605 231 0.22 Designed for green lumber that will be seasoned by time of installation. Single: 8- 2 5-11 4- 9 525 626 0.33 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Continuous Restraint Bracing Req'd 4-10 434 418 0.23 Plates located at TC pitch breaks meet the prescriptive minimum size See BCSI-B3 3.0 5-10 597 152 0.22 requirement to transfer unblocked diaphragm loads across those joints. 5-11 1350 2419 0.66 Continuous Lateral Restraint (CLR) rows require diagonal bracing per Plate offsets(X, Y): 6-11 115 242 0.13 D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. indicated below) MSC 1- 1 0 0 0.20 Less than 0.25/12 pitch requires adequate drainage to prevent ponding. (None unless Jnt10(0,-01-00), Jntll(0,-00-03) 6- 6 0 0 0.12 NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by C:\SST\Client\RG_Files\...Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General 2020.1.1.19 Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector Helpdesk: 1-866-252-8606 plates are 20 gauge, unless the specified plate size is followed by a "-18" which indicates an 18 gauge plate, or "S# 18", which indicates a high tension 18 gauge plate. CSHelp@strongtie . corn EngDrwg: 2019r3RGT 201235R - New Residence Plan 2310 Qty: 5 Truss: FIE Customer: Elyon Development Imperial Truss & Lumber SID: uPERE I4M p (760) 355 014galtrussandlumber.com Date: 01 / 21 / 21 Truss Mfr. Contact: Manny Prado Page: 1 of 1 5-8 5-5-6 5-10-14 5-10-14 5-10-14 5-10-14 5-10-15 4-10-11 5-g 5_8 5-10-14 11-912 3 178-10 4 5 23-78 6 296-6 35-5-5 7 $ 40-4-0 Q�98 1 0.25/12 -0.25/12 a 23-2-1 16-8-9 , o m 3x4= 3x4= 3x4= 3x6 3x4= 4x6 4x8 3x4= 3x4= "' } } .. , o 0 m } m } } v m 3x4= m m 3x4= 3x4= 3x6 4x10 3x6 M3x4/i 3x4= 3x4= 3x4II *2-0-0'1 2-2-121 5-3-4 76-0 8-77 4-0-14 4-6-9 8-6-9 1 2-2-12 76-0 15-0-1 23-78 278-6 32-2-15 40-98 10 11 12 13 14 15 16 17 18 19 20 40-98 Code/Design: CBC-2019/TPI-2014 Snow Load Specs Wind Load Specs Additional Design Checks PSF Live Dead Dur Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 130 mph 10 psf Non -Concurrent BCLL: Yes TC 20.0 14.0 Live Wind Snow Risk Cat: II Terrain Cat: C Risk Cat: II Exposure Cat: C 20 psf BC Limited Storage: Yes BC 0.0 7.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 72.4 ft B = 63.0 ft 200 lb BC Accessible Ceiling: Yes Total 41.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 15.0 ft Kzt = 1.0 300 lb TC Maintenance Load: Yes Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low -Slope Minimums(Pfmin): No Wind DL(psf): TC = 8.4 BC = 4.2 Unbalanced TCLL: Yes Green Lumber: Yes Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 6-00-00 Material Summary Reaction Summary Deflection Summary TC 2x4 DFL #2 Reaction Summary(Lbs) TrussSpan Limit Actual(in) Location BC 2x4 DFL #2 Jnt--X-Loc- React -Up- --Width- -Reqd -Mat PSI Vert LL L/240 L/999(-0.15) 19-20 Webs 2x4 DFL Std/Stud 11 2-02-12 832 224 05-08 00-13 DFL 667 Vert DL L/120 L/968(-0.17) 14-16 2x6 DFL #2 10-1 20-9 13 14-01-12 534 116 05-08 00-09 DFL 667 Vert CR L/180 L/529(-0.31) 14-16 18 27-07-04 1574 230 05-08 01-09 DFL 667 Horz LL 0.75in ( 0.01) @Jt20 Member Forces Summary 20 40-06-12 409 67 05-08 00-07 DFL 625 Horz CR 1.25in ( 0.02) @Jt20 ..Mem... Ten Comp .CSI. Max Horiz = -481 / +487 at Joint 11 Cant CR 2L/180 2L/999( 0.02) 10-11 TC 1- 2 333 409 0.55 PPT LL 2L/120 2L/525( 0.14) 10- 1 2- 3 459 725 0.47 Loads Summary PPT LL 2L/120 2L/712(-0.10) 20- 9 3- 4 298 657 0.45 4- 5 299 650 0.46 This truss has been designed for the effects of an unbalanced top chord Vert CR and Horz CR are the vertical and 5- 6 238 321 0.51 live load occurring at [23-07-08] using a 1.00 