The URL can be used to link to this page

Home My WebLink AboutAPPROVED - TRUSS CALCS - RRAD21-0004.pdfi�I�i �� ` iu J — , � � �� i �W�m �� f � �1 � � / �� t '� ' �„� �� I� � �� _� � 1 u � � �i � �ioi� � "'_ ��V�� ,: ;�a,�� , Qi �' - � � ._ � � � � 0 � � s � ; ,,; ;. � 0 � � � � � � 0 � � � t. ,;,, �►, � � � ' �;, �i!;; , ; ,,,, ;,; , „"; � .� L 0 � .� U � �� . �� ; �,j 0',� � � � � N � � , � � � � `� , 0 J � • � � �°` � N V c� � c6 0 � �V� ,, ; ,, , � o ��; � �' � � � �, � � ,� � � �,�� ,��, , :; � �� oa ��,, -. �� r"�, ��7��h� f; ;;;;v,�.; '�hP��, I,�Uf��IU�/� o "s �� Jd��,�l�„� _.. ,��, C��°y ��° „ o � � 1A� 1 �°��O" �a' �g' � a�a��`�o i y, r o��wa"��`"�°�°a IY Zo �''''�''ds�'�o°°3° I � �III �� o°zm��;„=y"� �/ �� '�(i�a v��°„o°o��a=��;� ��J�i�l H��a��- ��=oa�° �r��/r;, 'z � .m�.�a a6O.e .k.�. eos,�ew �„�a o�9rvo�a eas �Nnso� asia ssNi aw won aia�ia�,e �.ass�n eoom3o so�,e. �mso� �o�,y so,�,es� ��emsre*��s,o.a� aoti�na�sooas�aws�so��e�a5�re�+5�aas�e�ywe��w�uooeoaaomoeo� mv�qsyorirl�sss�qa�q�ay�3o��rapayy9a�eip�qs� tlnoa�p�yp�eua�s6s�oopp�e3o�a�p3obnw.�q�va�euuarip�e,�vorlura� e��PIm9aN3oa�o4e9��aatlsay�P�emeasapbe�p�mqPay�aompag�od�o�maqo�Ps��s�oatlwo b�PIm9F^panrym.aapa�Pap 8asasseu�aeayy �C'INO Y�b'2ItJtlIQ.LNHY�H�tl'Id SSR2I.Ltl SI SIHS LOT6 �H HLtlQ �iH H Lb'Q �H HLtlQ ;no.SeZ��tl-I �HY�tlNH'II3 �NOISIAH2I �NOISIAH2I -°o �NOISIAH2I � � OZ/ZZ/ZI �H,LtlQ `'� S'ItJSZZiOZ � � � a�roaa � � V S"ItJ � � � awvNa p U ° 201225GLS - Ahuero's Residence Qty: 3 Truss: T1 Customer: GLS ��, Imperial Truss & Lumber SID: II��I�VRt � ��a (760) 35��b Op4galtrussandlumber.com T�IDe: 12 / 23 / 20 Truss Mfr. Contact: Manny Prado Page: 1 of 1 � 1-11-7 � 4-11-4 4-11-3 � 1-11-7 � F� 4-11-4 9-10-7 � 1 2/1 2 -2/12 3 �_p-6 �'�-5 3x4= '� 3-13 � � 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: 20o Creep (Kcr) = 2.0 Material Summary TC 2x4 DFL H2 BC 2x4 DFL H2 Member Forces Summary ..Mem... Ten Comp .CSI. TC OH- 1 46 0 0.50 1- 2 660 1070 0.40 2- 3 660 1070 0.40 3-OH 46 0 0.50 BC 1- 3 1049 575 0.56 9-10-7 9-10-7 1 3 -----------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= 51.7 ft B= 42.5 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: 4-02-15 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 1 O1-12 540 130 03-08 00-09 DFL 625 3 9-08-11 540 130 03-08 00-09 DFL 625 Max Horiz = -11 / +11 at Joint 1 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [4-11-04] 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. 3-13 `," � � � � -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/240 L/999(-0.11) 1- 3 Vert DL L/120 L/999(-0.10) 1- 3 Vert CR L/180 L/535(-0.21) 1- 3 Horz LL 0.75in ( 0.01) @Jt 1 Horz CR 1.25in ( 0.02) @Jt 1 Ohng CR 2L/180 2L/999( 0.04) 1- 1 Ohng CR 2L/180 2L/999( 0.04) 3- 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 l. Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown Web Bracing -- None Plate offsets (X, Y): (None unless indicated below) Jntl(-02-03,-00-06), Jnt2(0,-00-01), Jnt3(02-03,-00-06) 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:\SSllClient\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. 