The URL can be used to link to this page

Andalusia TR 31681-3 BCPR2020-0002 (Plan 23) 2019 Code Update - Truss CalcsAndalusia at Coral Mountain PATE FABRICATORS 1/28/2020 CITY OF LA QUINTA BUILDING DIVISION REVIEWED FOR CODE COMPLIANCE [)nrr 04/23/2020 13ti,D c • �� Q ;o�t�`Q= 14'-0 I I'-3 1/2' G I JACKS LO N 0 37-7 1/2' 0 N &-a Ilia II� I - 'I \I■�IIII RIB' � I `i 40 N Reviewed V Revise and resubmit Rejected Furnish as corrected Corrections or comments made on the shop drawings during this review do not relieve contractor from compliance with requirements of the drawings and specifications. This check is only for review of general conformance with the design concept of the project and general compliance with the information given in the contract documents. The contractor is responsible for: confirming and correlating all quantities and dimensions; selecting fabrication processes and techniques of construction; coordinating his work with that of all Other trades; and performing his work in a safe and satisfactory manner. This review has verified that 1. The truss configurations (i.e. 2-point bearing and 3-point bearing) are consistent with the structural design. 2. The design load specification are structurally acceptable. 3. The truss layouts are matched with structural drawings. Note: All connections involving trusses and lateral 19'-8 1/2' ay r.yu cm GNsv bracing of trusses are considered designed b manufacturer. Truss engineer responsible for 3 M0526 GI2 -> G19 preparing the design of the trusses should sign and -a I MU526 6I3-> GI9 stamp the trusses. I 111+1.152G-2 G19-> I Signature or initials by a licensed engineer of 17 W 52G G21D->IYAM C Gouvis Engineering Consulting Group, Inc. ap I U"26 G22A-> BfJVJi only for shop drawing review. I 10 WD24 24 G29A-> WS G12D -> G4510CA1J GOUVIS ENGINEERING CONSULTING GR D LU5 W24 G23D->G45 INC. 2 ttmr C- 129 C-45. WAMI Date:02/05/2020 By: Mike Houshmand 1 IU926 G21A-> DtAN 1 lW2C G26D -> DPAN S UMG G27->DEW n 5 IU52G C27->BUM 4 1 1 wSaC WC2102 '28 G2D 1 IUC2102 ->CEAM G52 .> tlr M 1 IUS2G G53 -> BEAM 10 LU926 GGO -> GM 1 LU92G "i a GSD 2 UJC21OZ GW -> DAM p 4 LU92C "9 -> afAM p N 1 LLM 670->DIAM C S LL526 674 -> BEAM I S LU521 LU524 G72 -> WAM GIS WA5 r cLya Q 9 LU924 G45A AACKS N ToMb (�I, MMW242- I WS24- 29 W526- 55 MU524 - LUC2102 - 4 0111111F G4GA JACr,,5 G73 low LDD DRAG IGAD V 0 PATES FA IR (,A-r0ITS Job Name: Andalusia at Coral Mountain Address: Andalusia at Coral Mountain Designer: Project Manager: Marilyn Clardie Job #: M-3063-19 Plan / Bevation: 23 -A NEW i� Reviewed Revise and resubmit Rejected Furnish as corrected Corrections or comments made on the shop drawings during this review do not relieve contractor from compliance with requirements of the drawings and specifications. This check is only for review of general conformance with the design concept of the project and general compliance with the information given in the contract documents. The contractor is responsible for: confirming and correlating all quantities and dimensions; selecting fabrication processes and techniques of construction; coordinating his work with that of all other trades; and performing his work in a safe and satisfactory manner. This review has verified that 1. The truss configurations (i.e. 2-point bearing and 3-point bearing) are consistent with the structural design. Oty Mrigu Gmed -> CnrAer 2. The design load specification are structurally acceptable. 19'-$ I/2- I WC2102 The truss layouts are matched with stru tural G108A-> BEAM drawings. drawings. I WC2I OC G108-> BEAM Note: All connections involving trusses an lateral I W524 G1ODA -> BEAM bracing of trusses are considered designe by tru-W 4 LU524 GI IOA-> B[AM manufacturer. Truss engineer responsible I LU524 GI I IA -> BEAM preparing the design of the trusses should ig 11-1 1/2� 5 LU524 GI 12A-> BEAM stamp the trusses. I LU524 GI 15 -> G122 Signature or initials by a licensed engineer of 241 I LU524 GI 15A -> G122 Gouvis Engineering Consulting Group, Inc. apply 5 LU524 GI 16 -> 6122 only for shop drawing review. IOOFLFDWLOAD 5 LU526 GI IG->BEAM GOUVIS ENGINEERING CONSULTING CROUP, I LU526 INC. GI 17 -> BEMA Date:02/05/2020 By: Mike Houshma 4 LU526 G21 -> BEAM 14 LU526 G21A-> BWM Q I 5 LU526 LU524 622-> BEAM p n G23 -> G45 1 LU524 G23A-> G45 g — Ur 10 LU526 G 126 -> G45 t BEAM t5 I LU526 G 129 -> G45 t BEAM 1 LUC21 OZ G52 -> BEAM S$ 10 LU526 G60-> G58A 8 I LU526 G61-> G58A 1 LUC2I OZ G114 -> G122 V 9 LU524 G45B JACKS ?'.kW - -1 a Tout' 0 Fill I W524 - 38 W526 - 42 L11C210Z - 4 _ "U F � g � N t N 17-91/2' 2 •o.c 12'-5 1/2' O O 100 FLF W*, LOAD 5 ip Nk I G121 II _ N o G 122 Z 2(x1!111!"101;a1J III G87 G8N O � 24•ox. iq 3T-7 1 /2' G86 240 Rr DRAG LOAD G48BJACK5 i I ME I I,,, 1I I �►� - M Ell G73A G29 1 1000 LOB DRAG LIOOD G59 240 ► F IWAG LOAD 112' Ar-ES Job Narre: Andalusia at Coral Mountain Address: Andalusia at Coral Mountain Designer: Project Manager: Marilyn Clardie Job #: M-3063-19 Plan / Devation: 23 - B PAT " ES FABRICA0hITs Job Name: Andalusia at Coral Mountain Address: Andalusia at Coral Mountain Designer: Project Manager: Marilyn Clardie Job #: M-3063-19 Plan / Bevation: 23 - C This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TC: 2x4 OF #2 BC: 2x6 OF SS WEBS: 2x4 OF #2; 2x4 OF #1&BTR A TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. NOTE: 2x4 BRACING AT 20"OC DON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED OVERHANGS: 29.1" 29.1" ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. 32-05-08 HIP SETBACK 8-00-00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TC UNIF LL( 40.0)+DL( 34.0)= 74.0 PLF 0' 0.0" TO 8' 0.0" V TC UNIF LL( 100.0)+DL( 85.0)- 185.0 PLF 8' 0.0" TO 24- 5.5" V TC UNIF LL( 40.0)+DL( 34.0)= 74.0 PLF 24- 5.5" TO 32- 5.5" V BC UNIF LL( 0.0)+DL( 85.0)= 85.0 PLF 0' 0.0" TO 32- 5.5" V TC CONC LL( 373.3)+DL( 317.3)= 690.7 LBS @ 8 0.0" TC CONC LL( 373.3)+DL( 317.3)= 690.7 LBS @ 24- 5.5" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CST 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( 0) 72 2-12=(0) 8002 3-12=( 0) 1800 2- 3=( -8870) 0 12-13=(0) 12554 12- 4=( 0) 1766 3- 4=( -9990) 0 13-14=(0) 13400 12- 5=(-3600) 0 4- 5=( -9452) 0 14-15=(0) 12552 5-13=( 0) 950 5- 6=(-13010) 0 15-10-(0) 8002 13- 6=( -530) 112 6- 7=(-13010) 0 6-14=( -530) 112 7- 8=( -9452) 0 14- 7=( 0) 950 8- 9=( -9990) 0 7-15=(-3600) 0 9-10=( -8870) 0 8-15=( 0) 1766 10-11=( 0) 72 15- 9=( 0) 1800 BEARING MAX VERT MAX HORZ ERG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0- 0,0" 0/ 4361V -38/ 38H 5.50" 2.33 DF ( 625) 32r- 5.5" 0/ 4361V 0/ OR 5.50" 2.33 DF ( 625) BRG @ 0- 0.0" 2.33 DF/ 3.59 HF/ 3.42 SPF BRG @ 32- 5.5" 2.33 DF/ 3.59 HF/ 3.42 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL - -0.266" @ 16- 2.8" Allowed - 1.051" MAX DL DEFL = -0.434" @ 16- 2.8" Allowed = 1.577" MAX TL DEFL = -0.700" @ 16- 2.8" Allowed = 1.577" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.434" MAX HORIZ. LL DEFL = 0.049" @ 321- 0.0" MAX HORIZ. TL DEFL 0.129" @ 321- 0.