Full and 0.00 Reduced load horizontal deflections due to live load 6- 7 238 319 0.51 factor. plus the creep component of deflection 7- 8 232 279 0.47 due to dead load, computed as Defl LL + See Loadcase Report for loading combinations and additional details. (Kcr - 1) x Defl DL in accordance with 8- 9 331 375 0.95 Dead Loads may be slope adjusted: > 12.0/12 - BC OH-10 0 0 0.00 ANSI/TPI 1. Tooth -Holding reduction factors applied:Green Lumber 10-11 101 75 0.26 11-12 643 781 0.32 Data Summary NotesBracing 12-13 900 709 0.74Bracing Data 13-14 900 709 0.74 Designed for green lumber that will be seasoned by time of installation. Chords; continuous except where shown 14-15 758 532 0.52 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Web Bracing -- None 15-16 758 532 0.62 Plates located at TC pitch breaks meet the prescriptive minimum size 16-17 548 1145 0.45 requirement to transfer unblocked diaphragm loads across those joints. Plate offsets(X, Y): 17-18 548 1145 0.14 Less than 0.25/12 pitch requires adequate drainage to prevent ponding. (None unless indicated below) 18-19 160 322 0.51 Jnt6(0,00-07) 19-20 382 128 0.64 20-OH 0 0 0.00 Web 1-10 72 45 0.33 1-11 89 173 0.04 2-11 554 949 0.42 2-12 236 122 0.08 3-12 313 242 0.13 3-14 349 407 0.16 5-14 199 271 0.10 5-16 360 610 0.50 6-16 226 358 0.09 7-16 1576 730 0.60 7-18 777 1800 0.50 7-19 457 150 0.17 8-19 275 324 0.13 8-20 242 451 0.29 9-20 81 206 0.30 MSC 1- 1 0 0 0.33 9- 9 0 0 0.30 NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by C:\SST\Client\RG_Files\...Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General 2020.1.1.19 Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector Helpdesk: 1-866-252-8606 plates are 20 gauge, unless the specified plate size is followed by a "-18" which indicates an 18 gauge plate, or "S# 18", which indicates a high tension 18 gauge plate. CSHelp@strongtie . corn EngDrwg: 2019r3RGT 201235R - New Residence Plan 2310 Qty: 4 Truss: FID Customer: Elyon Development Imperial Truss & Lumber SID: u [ I TpkI4 I IIIu Epp tIP[ i Ituaa LUtI to b� (760) 3manny55 014galtrussandlumber.com Date: 01 / 21 / 21 Truss Mfr. Contact: Manny Prado Page: 1 of 1 5-8 5-5-5 5-10-13 5-10-15 5-10-14 5-10-14 5-10-15 4-10-11 5-g 5_8 5-10-13 11-911 3 178-10 4 5 23-78 6 296-6 35-5-5 7 $ 40-4-0 Q�98 1 0.25/12 -0.25/12 a 23-2-1 16-8-9 o M 3x4= 5x6= 4x4= 3x6 3x4= 5x6= 3x4= 5x6= 3x4 = ^' } } } , CO m 0 m 0 v m 3x4ii 4x6 4x4= 3x4= 3x12-18 4x8 3x12-18 4x4= 6x6- *2-0-0 2-2-121 5-3-3 76-2 8-771 8-771 8-6-9 1 2-2-12 75-15 15-0-1 23-78 32-2-15 40-98 10 11 12 13 14 15 16 17 18 40-98 Code/Design: CBC-2019/TPI-2014 Snow Load Specs Wind Load Specs Additional Design Checks PSF Live Dead Dur Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 130 mph 10 psf Non -Concurrent BCLL: Yes TC 20.0 14.0 Live Wind Snow Risk Cat: II Terrain Cat: C Risk Cat: II Exposure Cat: C 20 psf BC Limited Storage: Yes BC 0.0 7.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 72.4 ft B = 63.0 ft 200 lb BC Accessible Ceiling: Yes Total 41.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 15.0 ft Kzt = 1.0 300 lb TC Maintenance Load: Yes Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low -Slope Minimums(Pfmin): No Wind DL(psf): TC = 8.4 BC = 4.2 Unbalanced TCLL: Yes Green Lumber: Yes Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 6-00-00 Material Summary Reaction Summary Deflection Summary TC 2x4 DFL #2 Reaction Summary(Lbs) TrussSpan Limit Actual(in) Location BC 2x4 DFL #2 Jnt--X-Loc- React -Up- --Width- -Reqd -Mat PSI Vert LL L/240 L/999(-0.35) 13-15 Webs 2x4 DFL Std/Stud 11 2-02-12 1726 297 05-08 01-12 DFL 667 