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Home My WebLink About201146 Regal Plumbing RepairPly: 1 Job Number; 201146 Oty: 1 Ramos Res /Regal Plumbing /Ramos Res 11071 South Header canal Wgt 277.2 lbs road 12/01/2021 23'8" 266-112" �3X5(Bt) �7_ m SEAT PLATE REQ. SEAT PI�Tj RF,R, 47'8"��411 49'6-1I2" Loading Criteria (pst) Wind Criteria Snow Criteria (Pg,Pf in PSF) ❑efIIC$I Criteria TCLL: 20,00 Wand Std: ASCE 7-16 Pg: NA Ct: NA GAT: NA PP Deflection in loc Vdefl Ll# TCDL: 10.00 Speed: 170 mph Pf: NA Ce: NA VERT(LL): 0.216 N 999 360 BCLL: 0.00 Enclosure: Closed Lu:.NA Cs: NA VERT(CL): 0.442 N 999 240 BCDL: 10.00 Risk Category: Il Snow Duration: NA HORZ(LL): 0.085 K - - Des L& 40.00 C Kzt: NAn HORZ(TL): 0.174 K - Building Code: NCBCLL: 10.00 MeaEXP MeaHeight: 25.00 ft Creep Factor: 2.0 TCDL: .0 psf Soffit: 2.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.806 Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC GSI: 0.949 Spacing: 24.0 " C&C Dist a: 4.95 ft Rep Fac: Yes Max Web CSI: 0.87E Loc. from endwall: not in 13.00 ft FTIRT:10(0)110(0) Mfg Specified Camber: GCpi: 0.18 Plate Type(s): VIEW Ver: 21.01.01A.0521.20 Wind Duration: 1.33 WAVE. HS Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP SS; B2 2x4 SP #1; r--� Webs: 2x4 SP #2; W1,W10 2x6 SP #2; Bracing` (a) Continuous lateral restraint equally spaced on member. VAC(_ ! L Plate Shift Table JT Plate Lateral Chord JT Plate Lateral Chord No Size Shift Bite No Size Shift Bite [4] 3X5 3.00 L 1.25 [26] 3X5 3.00 R 1.25 [27] 3X5 2.50 R 1.25 Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Additional Notes Digitally signed Calculated vertical live load deflection is 0.22" at X = 23-10- 0, 'g by CARL G Calculated vertical total load deflection is 0.44" at X = 23-10- 0. �l FORBES Date: 2021.111 Calculated horizontal live load deflection is 0.08" e:l�:z�-os'oo- Calculated horizontal total load deflection is 0,17" Allowable vertical deflection ratios are L1360 live and U240 total load. Carl G. Forbes Calculated vertical deflection ratios are U2611 live and L11278 total load. p #�a6g9 WARNING: Furnish a copy of this DWG to the installation contractor. Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. `*WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT— FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE quire extreme care in fabricating, _handling, shipping, installing and bracing. Refer to and fe A Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ 1 R- 1 Rh 1 Rw 1 U 1 RL P- 1920 1- 1- /1132 1502 1459 K 2127 1- A 11341 1540 !- Wind reactions based on MWFRS P Brg Width = 8.0 Min Reg = 2.3 K Brg Width = 8.0 Min Req = 2.5 Bearings P & K are a rigid surface. Bearings P & K require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tons. Comp. A - B 205 - 556 F - G 864 - 3010 B - C 877 - 3237 G - H 848 - 3120 C - D 892 - 3127 H - I 160 - 392 D - E 753 - 2396 I - J 93 - 361 E - F 753 - 2396 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. P - 0 $039 - 877 M - L 2646 - 513 O - N 2698 - 637 L - K 2852 - 663 N - M 264e - 513 K - J 371 - 86 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A - P 205 - 417 N - F 457 - 724 P - B 755 - 2956 F - L 438 -110 B - 0 327 - 206 L - H 317 -138 O - D 532 -129 H - K 755 - 3042 D - N 465 - 798 K - 1 293 - 415 E - N 1292 - 339 BCSI (Building of to ovrde orary rll have a rroperly spec i Russ U5 TRUSS B3, 3 or B'10, Nlse. Defer to Pk Isb>!68°°m , - 156¶wmis a division of ITW Building Components Group Inc. shall notinstallation be responsible for any deviation from this drawing, any failure to build the conformance with ANSITtPI 1, or far handling, shipping, installs ion.and bracing of trusses. A seal on this drawing or cover page Idrawing indicates acceptance of professional engpneenng responsLLbili%soleely for the design shown. The suitability and use of ibis I or any s ructure is the responsibility of the Building es!gner per AN5I/Tr1 1 Sec.2. Truss Label: Ply: 1 Job Number: 201146 Qty. 1 Ramos Res /Regal Plumbing !Ramos Res 11071 South Header canal G 5 Wgt:274.4lbs road 12/0112021 3-1 2" �- -- 9'0.3l4" 17'11 4'7-318" 12 Io Ice A.) 1112XO4[13] T2 1111.E5X4F 5X6 T3 -?X8 5 p, =sx $3X4[4 B H�2.5X4 1A1,5K4 /X9 fa) =6X70 n � I �5X5 - 1-5X4 i -'--�� H0310 ti3ahe z H K I1 Trr T71'� 1 T S R q 412] 82 P O N B3 M L 1113X7(R)[3] �=I3^X4 SS0508 { -ISM =H0508=2.5X4 =4X8[303 =1.5X4 SEAT PLATE REQ. �. K ��"J{� SEAT PLATE kao. '- 41'3-112"ING) yy � Ahe 37`5-118" 3'6-7I8" S1 t t�`5 VaL' r{ Nw1L. .Pj Loading Criteria (psf} Wind Criteria Snow Criteria (Pg,Pf in PSF) DefIICSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Sid: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 10.00 Speed: 170 mph Pf: NA Ce: NA VERT(LL): 0.304 E 999 360 Loc R+ 1 R- 1 Rh 1 Rw 1 U I RL T 1877 A I- 1- 11153 A BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL), 0.727 E 684 240 BCDL: 10.00 Risk Category: Il Snow Duratiom NA HORZ(I_Q: -0.057 G - - K 2006 1- 1- 1- 11258 A Des Ld: 40.00 EXP: C Kzt: NA Mean Height: 25.00 ft HORZ(TL): 0.138 G Wind reactions based on MWFRS NCBCLL; 10.00 TCDL: 6.0 pat Building Code: Creep Factor: 2.0 T Brg Width = 8.0 Min Req = 2.2 Soffit: 2.00 BCDL: 5.0 pat FBC 71h Ed. 2020 Res. Max TC CSI: 0,627 K Brg Width = 8.0 Min Req = 1.5 Load Duration; 1.25 MWFRS Parallel Dist; 0 to h12 TPI Sid: 2014 Max BC CSI: 0.749 Bearings T & K are a rigid surface. Spacing: 24.0 " C&C Dist a: 4.20 ft Rep Fac: Varies by Ld Case Max Web CSI: 0.904 Bearings T & K require a seat plate. Loc. from endwail: not in 13.00 ft FTIRT:10(0)110(0) Mfg Specified Camber: Maximum Top Chord Forces Per Ply (Ibs) GCpL 0.10 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 20.02.00A.1020.21 A- B 36 -80 B - C 1368 -2217 F - G 1759 -2830 G - H 1764 -2855 Wind Duration: 1.33 WAVE 18SS HS Lumber Additional Notes Top chord: 2x4 SP #2; T2 2x6 SP M-26; Calculated vertical live load deflection is 0,30" at X = 22- 5- 9. C - D 1755 - 2822 H - I 1677 - 2772 T3 2x6 SP #2; Calculated vertical total load deflection is 0.72" at X = 22- 5- 9. D - E 1764 -2834 I - J 1455 -2445 Bat chord: 2x4 SP SS; B2 2x6 SP M-26; Calculated horizontal live load deflection is 0.06" E - F 1759 -2831 B3 2x4 SP #1; Calculated horizontal total load deflection is 0.14" Webs: 2x4 SP #2; W1 2x6 SP #2; Allowable vertical deflection ratios are U360 live and U240 tot lMmdmum Bot Chord Forces Per Ply (Ibs) Rt Bearing Leg: 2x6 SP #2; Calculated vertical deflection ratios are U1649 live and U668 t bh". Tens.Comp. Chords