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15.7ft, TCDL=10.2,BCDL=10.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=32ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. 7-11-11 16-06-02 7-11-11 Wax CSI- TC:0.99 BC:0.63 Web:0.75 3-09-10 4-02-01 3-11-01 4-04 4-04 4-04 3-09-02 3-09-10 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers 12 690.70# 90.70# 12 which is non -concurrent with other live loads. 4.00 1-- M-7x10 M-4x5 M-3x4 M-4x5 M-7x10 a 4.00 7-05 2-04 <PL:14-00-12 -M-8X8(S) 5-11-01 5-09-05 32-05-08 JOB NAME: Andalusia at Coral Mountain - Gl 5-11-01 7-05 Scale: 0.1833 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder antl eraction contractor shoultl be ativised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: Warnings before construction commences. building component. Applicability of design parameters and proper G1and 2. 2x4 compression web bracing must be installed where shown 1. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to asum stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2, Impact Imaging or lateral bracing required where shown ++ S D' K 7 2 7 8 $ 6 2 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. . TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes trusses are to be used in a non-comosive environment, and are for "dry condition' of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full beading at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) C O O 2-04 Q�pFESSIONq! 00I I F C 70068 *\_7C / 1 /* January 28,2020 This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TC: 2x4 DF #1&BTR; 2x4 IF #2 T2 BC: 2x4 DF #2 WEBS: 2x4 IF #2 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. NOTE: 2x4 BRACING AT 12"OC DON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LETINS: 3-00-00 3-00-00 OVERHANGS: 29.1" 29.1" 9-11-11 2-10-08 2-00-10 12 4.00 [-- TRUSS SPAN 32r- 5.5" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD - 37.0 PSF DL ON BOTTOM CHORD - 7.0 PSF TOTAL LOAD = 44.0 PSF ADDL: BC UNIF LL+DL= 20.0 PLF 0' 0.0" TO 32- 5.5" V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 12-06-02 5-00-09 6-03-01 6-08 4-07-10 M-4x10 M-4x10 M-3x8 �4-09-06 4-07-10-09-06 4-07-10 2-04 <PL:14-00-12 M-5x8(S) 6-09-12 6-09-12 32-05-08 JOB NAME: Andalusia at Coral Mountain - G2 CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( 0) 72 2-12=( 0) 3171 2- 3=(-3879) 142 2- 3=( -224) 641 12-13=( 0) 3165 12- 4=( 0) 132 3- 4=(-3468) 49 13-14=( 0) 4098 4-13=( -151) 220 4- 5=(-3470) 47 14-15=( 0) 4098 13- 5=( 0) 588 5- 6=(-3260) 58 15-16=(-17) 3165 13- 6=( -936) 40 6- 7=(-3260) 58 16-10=(-14) 3171 14- 6=( 0) 237 7- 8=(-3470) 47 6-15=( -936) 40 8- 9=(-3468) 49 7-15=( 0) 588 9-10=( -224) 641 15- 8=( -151) 220 10-11=( 0) 72 8-16=( 0) 132 9-10=(-3879) 142 BEARING MAX VERT MAX HORZ ERG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0- 0,0" 0/ 1929V -47/ 47H 5.50" 2.06 DF ( 625) 32r- 5.5" 0/ 1929V 0/ OR 5.50" 2.06 DF ( 625) BRG @ 0- 0.0" 2.06 DF/ 3.18 HF/ 3.03 SPF BRG @ 32- 5.5" 2.06 DF/ 3.18 HF/ 3.03 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL --0.324" @ 16- 2.8" Allowed - 1.051" MAX DL DEFL =-0.319" @ 16- 2.8" Allowed = 1.577" MAX TL DEFL =-0.583" @ 16- 2.8" Allowed = 1.577" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.31911 MAX HORIZ. LL DEFL = 0.089" @ 321- 0.0" MAX HORIZ. TL DEFL 0.161" @ 321- 0.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=16.lft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=32ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. 9-11-11 ax CSI: TC:1.00 BC:0.88 Web:0.82 2-00-10 2-10-08 Design checked for a 300 lb concentrated top chord 12 live load per IBC 2018 due to maintenance workers a 4.00 which is non -concurrent with other live loads. 4-07-10 4-09-06 Scale: 0.1833 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder antl eraction contractor shoultl be ativised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: Warnings before construction commences. building component. Applicability of design parameters and proper G2and 2. 2x4 compression web bracing must be installed where shown 1. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to asum stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2, Impact Imaging or lateral bracing required where shown ++ ,S D' K 7 2 7 8 8 6 3 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. . TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes trusses are to be used in a non-comosive environment, and are for "dry condition' of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full beading at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) C O O 2-04 Q�pFESSIONq! �O 00I I F C 70068 January 28,2020 This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TC: 2x4 OF #1&BTR; 2x4 OF #2 T2 BC: 2x4 DF #2 WEBS: 2x4 OF #2 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. NOTE: 2x4 BRACING AT 24"OC DON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LETINS: 4-00-00 4-00-00 OVERHANGS: 29.1" 29.1" 3-09-14 12 4.00 1-- TRUSS SPAN 32r- 5.5" LOAD DURATION INCREASE = 1.25 (Non -Rep) SPACED 24.0" O.C. LOADING it( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF ADDL: BC UNIF LL+DL= 20.0 PLF 0'- 0.0" TO 32r- 5.5" V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 11-03-03 9-11-02 11-03-03 -09 5-08-05 4-11-09 4-11-09 5-08-05 1-09 5-05-02 2-04 <PL:14-00-12 M-4x10 M-3x8 M-4x10 CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( 0) 72 2-12=( 0) 3273 2- 3=(-3892) 134 2- 3=( -225) 634 12-13=( 0) 3265 12- 4=( 0) 177 3- 4=(-3542) 43 13-14=( 0) 3588 4-13=( -300) 67 4- 5=(-3329) 58 14-15=( 0) 3588 13- 5=( 0) 586 5- 6=(-3111) 69 15-16=(-6) 3265 13- 6=( -580) 39 6- 7=(-3111) 69 16-10=(-2) 3273 14- 6=( 0) 182 7- 8=(-3329) 58 6-15=( -580) 39 8- 9=(-3542) 43 7-15=( 0) 586 9-10=( -225) 634 15- 8=( -300) 67 10-11=( 0) 72 8-16=( 0) 177 9-10=(-3892) 135 BEARING MAX VERT MAX HORZ ERG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0- 0,0" 0/ 1929V -55/ 55H 5.50" 2.06 OF ( 625) 32r- 5.5" 0/ 1929V 0/ OR 5.50" 2.06 DF ( 625) BRG @ 0- 0.0" 2.06 DF/ 3.18 HF/ 3.03 SPF BRG @ 32- 5.5" 2.06 DF/ 3.18 HF/ 3.03 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL - -0.269" @ 16- 2.8" Allowed - 1.051" MAX DL DEFL = -0.266" @ 16- 2.8" Allowed = 1.577" MAX TL DEFL = -0.484" @ 16- 2.8" Allowed = 1.577" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.266" MAX HORIZ. LL DEFL = 0.085" @ 321- 0.0" MAX HORIZ. TL DEFL 0.152" @ 321- 0.