14 Notes" page for additional information. All connector plates shall be manufactured by Simpson Strong-Te 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"-98" which indicates an 98 gauge plate, or "S# 98", which indicates a high tension 98 gauge plate. CSHelp@strongtie. com EngDxwg: 2019x3RGT 201225GLS - Ahuero's Residence Qty: 1 Truss: T1G Customer: GLS ��, Imperial Truss & Lumber SID: II��I�VRt � ��a (760) 35��b Op4galtrussandlumber.com T�IDe: 12 / 23 / 20 Truss Mfr. Contact: Manny Prado Page: 1 of 1 � 1-11-7 � 4-11-4 4-11-3 � 1-11-7 � F� 4-11-4 9-10-7 � 1 2/12 � p-6 '� 3-13 � � 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: 20o Creep (Kcr) = 2.0 Material Summary TC 2x4 DFL H2 BC 2x4 DFL H2 Other 2x4 DFL #2 Member Forces Summary ...Mem... Ten Comp .CSI. TC OH- 1 25 0 0.31 1- 2 232 156 0.17 1- 2 52 50 0.15 2- 3 297 206 0.21 3- 4 297 207 0.21 4- 5 232 156 0.17 4- s s2 so o.is 5-OH 25 0 0.31 BC 1- 6 291 303 0.31 5- 7 291 303 0.31 6- 7 291 303 0.08 1 9-10-7 9-10-7 6 -----------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 4 -2/12 r� ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 130 mph Risk Cat: II Exposure Cat: C Bldg Dims: L= 51.7 ft B= 42.5 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: 4-02-15 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 1 2-06-02 857 289 9-10-07 6 3-10-04 161 324 9-10-07 7 6-00-03 161 322 9-10-07 5 7-04-OS 855 289 9-10-07 Reactions not shown: down < 400 and up < 150 ---- Reaction Summary (plf) ----- Jnt-Jnt React -Up- --Width- 1- 5 7 0 9-10-07 (reduced) Max Horiz = -11 / +11 at Joint 1 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [4-11-04] 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 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 BCSI - 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. 3-13 `," � � � � -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/240 L/999( 0.00) 7- 5 Vert DL L/120 L/999( 0.00) 7- 5 Vert CR L/180 L/999( 0.01) 7- 5 Horz LL 0.75in ( 0.01) @Jt 5 Horz CR 1.25in ( 0.01) @Jt 5 Ohng CR 2L/180 2L/999( 0.04) 1- 1 Ohng CR 2L/180 2L/999( 0.04) 5- 5 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 l. Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown Web Bracing -- None Plate offsets (X, Y): (None unless indicated below) Jnt3(0,01-07), Jntl(-06-12,-00-01), JntS(06-11,-00-01) 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:\SSllClient\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. 14 Notes" page for additional information. All connector plates shall be manufactured by Simpson Strong-Te 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"-98" which indicates an 98 gauge plate, or "S# 98", which indicates a high tension 98 gauge plate. CSHelp@strongtie. com �' � 5 EngDxwg: 2019x3RGT 3x6 3x4 = 3x4 = 3x4 =3x6 201225GLS - Ahuero's Residence Customer: GLS Truss Mfr. Contact: Manny Prado 3-8 6-1-15 3_8 6-5-7 1 �, � � o ^ � � O N � v � 0 � � � 15x4 4x6 II��I�VRt ��U�� , '-� � 6-5-7 12-10-15 2 4x8 4x6 3x4= Qty: 11 Imperial Truss & Lumber manny@i mperialtrussandl umber.com (760)355-0148 6-5-7 6-1-15 3 19-4-6 4 5 25-6-5 025/12 - 25-2-14 3x4= 3x4=4x8 � \ o/ � 3x4= Truss: F1 SID: TID: Date: 12 / 23 / 20 Page: 1 of 1 3-8 �� ZSb9-13 rn � � 15x4 N � � 0 � 4x8 8-7-4 8-7-4 8-7-4 8-7-4 17-2-9 25-9-13 7 8 9 10 11 25-9-13 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= 51.7 ft B= 42.5 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: 1-04-00 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: 20o Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 4-02-15 Material Summary TC 2x4 DFL H2 BC 2x4 DFL H2 Webs 2x4 DFL Std/Stud Member Forces Summary ...Mem... Ten Comp TC 1- 2 288 388 2- 3 1594 3185 3- 4 1380 2788 4- 5 1380 2783 5- 