Tens, Comp. T - S 1387 - 891 P - O 2588 -1579 Bracing (a) Continuous lateral restraint equally spaced on S - R 2053 -1250 O - N 2587 -1579 member. R - Q 2053 -1249 N - M 2713 -1704 Q - P 2834 -1764 M - L 87 -62 Special Loads ----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) Maximum Web Forces Per Ply (Ibs) TC: From 62 plf at 0.00 to 62 plf at 41.75 Webs Tens.Comp. Webs Tens. Comp. BC: From 20 pit at 0.0010 20 plf at 14.16 A - T 91 -112 N - H 202 -192 BC: From 6o pit at 14.16 to 60 pit at 22.17 BC: From 20 pit at 22.17 to 20 plf at 40.19 T - B 1416 -2144 H - M 289 -287 BC: From 10 plf at 40.19 to 10 plf at 41.00 B - S 912 -485 I - M 920 -1350 TC: 133 lb Conc. Load at 40.19 BC: 43 lb Conc. Load at 40.19 S - C 521 - 630 M - U 2916 -1720 C - Q 1458 - 884 U - K 132 - 94 Plate Shift Table Digitally signed 0-1) 537 -632 U - J 2817 -1650 by CARL G JT Plate Lateral Chord JT Plate Lateral Chord roRses E - P 294 - 286 K - L 40 -12 No Size Shift Bite No Size Shift Bite W Date: P - G 728 - 316 J - K 1476 - 2206 [ 31 3X7 S 3.00 [ 4] 3X4 2.75 L 1,25 _ 2021.12.01 G - N 419 95 [12] 3X4 1.75 R 1.25 [13] 2X4 S 2.75 16:18:16-05'00' [30] 4X6 3.00 R 1.25 Carl G. Forbes Wind PE#20699 Wind loads and reactions based on MWFRS. End verticals not exposed to wind pressure. Wind loading based on both gable and hip roof types. -WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "'IMPORTANT"" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing bracing, Refer to follow and . and the latest edition of BCSI (Building��' Component Safety Information, by TPI find'SBCA) for satE (,� practices pprior to pperforming these functions. Installers shall provide temporan! bracing per BCSI. Unless noted otherwise, top chord shall liaveproper� attached structural sheathirlgand bottom chord shall have a properly attached rigid ceiling Locations shown for lateral SPEC-r S5 permanent res raint o webs shall have bracing installed per BCSI sections B3, B7 or B70, as appllcatile. Apply plates to each face oT truss and position as shown above and on the Join Details, Refer to us r°uuss W69"ex unless noted otherwise. drawings 16OA-Z for standard plate positions. ?M es,3de,3.,e Alpine, a division of ITW Building Componerlts Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI �I PI 1, or for handling, shipping,. installation and bracin trusses. A this of seal on drawing or cover pape listing this drawin indicates acceptance of professional engineering responsibili�r solely -for the design shown. The suitabili and use of fills drawing for any sigructure is the responsibility of the Building -Designer per ANSISI 1 Sec.2. For more information see these web sites! Alpine: al ineiiw,corrTPI: 1 inst.or % SBCA: sbcindust .com' ICC: iccsafe.or AWC: awc.or Truss Label: Ply: 1 Job Number: 201146 1 Ramos Res !Regal Plumbing /Ramos Res 11071 South Header canal A2Qty: 1 Wgt: 196.0 ]bs road 12/0112021 5[t-(---T9-314" 9'16-318" ---{- --8'10-318" �5X6(R� '41113 5 T1 a 12 � 5 C �2.5X4 � 5X12(S2S) IH1.5X4 -4X6[211 C (a) (a) � E F m wi v 1=7X1U C' 1 1112X5[23] it 1112X5M WLC 7[31 m4X7[14] 0115X4H �4 J/ (n� SFAF PLATE RED. 1 coXPi �i•C 27' , Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) DefI1C5I Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl L/# Gravity Non -Gravity TCDL; 10.00 Speed: 170 mph Pf: NA Ce: NA VERT(LL): 0,126 H 999 360 Loc R+ ! R- I Rh I Rw ! U ! RL N 1074 1- A 1624 l634 1243 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.258 H 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.050 A - - G 1102 1- !