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=16.3ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=32ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. ax CSI- TC:0.97 BC:0.83 Web:0.96 3-09-14 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers 12 which is non -concurrent with other live loads. a 4.00 c 0 M-5x7(S) o 5-03-06 5-06-04 5-06-04 5-03-06 5-05-02 32-05-08 2-04 JOB NAME: Andalusia at Coral Mountain - G3 Scale: 0.1708 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder antlerec!ion contractor shoultl be ativised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: Warnings before construction commences. building component. Applicability of design parameters and proper G3and 2. 2x4 compression web bracing must be installed where shown 1. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the lop and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 28 2020 the overall structure is the responsibility of the building designer. Po ty 9 9 r 3. 2, Impact bridging or lateral bracing required where shown ++ SEQ. K 7 2 7 8 8 6 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes trusses are to be used in a non-comosive environment, and are for "dry condition• of use. • 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full beading at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Q�pFESSlO�yq� <v }P �0 2� C 70068 EXP. 9-30-2020 4 i•�/• civi\ s��r F0 FOAL January 28,2020 This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TC: 2x4 DF #1&BTR; 2x4 IF #2 T2 BC: 2x4 DF #2 WEBS: 2x4 IF #2 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. NOTE: 2x4 BRACING AT 24"OC DON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LETINS: 3-06-00 3-00-00 OVERHANGS: 29.1" 29.1" Unbalanced live loads have been considered for this design. TRUSS SPAN 32r- 5.5" LOAD DURATION INCREASE = 1.25 (Non -Rep) SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD - 37.0 PSF DL ON BOTTOM CHORD - 7.0 PSF TOTAL LOAD = 44.0 PSF BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PSF 10r- 8.7" TO 15- 8.7" V ADDL: BC UNIF LL+DL= 20.0 PLF Or- 0.0" TO 32- 5.5" V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CST 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 13-11-11 3-04-03 2-01-15 5-02-10 12 4.00 M-4x10 M-3x5 M-3x8 2 14 < -5x7 M-2x4 5-04-06 5-02-10 2-04 <PL:14-00-12 4-06-02 -04-07 2-09-05 3-00-04 15 M-4x6 M-2x4+ 4-08-09 M-4x10 M-4x8 M-3x7 M-7x6 + 0 16 5-00 0 I LL17 8 M-2x4 0.25" M-3x8 M-5x6(S) M-2x4 5-01-12 3-03-12 6-07-10 32-05-08 JOB NAME: Andalusia at Coral Mountain - G4 CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( 0) 72 2-14=(0) 3411 2- 3=(-4094) 5 11-12=(-3854) 66 2- 3=( -218) 637 14-15=(0) 3405 14- 4=( 0) 164 3- 4=(-3710) 0 15-17=(0) 3323 4-15=( -303) 242 4- 5=(-3562) 0 17-18=(0) 3330 15- 5=( 0) 360 5- 6=(-1997) 60 18-19-(0) 3367 5-16=(-1906) 0 6- 7=(-1933) 59 19-12-(0) 3180 17-16=( 0) 210 7- 8=(-2359) 56 16- 7=( -98) 129 8- 9=(-3161) 0 16- 8=(-1244) 0 9-10=(-3617) 0 16-18=( -973) 45 10-11=(-3492) 0 8-18=( 0) 913 11-12=( -226) 620 18- 9=( -540) 51 12-13=( 0) 72 9-19=( -60) 142 19-10=( -39) 368 BEARING MAX VERT MAX HORZ BRG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0- 0.0" 0/ 2019V -66/ 65H 5.50" 2.15 DF ( 625) 32- 5.5" 0/ 1989V 0/ OH 5.50" 2.12 DF ( 625) ERG @ 01- 0.0" 2.15 DF/ 3.32 HE/ 3.17 SPF ERG @ 32r- 5.5" 2.12 DF/ 3.27 HE/ 3.12 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL --0.269" @ 15- 10.5" Allowed - 1.051" MAX DL DEFL =-0.319" @ 15- 10.5" Allowed = 1.577" MAX TL DEFL =-0.514" @ 15- 10.5" Allowed = 1.577" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.319" MAX HORIZ. LL DEFL = 0.079" @ 321- 0.0" MAX HORIZ. TL DEFL 0.150" @ 321- 0.0" Design conforms to main windforce-resisting system and components and cladding criteria. 13-11-11 Wind: 110 mph, h=16.7ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), 4-05-01 1-06-092-10-08 DOL=1.6, B=45ft, L=32ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads 12 in the plane of the truss only. 7714.00 ax CSI: TC:0.97 BC:1.00 Web:1.00 Design checked for a 300 lb concentrated top chord M-3x5 live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. M-2x4 M-3x8 c I r 19 12 0 M-3x4 M-5x6 0 6-09-06 2-04 Scale: 0.1708 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Suilderantl erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: Warnings before construction commences. building component. Applicability of design parameters and proper G4and 2. 2.4 morprassion web bracing must be installed where shown 1. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the ereIXor. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2, Impact bridging or lateral bracing required where shown ++ SEQ. K 7 2 7 8 8 6 5 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for "dry condition' of use. • 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Q�pFESS10�yq! 301 C 70068 * EXP.9-30-2020 January 28,2020 CIVIL x �CAUF�� This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TC: 2x4 DF #1&BTR; 2x4 IF #2 T2 BC: 2x4 DF #2 WEBS: 2x4 IF #2 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. NOTE: 2x4 BRACING AT 24"OC DON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LETINS: 3-00-00 3-00-00 OVERHANGS: 29.1" 29.1" Unbalanced live loads have been considered for this design. TRUSS SPAN 32r- 5.5" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD - 37.0 PSF DL ON BOTTOM CHORD - 7.0 PSF TOTAL LOAD = 44.0 PSF BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PSF 10r- 8.7" TO 15- 8.7" V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( 0) 72 2-14=(-118) 2805 2- 3=(-3489) 318 11-12=(-3334) 342 2- 3=( -228) 656 14-15=(-120) 2803 14- 4=( 0) 155 3- 4=(-3061) 205 15-17=( -53) 2739 4-15=( -230) 135 4- 5=(-2940) 194 17-18=( -52) 2731 15- 5=( 0) 274 5- 6=(-1404) 245 18-19=(-168) 2720 5-16=(-1669) 62 6- 7=(-1314) 241 19-12=(-208) 2689 17-16=( 0) 214 7- 8=(-1440) 262 16- 7=( -48) 219 8- 9=(-2462) 260 16- 8=(-1355) 72 9-10=(-2937) 256 16-18=(-1286) 91 10-11=(-2940) 264 8-18=( -89) 1309 11-12=( -228) 639 18- 9=( -572) 98 12-13=( 0) 72 9-19=( -15) 195 19-10=( -86) 196 BEARING MAX VERT MAX HORZ ERG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) Or- 0.0" 0/ 1694V -71/ 71H 5.50" 1.81 DF ( 625) 32- 5.5" 0/ 1664V 0/ OH 5.50" 1.78 DF ( 625) ERG @ 01- 0.0" 1.81 DF/ 2.79 HF/ 2.66 SPF ERG @ 32r- 5.5" 1.78 DF/ 2.74 HF/ 2.61 SPF 15-03-03 1-11-02 15-03-03 2-10-08 2-07-10 5-02-10 3-07-15 1-05-1308-12 4-11-07 4-11-07 2-00-15 2-10-08 12 _ 12 4.00 -M-8x8 a 4.00 M-3x5 M-4x6 M-7x6 M-4x6 I M-3x5 P 5-00 I M-3x7 m 16 'O o � N O 2 14 15 17 18 to < -5x6 M-2x4 M-4x6 M-2x4 0.25" M-2x4 M-5x6(S) M-2x4 M-3x8 11 5-04-06 5-02-10 5-01-12 2-00-04 7-03-06 2-04 <PL:14-00-12 32-05-08 JOB NAME: Andalusia at Coral Mountain - G5 M-3x5 M-2x4 19 M-3x4 M-5x6 7-05-02 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.178" @ 10- 8.2" Allowed = 1.051" MAX DL DEFL =-0.299" @ 101- 8.2" Allowed = 1.577" MAX TL DEFL =-0.426" @ 10r- 8.2" Allowed = 1.577" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.299" MAX HORIZ. LL DEFL = 0.053" @ 321- 0.0" MAX HORIZ. TL DEFL = 0.124" @ 321- 0.