Vert DL L/120 L/999(-0.41) 13-15 2x6 DFL #2 10-1 18-9 18 40-06-12 1557 239 05-08 01-11 DFL 625 Vert CR L/180 L/605(-0.76) 13-15 Max Horiz = -481 / +487 at Joint 11 Horz LL 0.75in ( 0.09) @Jt18 Member Forces Summary Horz CR 1.25in ( 0.18) @Jt18 ..Mem... Ten Comp .CSI. Loads Summary Cant CR 2L/180 2L/459( 0.10) 10-11 TC 1- 2 334 410 0.55 PPT LL 2L/120 2L/347( 0.20) 10- 1 2- 3 1167 2276 0.51 This truss has been designed for the effects of an unbalanced top chord PPT LL 2L/120 2L/437(-0.17) 18- 9 3- 4 1758 4065 0.62 live load occurring at [23-07-08] using a 1.00 Full and 0.00 Reduced load 4- 5 1759 4059 0.56 factor. Vert CR and Horz CR are the vertical and 5- 6 1824 4348 0.73 See Loadcase Report for loading details. horizontal deflections due to live load combinations and additional 6- 7 1824 4348 0.73 Dead Loads be > 12.0/12 plus the creep component of deflection may slope adjusted: 7- 8 1436 3122 0.56 due to dead load, computed as Defl LL + Tooth -Holding reduction factors applied:Green Lumber (Kcr - 1) x Defl 8- 9 331 375 0.47 _DL in accordance with BC OH-10 0 0 0.00 ANSI/TPI 1. 10-11 101 75 0.24 Notes 11-12 1738 1279 0.47 Designed for green lumber that will be seasoned by time of installation. Bracing Data Summary 12-13 3542 1914 0.80 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Bracing Data 13-14 4388 2160 0.90 Plates located at TC pitch breaks meet the prescriptive minimum size Chords; continuous except where shown 14-15 4388 2160 0.93 requirement to transfer unblocked diaphragm loads across those joints. Web Bracing -- CLR 15-16 3752 1690 0.84 Continuous Lateral Restraint (CLR) rows require diagonal bracing per Single: 11- 2 8-18 16-17 3752 1690 0.95 D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Continuous Restraint Bracing Req'd 17-18 2209 947 0.83 Less than 0.25/12 pitch requires adequate drainage to prevent ponding. See BCSI-B3 3.0 18-OH 0 0 0.00 Web 1-10 77 40 0.33 Plate offsets (X, Y): 1-11 95 180 0.04 2-11 1070 2369 0.48 (None unless indicated below) Jnt6 (0, 00-15) 2-12 1159 482 0.93 3-12 815 1583 0.87 3-13 737 310 0.27 5-13 372 522 0.19 5-15 277 328 0.27 6-15 156 256 0.06 7-15 813 356 0.30 7-17 585 1003 0.36 8-17 1285 527 0.47 8-18 1218 2607 0.61 9-18 82 206 0.30 MSC 1- 1 0 0 0.33 9- 9 0 0 0.30 NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by C:\SST\Client\RG_Files\...Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General 2020.1.1 .19 Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector Helpdesk: 1-866-252-8606 plates are 20 gauge, unless the specified plate size is followed by a "-18" which indicates an 18 gauge plate, or "S# 18", which indicates a high tension 18 gauge plate. CSHelp@strongtie.com EngDrwg: 2019r3RGT 201235R - New Residence Plan 2310 Qty: 2 Truss: FICA Customer: Elyon Development Imperial Truss & Lumber SID: upG[ II TpkI4 I IIIu �ppp IIIP�R�gL Ituaa LUtI to bU (760) 3manny55 014galtrussandlumber.com Date: 01 / 21 / 21 Truss Mfr. Contact: Manny Prado Page: 1 of 1 5-8 5-5-6 5-10-14 5-10-14 5-10-14 5-10-14 5-10-15 4-10-11 5-8 5_8 5-10-14 11-912 3 178-10 4 5 23-78 6 296-6 35-5-5 7 $ 40-4-0 Q�98 1 0.25/12 -0.25/12 a ry 23-2-1 4x6 16-8-9 o m 3x4= 3x4= 4x8 3x6 4x4= 3x4= 3x8 3x4= "' } } } , o 0 m m v m 3x4n 3x4= 4x4= 3x6 4x6 3x6 4x8 4x6 3x4= 5x6= 12-0-0 2-2-121 5-3-4 2-94 4-8-13 8-77 8-77 8-6-9 1 2-2-12 76-0 10-3-4 15-0-1 23-78 32-2-15 40-98 10 11 12 13 14 15 16 17 18 19 40-98 Code/Design: CBC-2019/TPI-2014 Snow Load Specs Wind Load Specs Additional Design Checks PSF Live Dead Dur Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 130 mph 10 psf Non -Concurrent BCLL: Yes TC 20.0 14.0 Live Wind Snow Risk Cat: II Terrain Cat: C Risk Cat: II Exposure Cat: C 20 psf BC Limited Storage: Yes BC 0.0 7.