- 1608 I558 A Des Ld: 40.00 EXP: C Kzt: NA Mean Height: 25.00 ft HORZ(TL): 0.102 A - Wind reactions based on MWFRS NCBCLL: 10.00 TCDL: .0 lost Building Code: Creep Factor: 2.0 N Brg Width = 8.0 Min Req = 1.5 Soffit: 2.00 BCDL; .0 psf FB7th Ed. 2020 Res. Max TC CSI: 0.908 G Brg Width = - Min Req = - Load Duration: 1.25 MWFRS Parallel Dist: h12 to h TPI Std: 2014 Max BC CSI: 0.894 Bearing N is a rigid surface, Spacing: 24.0 " C&C Dist a; 3.00 ft Re Fac; Yes P Max Web CSI: 0.858 Bearing N requires a seat plate. Loc. from endwall: not in 9.00 ft FT1RT:10(0)/l0(0) Mfg Specified Camber: Maximum Top Chord Forces Per Ply (Ibs) GCpi: o.16 Plate Type(s): Chords Tens.Comp. Chords Tens. Camp. VIEW Ver: 21.01.01A.0521.20 A - B 413 -769 B - C 3$5 -873 D - E 1070 -2372 E - F 1078 -2398 Wind Duration: 1.33 WAVE Lumber Top Chord: 2x4 SP #2; T1 2x4 SP #1; C - D 652 -1648 Bol chord: 2x4 SP #2; Webs: 2x4 SP #2; W1 2x6 SP #2; Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp, Bracing (a) Continuous lateral restraint equally spaced on N-M 243 -47 K-J 27 -19M member. - L 1100 -370 I - G 34 -21 L- K 1100 -370 J- H 0 0 Plate Shift Table JT Plate Lateral Chord JT Plate lateral Chord Maximum Web Forces Per Ply (Ibs) No Size Shift Bite No Size Shift Bite Webs Tens.Comp. Webs Tens. Comp. [ 21 2X5 S 3.00 [ 3] 3X7 2.25 L 1.25 [141 4X7 2.25 R 1.25 [211 4X6 2.25 R 2.25 A - N 664 -1015 D - I 1541 684 [231 2X5 S 3.00 A - M 1115 - 598 K - 1 2160 - 777 M - B 324 -145 E - 1 473 - 368 Wind M-C 373 -565 1-1 0 -80 Wind loads based on MWFRS with additional C&C C - K 602 - 326 1 - F 2511 -1123 member design. D - K 954 -1949 F - G 591 -1032 End verticals not exposed to wind pressure. Wind loading based on both gable and hip roof types. Additional Notes Digitally signed Calculated vertical live load deflection is 0.13" at X = 20-11- 0. by cARLG Calculated vertical total load deflection is 0.26" at X = 20-11- 0. s€ roeees Date: 2121.12. ":= 01 Calculated horizontal live load deflection is 0.05" 1e:,e:4a-0500 Calculated horizontal total load deflection is 0.10" Carl G. Forbes Allowable vertical deflection ratios are U380 live and U240 total load. Calculated vertical deflection ratios are U2571 live and U1247 total load. PE#20699 -WARNING`"' READ AND FOLLOWALL NOTES ON THIS DRAWING! -IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS �A"k Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information b TPI SBCA) for -01 and safety practices prior to performing these functions Installers shall provide bracing per BCSI._ Unless noted oWtherwise, top chord shall have proper! attached structural sheathing and bottom chord shall tempora have a SPECi Russ prope7ly attached rigid ceiffng Locations shown for permanent lateral restraint otYwebs shall have bracin installed per BCSI sections B3, B7 or B I0, as applicab�[e, Apply to face truss us Tliuss plates each of and position as shown above and on the Joint Details, unless noted