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=16.9ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=32ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. ax CSI: TC:0.91 BC:0.66 Web:0.67 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. 2-04 Scale: 0.1708 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Suilderantl erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: Warnings before construction commences. building component. Applicability of design parameters and proper G5and 2. 2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the ereIXor. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2, Impact bridging or lateral bracing required where shown ++ ,S D' K 7 2 7 8 8 6 6 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. . TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for "dry condition' of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Q�Of ESS10�yq� o (30 N G Iy Fyc 90 C 70068 * : P.9-30-2020 January 28,2020 This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TC: 2x4 DF #1&BTR BC: 2x4 IF #2 WEBS: 2x4 DF #2 TC LATERAL SUPPORT <= 12"OC. DON. BC LATERAL SUPPORT <= 12"OC. UON. LETINS: 3-00-00 3-00-00 OVERHANGS: 29.1" 29.1" Unbalanced live loads have been considered for this design. TRUSS SPAN 32r- 5.5" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD - 37.0 PSF DL ON BOTTOM CHORD - 7.0 PSF TOTAL LOAD = 44.0 PSF BC UNIF LL( 0.0)+DL( 14.0)= 14.0 PSF 10r- 8.7" TO 16r- 1.0" V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CDC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( 0) 72 2-12=( 0) 2794 2- 3=(-3476) 187 8-17=( 0) 179 2- 3=( -227) 656 12-13=( 0) 2792 12- 4=( 0) 154 9-10=(-3427) 223 3- 4=(-3050) 76 13-14=( 0) 2754 4-13=( -212) 145 4- 5=(-2950) 52 14-16=( 0) 2748 13- 5=( 0) 272 5- 6=(-1184) 60 16-17=(-64) 2746 5-15=(-1864) 122 6- 7=(-1217) 54 17-10=(-62) 2748 14-15=( 0) 288 7- 8=(-2848) 106 15- 6=( 0) 423 8- 9=(-2999) 109 15- 7=(-1763) 137 9-10=( -228) 656 15-16=( -444) 230 10-11=( 0) 72 7-16=( -6) 305 16- 8=( -262) 94 BEARING MAX VERT MAX HORZ ERG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) Or- 0.0.. 0/ 1693V -78/ 78H 5.501, 1.81 DF ( 625) 32r- 5.5" 0/ 1666V 0/ OH 5.50" 1.78 DF ( 625) ERG @ 0- 0.0" 1.81 DF/ 2.79 HF/ 2.66 SPF BRG @ 32- 5.5" 1.78 DF/ 2.74 HF/ 2.61 SPF 16-02-12 16-02-12 2-10-08 2-07-10 5-02-10 5-06 5-03-03 5-04-15 2-08-03 2-10-08 12 12 4.00 � M-3x8 4 4.00 M-4x5 M-5x6(S) M-2x4 M-2x4 11 5-04-06 5-02-10 5-06 5-06-11 5-04-15 2-04 <PL:14-00-12 32-05-08 JOB NAME: Andalusia at Coral Mountain - G6 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.179" @ 10- 8.2" Allowed = 1.051" MAX DL DEFL =-0.302" @ 10- 8.2" Allowed = 1.577" MAX TL DEFL =-0.429" @ 10r- 8.2" Allowed = 1.577" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.302" MAX HORIZ. LL DEFL = 0.05311 @ 321- 0.011 MAX HORIZ. TL DEFL = 0.12511 @ 321- 0.011 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=17.lft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=32ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. ax CSI: TC:0.90 BC:0.65 Web:0.92 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. c 0 0 5-04-15 2-04 Scale: 0.1708 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Suilderantl erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: Warnings before construction commences. building component. Applicability of design parameters and proper G6and 2. 2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the ereIXor. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2, Impact bridging or lateral bracing required where shown ++ .S D' K •� 2 •� 8 $ 6 •� 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. . TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for "dry condition' of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) OQ�OFESSIp/yq� M1NG F C 70068 *\ i J z I /* January 28,2020 LUMBER SPECIFICATIONS TC: 2x4 DF #1&BTR; 2x9 IF #2 T2 BC: 2x9 DF #2 WEBS: 2x4 IF #2 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. NOTE: 2x9 BRACING AT 24"OC DON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LETINS: 3-00-00 3-00-00 OVERHANGS: 29.1" 29.1" Unbalanced live loads have been considered for this design. TRUSS SPAN 32- 5.5" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD - 37.0 PSF DL ON BOTTOM CHORD - 7.0 PSF TOTAL LOAD = 44.0 PSF BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PSF 10- 8.8" TO 15- 8.8" V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 0-09-05 15-11-11 0-06-02 2-10-08 2-07-10 5-02-10 4-04-07 1-00-04 5-04-09 12 4.00 M-7x8 M-3x6 M-4x6 M-7x6 M-4x6 N M-3x5 u7 M-3x7 5-00 � 0 c � I N o 2 14 < -5x6 M-2x4 15 M-4x6 16 18 M-2x4 0.25" M-2x4 M-5x7(S) M-4x8 M-2x4 11 5-04-06 5-02-10 5-01-12 1-03-12 7-07-10 2-04 <PL:14-00-12 32-05-08 JOB NAME: Andalusia at Coral Mountain - G7 This design prepared from computer input by Spates Fabricators (SE) CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( 0) 72 2-14=(-290) 2808 2- 3=(-3492) 431 11-12=(-3352) 499 2- 3=( -231) 657 14-15=(-292) 2805 14- 4=( 0) 163 3- 4=(-3063) 353 15-16=(-259) 2726 4-15=( -242) 121 4- 5=(-2926) 369 16-18=(-256) 2702 15- 5=( 0) 260 5- 6=(-1475) 372 18-19=(-296) 2709 5-17=(-1453) 91 6- 7=(-1374) 383 19-12=(-299) 2698 16-17=( 0) 247 7- 8=(-1994) 376 17- 7=( -92) 269 8- 9=(-2390) 408 17- 8=(-1652) 95 9-10=(-2935) 375 17-18=(-1842) 246 10-11=(-2949) 366 8-18=( -239) 1934 11-12=( -230) 643 18- 9=( -629) 155 12-13=( 0) 72 9-19=( 0) 204 19-10=( -98) 188 BEARING MAX VERT MAX HORZ ERG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0" 0/ 1693V -74/ 74H 5.50" 1.81 IF ( 625) 32- 5.5" 0/ 1665V 0/ OH 5.50" 1.78 DF ( 625) ERG @ 01- 0.0" 1.81 DF/ 2.79 HF/ 2.66 SPF ERG @ 321- 5.5" 1.78 DF/ 2.74 HF/ 2.61 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.208" @ 10- 8.2" Allowed = 1.051" MAX DL DEFL =-0.325" @ 10- 8.2" Allowed = 1.577" MAX TL DEFL =-0.470" @ 10r- 8.2" Allowed = 1.577" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.3251' MAX HORIZ. LL DEFL = 0.053" @ 321- 0.0" MAX HORIZ. TL DEFL = 0.123" @ 321- 0.0" 15-11-11 Design conforms to main windforce-resisting 5-01-01 2-02-09 2-10-08 system and components and cladding criteria. 12 Wind: 110 mph, h=17.lft, TCDL=10.2,BCDL=4.2, ASCE 7-16, 4 4.00 (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=32ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. M-3x5 ax CSI: TC:0.92 BC:0.73 Web:0.59 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers M-2x4 which is non -concurrent with other live loads. M-3x7 19 12 c I r M-3x4 M-5x6 0 7-09-06 2-04 Scale: 0.1708 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder antl eraction contractor shoultl be ativised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: Warnings before construction commences. building component. Applicability of design parameters and proper G7and 2. 