6 183 246 BC OH- 7 0 0 7- 8 2951 1789 8- 9 2951 1789 9-10 3418 1883 10-11 2369 1251 11-OH 0 0 Web 1- 7 94 171 2- 7 1753 2997 2- 9 394 64 3- 9 316 310 3-10 511 662 5-10 561 171 5-11 1370 2431 6-11 94 163 MSC 1- 1 0 0 6- 6 0 0 CSI. 0.51 0.49 0.49 0.36 0.45 0.00 0.74 0.59 0.72 0.67 0.00 0.91 0.79 0.14 0.13 0.27 0.20 0.62 0.60 0.89 0.58 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 7 O1-12 692 103 03-08 00-12 DFL 625 11 25-08-01 692 104 03-08 00-12 DFL 625 Max Horiz = -215 / +229 at Joint 7 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [25-06-OS] 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. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Less than 0.25/12 pitch requires adequate drainage to prevent ponding. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/240 L/860(-0.36) 9-10 Vert DL L/120 L/803(-0.38) 9-10 Vert CR L/180 L/415(-0.74) 9-10 Horz LL 0.75in ( 0.05) @Jtll Horz CR 1.25in ( 0.11) @Jtll PPT LL 2L/120 2L/123( 0.20) 7- 1 PPT LL 2L/120 2L/304(-0.12) 11- 6 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 l. Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 7- 2 5-11 Continuous Restraint Bracing Req'd See BCSI-B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt8(0,00-04), Jntll(-00-08,0) 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:\SSllClient\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. 14 Notes" page for additional information. All connector plates shall be manufactured by Simpson Strong-Te 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"-98" which indicates an 98 gauge plate, or "S# 98", which indicates a high tension 98 gauge plate. CSHelp@strongtie. com EngDxwg: 2019x3RGT 201225GLS - Ahuero's Residence Customer: GLS Truss Mfr. Contact: Manny Prado � � � o � i O N I 7 � O I 7 r-I II��I�VRt ��U�� , '-� � 3-8 5-9-1 3_8 6-0-9 1 6-0-8 12-1-1 Qty: 14 4-2-7 16-3-8 9-0-13 9-0-13 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: 20o Creep (Kcr) = 2.0 Material Summary TC 2x4 DFL H2 BC 2x4 DFL H2 Webs 2x4 DFL Std/Stud 2x4 DFL #2 5-1 Member Forces Summary ..Mem... Ten Comp .CSI. TC 1- 2 487 650 0.68 2- 3 1309 2076 0.51 3- 4 23 24 0.35 4-OH 0 0 0.00 BC OH- 5 0 0 0.00 5- 6 2251 1740 0.93 6- 7 1583 1147 0.68 7-OH 0 0 0.00 Web 1- 5 157 246 0.72 2- s iao9 2290 o.s� 2- 6 433 259 0.12 3- 6 657 215 0.24 3- 7 1190 1661 0.59 4- 7 128 214 0.07 MSC 1- 1 0 0 0.70 7-2-11 16-3-8 16-3-8 -----------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= 51.7 ft B= 42.5 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: 4-02-15 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 5 O1-12 648 101 03-08 00-11 DFL 625 7 16-01-12 667 109 03-08 00-11 DFL 625 Max Horiz = -190 / +205 at Joint 5 Loads Summary r-I I W r-I Truss: G2 SID: TID: Date: 12 / 23 / 20 Page: 1 of 1 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/240 L/905(-0.21) 5- 6 Vert DL L/120 L/919(-0.21) 5- 6 Vert CR L/180 L/456(-0.42) 5- 6 Horz LL 0.75in ( 0.02) @Jt 7 Horz CR 1.25in ( 0.04) @Jt 7 PPT zz 2z/12o 2z/131� 0.19� s- 1 This truss has been designed for the effects of an unbalanced top chord Vert CR and Horz CR are the vertical and live load occurring at [16-03-08] using a 1.00 Full and 0.00 Reduced load horizontal deflections due to live load factor. plus the creep component of deflection 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 Dead Loads may be slope adjusted: > 12.0/12 ANSI/TPI l. 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. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Less than 0.25/12 pitch requires adequate drainage to prevent ponding. Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 5- 2 Continuous Restraint Bracing Req'd See BCSI-B3 3.0 Plate offsets (X, Y): (None unless indicated below) JntS(0,-00-02) 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:\SSllClient\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. 14 Notes" page for additional information. All connector plates shall be manufactured by Simpson Strong-Te 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"-98" which indicates an 98 gauge plate, or "S# 98", which indicates a high tension 98 gauge plate. CSHelp@strongtie. com Imperial Truss & Lumber manny@i mperialtrussandl umber.com (760)355-0148 EngDxwg: 2019x3RGT �nv- .+��- �rnv 201225GLS - Ahuero's Residence Customer: GLS Truss Mfr. Contact: Manny Prado � r-I I O n I O N I 7 � O I 7 r-I 3-8 3-8 1 II��I�VRt ��U�� , '-� � 5-9-0 6-0-8 9-0-13 9-0-13 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: 20o Creep (Kcr) = 2.0 Material Summary TC 2x4 DFL H2 BC 2x4 DFL H2 Webs 2x4 DFL Std/Stud 2x4 DFL #2 5-1 Member Forces Summary ...Mem... Ten Comp .CSI. TC 1- 2 474 634 0.70 2- 3 1585 2641 0.55 3- 4 22 26 0.62 4-OH 0 0 0.00 BC OH- 5 0 0 0.00 5- 6 2639 1900 0.96 6- 7 2305 1576 0.93 7-OH 0 0 0.00 Web 1- 5 152 247 0.70 2- 5 1929 2685 0.67 2- 6 321 143 0.12 3- 6 595 53 0.22 3- 7 1600 2360 0.56 4- 7 175 260 0.08 MSC 1- 1 0 0 0.68 9-0-13 18-1-9 18-1-9 -----------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= 51.7 ft B= 42.5 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: 4-02-15 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 5 O1-12 723 108 03-08 00-12 DFL 625 7 17-11-13 743 116 03-08 00-13 DFL 625 Max Horiz = -190 / +207 at Joint 5 Loads Summary Truss: G1 SID: TID: Date: 12 / 23 / 20 Page: 1 of 1 � I W r-I -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/240 L/999(-0.20) 5- 6 Vert DL L/120 L/923(-0.23) 5- 6 Vert CR L/180 L/500(-0.43) 5- 6 Horz LL 0.75in ( 0.03) @Jt 7 Horz CR 1.25in ( 0.06) @Jt 7 PPT LL 2L/120 2L/120( 0.21) 5- 1 This truss has been designed for the effects of an unbalanced top chord Vert CR and Horz CR are the vertical and live load occurring at [18-01-09] using a 1.00 Full and 0.00 Reduced load horizontal deflections due to live load factor. plus the creep component of deflection 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 Dead Loads may be slope adjusted: > 12.0/12 ANSI/TPI l. 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. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Less than 0.25/12 pitch requires adequate drainage to prevent ponding. Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 5- 2 3- 7 Continuous Restraint Bracing Req'd See BCSI-B3 3.0 Plate offsets (X, Y): (None unless indicated below) JntS(0,-00-02), Jnt7(0,-00-02) 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:\SSllClient\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. 14 Notes" page for additional information. All connector plates shall be manufactured by Simpson Strong-Te 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"-98" which indicates an 98 gauge plate, or "S# 98", which indicates a high tension 98 gauge plate. CSHelp@strongtie. com Imperial Truss & Lumber manny@i mperialtrussandl umber.com (760)355-0148 6-0-8 12-1-1 Qty: 7 6-0-8 18-1-9 EngDxwg: 2019x3RGT