otherwise. hefer to drawings 16OA-Z for standard plate positions. Ry MOWNM Alpine, a division of ITW Buildingg Components Group Inc. shall not be responsible for any deviation from this drawing, any failure truss 1n conformance with ANSI PI 1, or for handling, shipping,, installation and bracingg of trusses. A seal on this drawin to build the or cover pa e listing this drawing, indicates acceptance of professional engineering responsibilitty� solelyior the design shown. The suitability drawing far any sUucture is the responsibility of the Building -Designer per ANSIIYPl 1 Sec.2. and use oftghis For more information see those web sites: AI ine: al ineitw.com TPI: t inst.or SBCA: sbcindust .cam; ICC, iccsafe.or ; AWC: awc.or Ply: 1 Job Number: 201146 Qty: 8 Ramos Res !Regal Plumbing /Ramos Res 11071 South Header canal Wgt 226.8lbs road 12/01/2021 eo co T=2.5X4(A1)A 19'4-1f2" - 12 5 5X (SR1 E 6 ,2.5X4 C 'tojota =H0612 2 AA X WV U =2.5X4 1T6" 04X8122] G=4X5 F Fi =4X6 T2 T3 '47XB I �'�!2.5X4 74 Y (a) i K k! 5X5 3 W18 1T P 63 O N -""V M X61211 --3X4=4X5[36] i! 11L ,p ArI- RLO, 35 *� 3 1 z 192" a 4 1_�;0� • 36'10Al2" I a's Lit 0.r , %ding Criteria (psf) Wind Criteria LL: 20.00 Wind Std: ASCE 7-16 DL: 10.00 Speed: 170 mph LL: 0.00 Enclosure: Closed ❑L: 10,00 Risk Category: II s Ld: 40.00 EXP: C Kzt: NA Mean Height: 25.00 ft BCLL: 10.00 TCDL: 6.0 psf fit: 2.00 BCDL: 5.0 psf Id Duration: 1.25 MWFRS Parallel Dist: h12 to h icing: 24.0 " C&C Dist a: 3.69 ft Loc. from endwall: not in 9,00 ft GCpi: 0.18 Wind Duration: 1.33 Lumber Top chord: 2x4 SP #1; T2 24 SP #2; T3 2x6 SP M-26; T4 2x4 SP SS; Bot chord: 2x4 SP #2; B2 2x4 SP SS; B3 2x6 SP M-26; B4 2x4 SP #1; Webs: 2x4 SP #2; W1,W18 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Special Loads ----(Lumber Dur.Fac.=1.251 Plate Dur.Fac.=1.25) TC: From 62 plf at 0.00 to 62 pir at 36.88 BC: From 20 plf at 0.00 to 20 pif at 17.79 BC: From 60 plf at 17.7910 60 plf at 25.79 BC: From 20 plf at 25.79 to 20 pit at 36.42 PLB: From 40 plf at 17.79 to 40 plf at 25.79 Snow Criteria (Pg,Pf m PSF) Pg: NA Ct: NA CAT: NA Pf. NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FTIRT:10(0)110(0) Plate Typo(s): Plating Notes All plates are 1.5X4 except as noted. Plate Shift Table JT Plate Lateral Chord JT Plate Lateral Chord No Size Shift Bite No Size Shift Bite [ 2] 4X7 5.00 R 1.25 [ 3] 3X6 S 1,75 (20] 2X5 S 3.75 [21 ] 5X6 1.75 R 3.25 [221 4X8 1.85 L 1,25 [36] 4X5 S 1.25 21W Defl/CSI Criteria PP Deflection in Iec Udefl U# VERT(LL): 0.597 N 692 360 VERT(CL): 1.202 N 343 240 HORZ(LL): -0.165 1 - - HORZ(TL): 0.375 1 - Creep Factor: 2.0 Max TC CSI: 0.921 Max BC CSI: 0.988 Max Web CSI: 0.867 Mfg Specified Camber: VIEW Ver: 21.01.01A.0521.20 Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ 1 R- I Rh 1 Rw I U 1 RL AA 1893 1- I- 1910 11159 1317 L 1753 1- 1- 1768 11028 1- Wind reactions based on MWFRS AA Brg Width = 8.0 Min Req = 2.2 L Brg Width = - Min Req = - Bearing AA is a rigid surface. Bearing AA requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 174 -109 F - G 958 - 490 B - C 2291 - 4004 G - H 679 - 378 C - D 2048 -3465 H - I 1523 -2564 D - E 2115 - 3446 1-1 1635 - 2785 E - F 1815 - 3094 J - K 1779 - 2998 Wind loading based on both gable and hip