2,4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to asum stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2, Impact bridging or lateral bracing required where shown ++ S D' K 7 2 7 8 $ 6 $ 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ' TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes trusses are to be used in a non-comosive environment, and are for "dry condition' of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) O91pFESSIp/yq� 0I G F D 2ti9 ycm C 70068 January 28,2020 W LUMBER SPECIFICATIONS TC: 2x4 DF #1&BTR; 2x4 IF #2 T2 BC: 2x4 DF #2 WEBS: 2x4 IF #2 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. NOTE: 2x4 BRACING AT 24"OC DON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LETINS: 3-00-00 3-06-00 OVERHANGS: 29.1" 29.1" Unbalanced live loads have been considered for this design. TRUSS SPAN 32r- 5.5" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD - 37.0 PSF DL ON BOTTOM CHORD - 7.0 PSF TOTAL LOAD = 44.0 PSF BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PSF 10- 8.8" TO 15- 8.8" V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 13-11-11 4-06-02 2-10-08 2-07-10 5-02-10 2-04-07 2-09-05 3-00-04 12 4.00 M-4x10 -M-8x8 M-4x8 M-3x7 M-4x8 = N M-3x5 0 m I 15 o M-3x7 5-00 0 I � I d' M 2 13 14 16 17 O < -5x5 M-2x4 M-4x6 0.25" M-3x8 C-2.5x3.4-M-5x5(S) C-2.5x3.4 C-2.5x3.4 11 5-04-06 5-02-10 5-01-12 3-03-12 2-04 <PL:14-00-12 32-05-08 JOB NAME: Andalusia at Coral Mountain - G8 Truss: G8 DATE: 1/28/2020 SEQ.: K7278869 TRANS ID: LINK WARNINGS: 1. Builder and erection contractor should be adyi.ed of all General Notes and Warnings before construction commences. 2. 2.4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to osum stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTms has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations act forth by TPI/WTCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 13-11-11 6-07-10 3-06-15 M-3x5 18 M-2x4 L 6-07-10 This design prepared from computer input by Spates Fabricators (SE) CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( 0) 72 2-13=( -33) 2797 2- 3=(-3480) 229 10-11=(-3494) 263 2- 3=( -226) 656 13-14=( -35) 2796 13- 4=( 0) 141 3- 4=(-3053) 127 14-16=( 0) 2757 4-14=( -214) 175 4- 5=(-2959) 103 16-17=( 0) 2762 14- 5=( 0) 296 5- 6=(-1615) 148 17-18=(-105) 2814 5-15=(-1559) 50 6- 7=(-1555) 145 18-11=(-102) 2817 16-15=( 0) 197 7- 8=(-1881) 168 15- 7=( -99) 79 8- 9=(-2665) 158 15- 8=(-1027) 55 9-10=(-3052) 164 15-17=( -723) 0 10-11=( -219) 678 8-17=( 0) 644 11-12=( 0) 72 17- 9=( -438) 96 9-18=( 0) 240 BEARING MAX VERT MAX HORZ ERG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0" 0/ 1(594V -66/ 65H 5.50" 1.81 DF ( 625) 321- 5.5" 0/ 1664V 0/ OH 5.50" 1.78 DF ( 625) BRG @ 0'- 0.0" 1.81 DF/ 2.79 HF/ 2.66 SPF ERG @ 32- 5.5" 1.78 DF/ 2.74 HF/ 2.61 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.199" @ 15r- 10.5" Allowed = 1.051" MAX DL DEFL =-0.369" @ 151- 10.5" Allowed = 1.577" MAX TL DEFL =-0.485" @ 151- 10.5" Allowed = 1.577" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)- 0.369" MAX HORIZ. LL DEFL = 0.054" @ 32r- 0.0" MAX HORIZ. TL DEFL = 0.126" @ 32r- 0.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=16.7ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, 3-09-03 (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), 0 4 DOL=1.6, B=45ft, L=32ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads 12 in the plane of the truss only. a 4.00 Wax CSI- TC:0.91 BC:0.68 Web:0.77 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. M-3x7 C I r 11 � M-Sx6 0 6-09-06 2-04 Scale: 0.1708 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incomoration of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood shealhing(TC) andlor drywall(BC). 3. 2, Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes busses are to be used in a non-cemosive environment, and are for "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of buss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Q�pFESS10�yq! C 70068 *\ ) // /* January 28,2020 This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TC: 2x4 OF #2; 2x4 OF #1&BTR T1; 2x4 DF 210OF T4 BC: 2x4 DF #1&BTR; 2x4 OF #2 B2 WEBS: 2x4 OF #2 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. NOTE: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LETINS: 3-00-00 3-00-00 OVERHANGS: 29.1" 29.1" Unbalanced live loads have been considered for this design. TRUSS SPAN 32r- 5.5" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PSF 10r- 8.8" TO 15r- 8.8" V ADDL: TC UNIF LL+DL= 96.0 PLF 1'- 0.0" TO 4 0.0" V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( 0) 72 2-16=(-226) 3044 2- 3=(-3721) 414 2- 3=( -266) 629 16-17=(-229) 3046 16- 4=( -60) 103 3- 4=(-3317) 327 17-18=(-293) 2944 4-17=( -423) 200 4- 5=(-3150) 424 18-19=(-299) 2943 17- 5=( 0) 420 5- 6=(-2911) 461 19-20=(-310) 2822 7- 8=( -82) 9 6- 7=(-3022) 302 20-14=(-308) 2824 18-10=( -59) 165 6- 8=( -242) 236 10-19=( -549) 114 7- 9=(-3022) 302 11-19=( -29) 423 8- 9=( -205) 245 19-12=( -274) 73 9-10=(-2944) 458 12-20=( 0) 180 10-11=(-2690) 408 13-14=(-3531) 488 11-12=(-2886) 412 12-13=(-3075) 379 13-14=( -232) 670 14-15=( 0) 72 BEARING MAX VERT MAX HORZ BRG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" 0/ 1977V -65/ 66H 5.50" 2.11 DF ( 625) 32r- 5.5" 0/ 1685V 0/ OH 5.50" 1.80 DF ( 625) BRG @ 0'- 0.0" 2.11 DF/ 3.25 HF/ 3.10 SPF BRG @ 32- 5.5" 1.80 DF/ 2.77 HF/ 2.64 SPF 0-06-04 13-02-12 7-03-01 11-11-11 2-10-08 2-07-10 5-00-14 2-01-Q&081-9@1-04 4-10-08 5-07-10 3-00-10 2-10-08 12-00 12 x5 12 4.00 I� M_ 4 M-2x4 1-10-12 a 4.00 M-4x8 40"6 o M-4x8 M-2x4 M-4x6 21.0� -- o I M-3x5 M-3x5 o I M-3x8 l o M-3x7 I I 5-00 O o 2 16 < -5x6 M-2x4 17 18 M-4x6 0.25" 19 M-3x8 20 14 M-2x4 M-5x6 M-2x4+ M-5x8(S) M-2x4+ M-2x4+ 6 5-04-06 5-02-10 5-01-12 5-03-12 5-07-10 5-09-06 11 2-04 <PL:14-00-12 32-05-08 2-04 JOB NAME: Andalusia at Coral Mountain - G9 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.440" @ 15- 10.5" Allowed = 1.051" MAX DL DEFL =-0.553" @ 15- 10.5" Allowed = 1.577" MAX TL DEFL =-0.825" @ 15- 10.5" Allowed = 1.577" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.553" MAX HORIZ. LL DEFL =-0.053" @ 321- 0.0" MAX HORIZ. TL DEFL 0.127" @ 321- 0.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=16.6ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, Al Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=32ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. Max CSI: TC:0.90 BC:0.99 Web:0.58 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. 0 0 Scale: 0.1579 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Suilderantl erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: Warnings before construction commences. building component. Applicability of design parameters and proper G9and 2. 2x4 compression web bracing must be installed where shown 1. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the ereIXor. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2, Impact bridging or lateral bracing required where shown ++ .S D' K 7 2 7 8 $ 7 0 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ' TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for "dry condition' of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Q�pFESSIO/V pMIN G Zy Fyc 90 C 70068 * \ 4 •}•. / ! /* January 28,2020 LUMBER SPECIFICATIONS IT: 2x4 DF #2; 2x4 DF #1&BTR T1; 2x4 DF 210OF T4 BC: 2x4 DF #1&BTR; 2x4 IF #2 B2 WEBS: 2x4 DF #2 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. NOTE: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LETINS: 2-06-00 2-06-00 OVERHANGS: 29.1" 29.1" Unbalanced live loads have been considered for this design. TRUSS SPAN 32- 5.5" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD - 37.0 PSF DL ON BOTTOM CHORD - 7.0 PSF TOTAL LOAD = 44.0 PSF BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PSF 10- 8.8" TO 15- 8.8" V ADDL: TC UNIF LL+DL= 96.0 PLF 1'- 0.0" TO 4- 0.0" V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CST 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 13-02-12 !-04-13 3-01-05 5-02-10 12 4.00 M-3x10 M-3x5 M-3x8 14 M-2x4 5-04-06 5-02-10 2-04 <PL:14-00-12 4-01-13 2-06 2-06 1-11-05 12 a 4.00 IIM-4x4 M-5x12 M-3x10 0 5-00 0 This design prepared from computer input by Spates Fabricators (SE) CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( 0) 72 2-14=( 0) 3013 2- 3=(-3747) 137 2- 3=( -246) 624 14-15=( 0) 3015 14- 4=( -67) 88 3- 4=(-3312) 69 15-16=( 0) 2964 4-15=( -320) 210 4- 5=(-3177) 107 16-17=( -46) 3552 15- 5=( 0) 430 5- 6=( -378) 64 17-18=( -48) 3561 5- 7=(-2707) 104 6- 7=( -343) 45 18-19=(-145) 2696 7-16=( -31) 1132 7- 8=(-3286) 126 19-12=(-143) 2697 16- 8=(-1532) 219 8- 9=(-2939) 213 8-17=( -47) 321 9-10=(-3104) 202 8-18=( -724) 0 10-11=(-2966) 192 9-18=( 0) 423 11-12=( -227) 630 18-10=( -52) 380 12-13=( 0) 72 10-19=( 0) 132 11-12=(-3384) 278 BEARING MAX VERT MAX HORS BRG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0- 0.0" 0/ 1977V -67/ 66H 5.50" 2.11 DF ( 625) 321- 5.5" 0/ 1685V 0/ OH 5.50" 1.80 DF ( 625) BRG @ 01- 0.0" 2.11 DF/ 3.26 HE/ 3.10 SPF BRG @ 321- 5.5" 1.80 DF/ 2.77 HE/ 2.64 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.401" @ 15- 9.3" Allowed = 1.051" MAX DL DEFL =-0.567" @ 16- 0.2" Allowed = 1.577" MAX TL DEFL =-0.859" @ 16- 0.2" Allowed = 1.577" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.567" MAX HORIZ. LL DEFL = 0.053" @ 321- 0.0" MAX HORIZ. TL DEFL 0.131" @ 321- 0.0" Design conforms to main windforce-resisting 5-01-04 9-11-11 system and components and cladding criteria. 5-02-11 4-07-10 2-06-05 2-04-13 Wind: 110 mph, h=16.6ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=32ft, E=4ft, Gable/Hip, Common, 12 Truss designed for wind loads 7714.00 in the plane of the truss only. ax CSI: TC:0.93 BC:0.98 Web:0.99 M-5x7 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers M-3x5 which is non -concurrent with other live loads. M-3x7 15 16 ' 17 18 M-4x6 0.25" M-3x8 C-2.5x3.4 M-4x6 C-2.5x3.4 M-5x7(S) C-2.5x3.4 5-03-08 1-07-13 5-06-03 32-05-08 JOB NAME: Andalusia at Coral Mountain - G10 Truss: G10 DATE: 1/28/2020 SEQ.: K7278871 TRANS ID: LINK WARNINGS: 1. Builders, erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2.4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the builtling designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTms has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTi us Software 7.7.0-SP2(1 L)-E I r 19 12 0 M-2x4 M-5x61 10 4-07-10 4-09-06 2-04 Scale: 0.1642 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper moration of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). 3. 2, Impact Imaging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes busses are to be used in anon -ohm e1w environment, and are for "dry condition' of use. 6. Design assumes full beading at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of buss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Q�pFESSIO/V pMIN G Zy F.yc 90 C 70068 *\ 4 •Y•./ ! /* January 28,2020 LUMBER SPECIFICATIONS TC: 2x4 DF #2; 2x4 IF 210OF T4 BC: 2x6 DF SS WEBS: 2x4 DF #2; 2x4 IF #1&BTR A TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. NOTE: 2x4 BRACING AT 24"OC DON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED OVERHANGS: 29.1" 29.1" Unbalanced live loads have been considered for this design. ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. TRUSS SPAN 32- 5.5" LOAD DURATION INCREASE = 1.25 (Non -Rep) SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD - 37.0 PSF DL ON BOTTOM CHORD - 7.0 PSF TOTAL LOAD = 44.0 PSF BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PSF 10- 8.8" TO 15- 8.8" V ADDL: BC UNIF LL( 11.5)+DL( 13.8)= 25.2 PIP 27- 4.8" TO 32- 5.5" V ADDL: BC CONIC LL+DL- 2620.0 LBS @ 26- 1.5" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 13-02-12 5-08-02 5-00-10 12 4.00 1-- M-3x8 M-3x5 12 M-2x4 5-06-06 5-00-10 2-04 <PL:14-00-12 6-01-13 5-01-04 2-06 2-06 3-11-05 5-02-11 12 a 4.00 1 IM-4x4 M-3x8 M-Sx10 o -- 5-00 0 rh This design prepared from computer input by Spates Fabricators (SE) CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( 0) 72 2-12=(0) 3992 12- 3=( -510) 6 2- 3=(-4392) 0 12-13=(0) 4014 3-13=( 0) 970 3- 4=(-4910) 0 13-14=(0) 4564 13- 4=( 0) 938 4- 5=( -418) 24 14-15=(0) 7840 4- 6=(-4312) 0 5- 6=( -330) 38 15-16-(0) 7876 6-14=( 0) 1504 6- 7=(-4986) 0 16-17-(0) 8060 14- 7=(-4074) 0 7- 8=(-7646) 0 17-10=(0) 8158 7-15=( 0) 716 8- 9=(-7862) 0 7-16=( -542) 364 9-10=(-8876) 0 8-16=( 0) 1320 10-11=( 0) 72 16- 9=(-1284) 14 9-17=( 0) 2456 BEARING MAX VERT MAX HORZ ERG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0- 0,0" 0/ 2190V -65/ 65H 5.50" 1.17 DF ( 625) 32- 5.5" 0/ 3916V 0/ OR 5.50" 2.09 DF ( 625) BRG @ 0- 0.0" 1.17 DF/ 1.80 HF/ 1.72 SPF BRG @ 32- 5.5" 2.09 DF/ 3.22 HF/ 3.07 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL - 0.161" @ 16- 0.2" Allowed - 1.051" MAX DL DEFL = -0.480" @ 16- 0.2" Allowed = 1.577" MAX TL DEFL = -0.599" @ 16- 0.2" Allowed = 1.577" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.480" MAX HORIZ. LL DEFL =-0.019" @ 321- 0.0" MAX HORIZ. TL DEFL 0.074" @ 321- 0.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=16.6ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), 7-11-11 DOL=1.6, B=45ft, L=32ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads L-01 6-05-12 in the plane of the truss only. 12 k.x CSI: TC:0.83 BC:0.90 Web:0.93 a 4.00 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. M-5x10 M-3x5 13 14 ' 15 16 17 M-5x6 M-5x6 0.25" M-3x8 M-2x4- M-2x4- M-7x6(S) M-2x10 M-2x4 I I I I 42620# 5-03-08 3-07-13 5-06-03 1-01 6-04 32-05-08 JOB NAME: Andalusia at Coral Mountain - G11 Truss: G11 DATE: 1/28/2020 SEQ.: K7278872 TRANS ID: LINK WARNINGS: 1. Builder antlerectton contmctor shoultl be ativised of all Generel Notes and Warnings before construction commences. 2. 