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 72.4 ft B = 63.0 ft 200 lb BC Accessible Ceiling: Yes Total 41.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 15.0 ft Kzt = 1.0 300 lb TC Maintenance Load: Yes Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low -Slope Minimums(Pfmin): No Wind DL(psf): TC = 8.4 BC = 4.2 Unbalanced TCLL: Yes Green Lumber: Yes Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 6-00-00 Material Summary Reaction Summary Deflection Summary TC 2x4 DFL #2 Reaction Summary(Lbs) TrussSpan Limit Actual(in) Location BC 2x4 DFL #2 Jnt--X-Loc- React -Up- --Width- -Reqd -Mat PSI Vert LL L/240 L/999(-0.15) 18-19 Webs 2x4 DFL Std/Stud 11 2-02-12 178 393 05-08 00-03 DFL 667 Vert DL L/120 L/999(-0.14) 18-19 2x6 DFL #2 10-1 19-9 13 10-02-04 2376 409 05-08 02-06 DFL 667 Vert CR L/180 L/999(-0.29) 18-19 19 40-06-12 1062 154 05-08 01-02 DFL 625 Horz LL 0.75in ( 0.02) @Jt19 Member Forces Summary Max Horiz = -481 / +487 at Joint 11 Horz CR 1.25in ( 0.04) @Jt19 ..Mem... Ten Comp .CSI. Cant CR 2L/180 2L/999( 0.01) 10-11 TC 1- 2 332 412 0.55 Loads Summary PPT LL 2L/120 2L/556( 0.13) 10- 1 2- 3 1024 480 0.62 PPT LL 2L/120 2L/570(-0.13) 19- 9 3- 4 162 268 0.43 This truss has been designed for the effects of an unbalanced top chord 4- 5 163 261 0.44 live load occurring at [23-07-08] using a 1.00 Full and 0.00 Reduced load Vert CR and Horz CR are the vertical and 5- 6 952 1922 0.57 factor. horizontal deflections due to live load 6- 7 952 1922 0.58 plus the creep component of deflection See Loadcase Report for loading details. combinations and additional 7- 8 985 1867 0.49 due to dead load, computed as Defl LL + Dead Loads may be slope adjusted: > 12.0/12 8- 9 331 375 0.46 (Kcr - 1) x Defl DL in accordance with Tooth -Holding reduction factors applied:Green Lumber - BC OH-10 0 0 0.00 ANSI/TPI 1. 10-11 101 75 0.23 11-12 655 670 0.24 Notes Bracing Data Summary 12-13 998 2040 0.23 Designed for green lumber that will be seasoned by time of installation. Bracing Data 13-14 553 866 0.41 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Chords; continuous except where shown 14-15 998 592 0.51 Plates located at TC pitch breaks meet the prescriptive minimum size Web Bracing -- CLR 15-16 998 592 0.59 requirement to transfer unblocked diaphragm loads across those joints. Single: 8-19 16-17 2116 933 0.68 Continuous Lateral Restraint (CLR) rows require diagonal bracing per Continuous Restraint Bracing Req'd 17-18 2116 933 0.75 D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. See BCSI-B3 3.0 18-19 1421 603 0.76 Less than 0.25/12 pitch requires adequate drainage to prevent ponding. 19-0H 0 0 0.00 Plate offsets (X, Y): Web 1-10 76 37 0.33 1-11 101 178 0.04 (None unless indicated below) Jnt6(0, 00-07), Jnt17 (0,00-09), 2-11 814 429 0.30 0nt19(0,-00-01) 2-12 606 889 0.23 3-12 1372 812 0.50 3-13 1238 2588 0.66 3-14 1510 595 0.55 5-14 634 1269 0.46 5-16 1059 436 0.39 6-16 201 316 0.08 7-16 200 385 0.32 7-18 306 401 0.14 8-18 627 221 0.23 8-19 787 1677 0.39 9-19 81 206 0.30 MSC 1- 1 0 0 0.33 9- 9 0 0 0.30 NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by C:\SST\Client\RG_Files\...Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General 2020.1.1.19 Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector Helpdesk: 1-866-252-8606 plates are 20 gauge, unless the specified plate size is followed by a "-18" which indicates an 18 gauge plate, or "S# 18", which indicates a high tension 18 gauge plate. CSHelp@strongtie.com Engorwg: 2019r3RGT