roof types. Maximum Bot Chord Forces Per Ply (Ibs) Additional Notes Chords Tens.Comp. Chords Tens. Comp. Calculated vertical live load deflection is -0.16" at X = 0-0-0. A - X 68 -129 R - P 0 -90 Calculated vertical total load deflection is -0.28" at X = 0- 0- 0. X - W 140 -78 P - O 2465 -1423 Calculated horizontal live load deflection is 0.17" W - U 0 0 O - N 2830 -1675 Calculated horizontal total load deflection is 0.37" V - T 3872 -2207 N - M 2743 -1622 Allowable vertical deflection ratios are U360 live and U240 tot 1'jo24. 3174 -1911 M - L 80 -66 Calculated vertical deflection ratios are U373 live and U205 to al; I¢pd, 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens, Comp. B-X 1022 -1579 Y-Q 0 0 B - V 3741 - 2180 P - F 523 - 442 X - V 257 - 425 F - H 1893 - 3318 V-W 31 0 1-0 292 0 V - C 452 - 385 O - Z 607 - 797 Digitally signed by CARL G C - T 648 - 851 N - Z 531 - 331 - a FORBES T - D 2-78 -142 Z - J 362 - 421 ' •`"" °` "" Date: 2021.12.01 E - Q 410 - 504 J - M 297 - 294 Q - R 406 - 934 M - K 2682 -1558 Carl G. Forbes Q - P 2865 -1595 K - L 1053 -1726 PE#20699 Q-F 1133 -620 -WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING! -IMPORTANT' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, hand lin , shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building 1 Safety Information, bY TPI and'S13 )for safety practices prior to performing these functions. Installers shall provide tempora BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing) and bottom chord shall have a propa ly �id ceiling Locations shown for permanent lateral restraint o1 webs shall have bracing lnsta led per BCSI sections B3, B7 or B90, 60A-Zpo Oates t platepositions,ss and position as shown above and on the J )m Details, unless noted otherwise. Refer to a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the conformance with ANSI PI 1, or for handling, shipping,. installattiion.and bracing of trusses. A seal on this drawin or cover page 1is drawinq indicates acceptance of professional anc �meermg responsibili{�r solely for the design shown. The suitabili y and use of tnis for any structure is the responsibility of the Building gDesigner per ANSIITPI 1 Sec.2. SPEC? R 555 u5 TRu55 _ k {Y,063 ww C+6pwulB Truss Label: Ply: 1 Job Number: 201146 A 2 el Qty: 1 Ramos Res !Regal Plumbing !Ramos Res 11071 South Header canal Wgt:212.8lbs road 12/0112021 1^ 92. 79'70-13l1 B" 3'1 f-1f4" �� 12 S p �2,SX4g C �2pX4 -25X4 911.5X4 =4X4 E F G H ��lon I M1.5X4 T P1.5X4 -I d m6X8 R 4 P a N L eln ^�3X71151 N1.5X4 i�'MwW jn w � c /J SEAT PLATE REQ. Sc -`J I I�•L- `e :AL $OT�� Ir i 27' J Ar*4 L . A Is 4.,K O C. Loading Criteria (psf} Wind Criteria Snow Criteria (Pg,Pf in PSF) Deft(CSI Criteria •Maximum Reactions (Ibs) TCLL: 20.00 Wrnd Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 10.00 Speed: 170 mph Pf; NA Ce: NA VERT(LL): -0.236 B 999 360 Loc R+ 1 R- 1 Rh 1 Rw 1 U 1 RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): -0.615 B 999 240 S 1103 !- !- 1555 !- 1360 BCDL: 10.00 Risk Category; II Snow Duration: NA HORZ(LL): 0.297 A - - J 1093 !- /- 1549 !- !- Des Ld: 40•oa MeaEXPC Kzt: NA eaHORZ(TL); 0.432 A - - Wind reactions based on MWFRS NCBCLL: 10.00 Mn Height: 25.0p ft Building Code: Creep Factor; 2.0 S Brg Width = 8.0 Min Req = 1.5 TCDL: 5.0 psf J B Width =- Min Re Soffit: 2.00 BCDL: 5.0 psf FSC 71h Ed. 2020 Res. Max TC CSI: 0.611 � q = - Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Sid: 2014 Max BC CSI: 0.776 Bearing S is a rigid surface. Spacing; 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.844 Bearing S requires a seat plate. Loc. from endwall: not in 9.00 ft FTIRT:10(0)110(0) Mfg Specified Camber: Maximum Top Chord Forces Per Ply (Ibs) GCpi; 0.18 Plate Type(s): Chords TOns.Comp. Chords Tens. Comp. Wind Duration:1.33 WAVE VIEWVer:21.01.01A.0521.20 A-B 5 -807 E-F 12 -992 Lumber B-C 0 -14 F-G 3 -1312 Top chord: 2x4 SP #2; B - D 15 -738 G - H 2 -1316 Bot chord: 2x4 SP #2; D - E 12 - 992 H - 1 52 - 65 Webs: 2x4 SP #2; W1 2x6 SP #2; Maximum Bot Chord Forces Per Ply (lbs) Plating Notes Chords Tens.Comp. Chords Tens. Camp. All plates are 3X4 except as noted. R - Q 149 -128 N - L 0 0 Plate Shift Table Q- P 757 0 M- K 630 0 JT Plate Lateral Chord JT Plate Lateral Chord P- 0 757 0 K- J 63B 00 - N 5 - 9 No Size Shift Bite No Size Shift Bite (0] 2X5 0.50 R 1.75 [15] 3X7 1.25 L 1.25 Maximum Web Forces Per Ply (Ibs) Wind Webs Tens.Comp, Webs Tens. Comp. Wind loads based on MWFRS with additional C&C A- R 0 -1044 G - M 42 -329 member design. A- 0 1046 0 M- N 121 0 End verticals not exposed to wind pressure. R - S 0 -1102 M - T 871 0 Wind loading based on both gable and hip roof types. Q - D 62 - 575 T - K 176 0 ❑- O 387 0 T- H 908 0 Additional Notes O - F 32 -700 H - J 0 -1078 Calculated vertical live load deflection is 0.1 T' at X = 7-1-0.O - M 1161 0 1-1 91 -132 Calculated vertical total load deflection is 0.32" at X = 18- 5- 5. "?e--., Digitallysigned F - M 553 0 Calculated horizontal live load deflection is 0.30° e`E„ ` by CARLG Calculated horizontal total load deflection is 0.57" _ .= FORBES 1.12.01 Allowable vertical deflection ratios are U360 live and U240 total load. _= Date: :3139205'00' 16:31:39-OS'00' Calculated vertical deflection ratios are U3006 live and U1017 total load. """"' Carl G. Forbes PE#20699 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating handlin shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building��` Component Safety Information b TPI and'SBCA] iOr safety practices prior to performing these functions. Installers shall provide temporary sPET bracing per Si.BC. Unless noted otherwise, top chord shall have ropersy attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown for ppermanent lateral resPrraint of webs shall have bracin inskalled per BCSI sections B3, B7 or BI? us -TRUSS as applicable. Apply Agates to each face oT truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. snezzuie Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI PI 1, or for handling, shipping,. installation. and bracing of trusses. A sea] on this drawin or cover pagpe listing this drawingp indicates acceptance of rofessional en Inoenng responslbili{{��rr solely for the design shown. The suitabili y and use of this drawing for any sFructure is the responsibiliWof the Build ing"Nsigner per ANSIITPI 1 Sec.2. For more information see these web sites: AI ine: al ineitw.com' TPI: t inst.on SBCA: sbcindust .comet ICC: iccsafe.or ' AWC: awc.or