2.4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to osum stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTms has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furbished subject to the limitations act forth by TPI/WTCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E M-4x8 d I r 10 0 O 2-04 Scale: 0.1708 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incommation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' oc. and at 10' oc. respectively unless braced throughout their length by continuous sheathing such as plywood shealhing(TC) andlor drywall(BC). 3. 2, Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes busses are to be used in a non-ceoosive environment, and are for "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of buss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) O91pFESSIp/yq� 0I G F 0 2y9 ycm C 70068 January 28,2020 IJ LUMBER SPECIFICATIONS TC: 2x4 DF #1&BTR BC: 2x4 IF #2 WEBS: 2x4 DF #2; 2x6 IF SS A TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. LETINS: 2-06-00 2-06-00 OVERHANGS: 29.1" 0.0" Unbalanced live loads have been considered for this design. ** For hanger specs. - See approved plans TRUSS SPAN 26- 0.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD - 37.0 PSF DL ON BOTTOM CHORD - 7.0 PSF TOTAL LOAD = 44.0 PSF BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PSF 10r- 8.8" TO 15- 8.8" V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CDC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 13-02-12 12-09-04 2-04-13 3-01-05 5-02-10 2-06 2-07-12 4-10-02 2-10-13 12 12 4.00 IIM-4x4 a 4.00 M-3x7 M-3x7 ti �M-3x5 io M-3x5 I o 0 M-3x6 5-00 0 0 This design prepared from computer input by Spates Fabricators (SE) CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( 0) 72 2-11=(-56) 2144 2- 3=(-2800) 167 2- 3=( -227) 638 11-12=(-58) 2142 11- 4=( 0) 157 3- 4=(-2350) 89 12-13=( 0) 1945 4-12=( -372) 124 4- 5=(-2113) 41 13-14=( -3) 1953 12- 5=( 0) 315 5- 6=( -234) 74 14-10=( -1) 1954 5- 7=(-1885) 48 6- 7=( -241) 62 7-13=( 0) 275 7- 8=(-2097) 47 13- 8=( -199) 241 8- 9=(-2170) 48 8-14=( -15) 129 9-10=( 0) 115 9-10=(-2385) 8 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" 0/ 1405V -49/ 63H 5.50" 1.50 DF ( 625) 26- 0.0" 0/ 1220V 0/ OH 5.50" 1.30 DF ( 625) BRG @ Or- 0.0" 1.50 DF/ 2.31 HF/ 2.20 SPF BRG @ 26- 0.0" 1.30 DF/ 2.01 HF/ 1.91 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.241" @ 10- 8.2" Allowed = 0.836" MAX DL DEFL =-0.304" @ 10- 8.2" Allowed = 1.254" MAX TL DEFL =-0.431" @ 101- 8.2" Allowed = 1.254" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)- 0.304" MAX HORIZ. LL DEFL = 0.030" @ 25r- 6.5" MAX HORIZ. TL DEFL = 0.073" @ 251- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=16.6ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=26ft, E=4ft, Gable/Hip, Common, 04-09 Truss designed for wind loads in the plane of the truss only. ax CSI: TC:0.91 BC:0.77 Web:0.82 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. M-3x6 I I � 2 11 12 13 14 **10 01 < �M-5x5 M-2x4 M-4x6 M-2x4 0.25" M-2x4 MHS-3x8 M-2x4+ M-5xl2(S) M-2x4 5-04-06 5-02-10 5-03-08 4-11-14 5-01-10 2-04 <PL:14-00-12 26-00 JOB NAME: Andalusia at Coral Mountain - G12 Truss: G12 DATE: 1/28/2020 SEQ.: K7278873 TRANS ID: LINK WARNINGS: 1. Builders, erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2.4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the builtling designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTms has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTi us Software 7.7.0-SP2(1 L)-E Scale: 0.2042 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper moretion of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). 3. 2, Impact Imaging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes busses are to be used in anon -ohm e1w environment, and are for "dry condition' of use. 6. Design assumes full beading at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of buss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) OQ�OFESSIp/yq� M1NG F 2y�0�c�cn C 70068 *\ r > / / /* January 28,2020 This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TC: 2x9 OF #2 BC: 2x4 OF #2 WEBS: 2x9 OF #2; 2x6 OF SS A TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. NOTE: 2x9 BRACING AT 24"OC DON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LETINS: 3-00-00 3-00-00 OVERHANGS: 29.1" 0.0" ** For hanger specs. - See approved plans TRUSS SPAN 26- 0.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING it( 20.0)+DL( 17.0) ON TOP CHORD - 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 11-11-11 2-06-02 11-06-03 2-10-08 3-00-10 6-00-09 2-11-01 5-04-14 2-10-02 2-10-04 12 4.00 [-- M-4x6 M-7x6 12 a 4.00 M-5x8(S) 5-09-06 5-07-10 3-09-04 5-03-02 5-06-10 2-04 <PL:14-00-12 26-00 JOB NAME: Andalusia at Coral Mountain - G13 CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( 0) 72 2-10=(-207) 2030 2- 3=(-2683) 346 2- 3=( -233) 680 10-11=(-210) 2027 10- 4=( 0) 198 3- 4=(-2208) 259 11-12=(-122) 1670 4-11=( -429) 73 4- 5=(-1836) 261 12-13=(-147) 1870 11- 5=( 0) 239 5- 6=(-1689) 264 13- 9=(-145) 1872 11- 6=( -88) 127 6- 7=(-1814) 243 6-12=( 0) 210 7- 8=(-2059) 210 12- 7=( -320) 38 8- 9=( 0) 130 7-13=( 0) 184 8- 9=(-2252) 174 BEARING MAX VERT MAX HORZ BRG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" -8/ 1332V -42/ 56H 5.50" 1.42 DF ( 625) 26r- 0.0" 0/ 1144V 0/ OH 5.50" 1.22 DF ( 625) BRG @ 0' 0.0" 1.42 DF/ 2.19 HF/ 2.09 SPF BRG @ 26- 0.0" 1.22 DF/ 1.88 HF/ 1.79 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.130" @ 12r- 0.0" Allowed = 0.836" MAX DL DEFL =-0.234" @ 12r- 0.0" Allowed = 1.254" MAX TL DEFL =-0.288" @ 121- 0.0" Allowed = 1.254" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)- 0.234" MAX HORIZ. LL DEFL = 0.031" @ 25r- 6.5" MAX HORIZ. TL DEFL = 0.068" @ 251- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=16.4ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=26ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. ax CSI: TC-0.99 BC:0.99 Web:0.92 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. Scale: 0.2042 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder antlerec!ion contractor shoultl be ativised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G13 2. 2.4 compression web bracing must be installed where shown 1. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the lop and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2, Impact Imaging or lateral bracing required where shown ++ ,S D' K 7 2 7 8 8 7 4 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. . TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes trusses are to be used in a non-comosive environment, and are for "dry condition' of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full beading at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) -9�OFEsslp/yq� 0I G F D Iti9 ycm C 70068 *\ ac1�/ T January 28,2020 This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TC: 2x4 DF #2; 2x4 DF #1&BTR Tl BC: 2x4 DF #2 WEBS: 2x4 IF #2 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. NOTE: 2x4 BRACING AT 24"OC DON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LETINS: 3-00-00 3-00-00 OVERHANGS: 29.1" 29.1" TRUSS SPAN 26r- 5.5" LOAD DURATION INCREASE = 1.25 (Non -Rep) SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD - 37.0 PSF DL ON BOTTOM CHORD - 7.0 PSF TOTAL LOAD = 44.0 PSF ADDL: BC UNIF LL+DL= 20.0 PLF 0'- 0.0" TO 261- 5.5" V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( 0) 72 2-12=( 0) 2511 2- 3=(-3140) 165 2- 3=( -222) 639 12-13=( 0) 2505 12- 4=( 0) 127 3- 4=(-2743) 72 13-14=( -8) 2628 4-13=( -238) 101 4- 5=(-2607) 70 14-15=(-31) 2616 13- 5=( 0) 433 5- 6=(-2436) 78 15-10=(-27) 2622 13- 6=( -299) 90 6- 7=(-2460) 74 6-14=( -282) 90 7- 8=(-2635) 65 7-14=( 0) 446 8- 9=(-2844) 64 14- 8=( -293) 72 9-10=( -208) 580 8-15=( 0) 134 10-11=( 0) 72 9-10=(-3148) 148 BEARING MAX VERT MAX HORZ BRG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0- 0,0" 0/ 1617V -47/ 47H 5.50" 1.72 DF ( 625) 26r- 5.5" 0/ 1593V 0/ OR 3.12" 1.70 DF ( 625) BRG @ 0- 0.0" 1.72 DF/ 2.66 HF/ 2.54 SPF BRG @ 26- 5.5" 1.70 DF/ 2.62 HF/ 2.50 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL - -0.180" @ 13- 2.8" Allowed - 0.858" MAX DL DEFL = -0.180" @ 13- 2.8" Allowed = 1.287" MAX TL DEFL = -0.323" @ 13- 2.8" Allowed = 1.287" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.180" MAX HORIZ. LL DEFL = 0.053" @ 261- 2.4" MAX HORIZ. TL DEFL 0.095" @ 261- 2.4" 9-11-11 6-06-02 9-11-11 2-10-08 2-00-10 5-00-09 3-03-01 3-08 4-07-10 2-00-10 2-10-08 12 12 4.00 1- M-5x6 M-3x4 M-5x6 a 4.00 M-5x8(S) 4-09-06 4-07-10 7-07-08 2-04 <PL:14-00-12 26-05-08 JOB NAME: Andalusia at Coral Mountain - G14 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=16.lft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=26ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. ax CSI- TC:0.95 BC:0.77 Web:0.50 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. O O 4-07-10 4-09-06 2-04 Scale: 0.2016 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder antlerec!ion contractor shoultl be ativised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G143. 2. 2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2, Impact Imaging or lateral bracing required where shown ++ S D' K 7 2 7 8 $ 7 5 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ' TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes trusses are to be used in a non-comosive environment, and are for "dry condition' of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full beading at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) OQ�OFESSIp/yq� M1NG F C 70068 *\ r J z I /* January 28,2020 This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TC: 2x4 DF #2; 2x4 DF #1&BTR T2 BC: 2x4 DF #1&BTR WEBS: 2x4 DF #2 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. NOTE: 2x4 BRACING AT 24"OC DON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LETINS: 3-00-00 3-00-00 OVERHANGS: 29.1" 29.1" ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 1 row(s) throughout 2x4 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. 26-05-08 HIP SETBACK 8-00-00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TC UNIF LL( 40.0)+DL( 34.0)= 74.0 PLF 0- 0.0" TO 8- 0.0" V TC UNIF LL( 100.0)+DL( 85.0)- 185.0 PLF 8- 0.0" TO 18- 5.5" V TC UNIF LL( 40.0)+DL( 34.0)= 74.0 PLF 18- 5.5" TO 26- 5.5" V BC UNIF LL( 0.0)+DL( 85.0)= 85.0 PLF 0- 0.0" TO 26- 5.5" V TC CONC LL( 373.3)+DL( 317.3)= 690.7 LBS @ 8- 0.0" TC CONC LL( 373.3)+DL( 317.3)= 690.7 LBS @ 18- 5.5" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CST 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( 0) 72 2-12=(0) 5776 2- 3=(-6704) 0 2- 3=( -254) 558 12-13=(0) 9268 4-12=( 0) 1764 3- 4=(-6400) 0 13-14=(0) 9268 12- 5=( 0) 952 4- 5=(-7646) 0 14-10=(0) 6100 12- 6=(-2214) 18 5- 6=(-7266) 0 13- 6=( 0) 494 6- 7=(-7380) 0 6-14=(-2082) 38 7- 8=(-7772) 0 7-14=( 0) 994 8- 9=(-6(594) 0 14- 8=( 0) 1530 9-10=( -320) 416 9-10=(-6778) 0 10-11=( 0) 72 BEARING MAX VERT MAX HORZ BRG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0- 0,0" 0/ 3578V -39/ 39H 5.50" 1.91 DF ( 625) 26r- 5.5" 0/ 3524V 0/ OH 3.12" 1.88 DF ( 625) BRG @ 0- 0.0" 1.91 DF/ 2.94 HF/ 2.81 SPF BRG @ 26- 5.5" 1.88 DF/ 2.90 HF/ 2.76 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL - -0.167" @ 13- 2.8" Allowed - 0.858" MAX DL DEFL = -0.272" @ 13- 2.8" Allowed = 1.287" MAX TL DEFL = -0.435" @ 13- 2.8" Allowed = 1.287" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.272" MAX HORIZ. LL DEFL = 0.050" @ 261- 2.4" MAX HORIZ. TL DEFL 0.128" @ 261- 2.4" 0-09-02 0-09-02 f---f f--� 7-11-11 10-06-02 7-11-11 2-10-08 4-04-01 5-03-01 5-08 3-11-02 2-10-08 12 69 690.70# 0.70# � 2 12 12 4.00 1-- M-4x12 M-3x8 M-4x12 a 4.00 MHS-5x14(S) 7-05 5-09-12 5-09-12 2-04 <PL:14-00-12 26-05-08 JOB NAME: Andalusia at Coral Mountain - G15 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15.7ft, TCDL=10.2,BCDL=10.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=26ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. Wax CSI- TC:0.93 BC:0.98 Web:0.68 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. C O I 7-05 2-04 Scale: 0.2016 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder antlerec!ion contractor shoultl be ativised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G15 2. 2.4 compression web bracing must be installed where shown 1. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the lop and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2, Impact Imaging or lateral bracing required where shown ++ S D' K 7 2 7 8 $ 7 6 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. . TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes trusses are to be used in a non-comosive environment, and are for "dry condition' of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full beading at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) O91pFESSIp/yq� 0I G F D 2ti9 ycm C 70068 January 28,2020 n This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TRUSS SPAN 10r- 5.5" TC: 2x4 DF #2 LOAD DURATION INCREASE = 1.25 (Non -Rep) BC: 2x6 IF SS SPACED 24.0" O.C. WEBS: 2x4 DF #2 LOADING TC LATERAL SUPPORT <= 12"OC. DON. ADDL: TC UNIF LL( 20.0)+DL( 17.0)= 37.0 PLF 0'- 0.0" TO 10- 5.5" V BC LATERAL SUPPORT <= 12"OC. UON. ADDL: TC UNIF LL( 20.0)+DL( 17.0)= 37.0 PLF 0'- 0.0" TO 10- 5.5" V ADDL: BC UNIF LL( 75.3)+DL( 90.4)= 165.7 PLF 1' 4.8" TO 7'- 4.8" V ADDL: BC UNIF LL+DL= 7.0 PLF 0'- 0.0" TO 10r- 5.5" V ADDL: BC UNIF LL+DL= 7.0 PLF 0'- 0.0" TO 10r- 5.5" V ADDL: BC CONC LL+DL- 171.0 LBS @ 8- 4.8" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 5-02-12 5-02-12 2-09-06 2-05-06 2-05-06 2-09-06 12 12 4.00 1-- a 4.00 M-4x5 A nrr ��171# 3-07-02 3-03-03 3-07-02 <PL:14-00-12 10-05-08 JOB NAME: Andalusia at Coral Mountain - G16 CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1-2=(-1860) 198 1-6=(-161) 1617 2-6=(-19) 156 2-3=(-1807) 169 6-7=(-107) 1294 6-3=(-25) 622 3-4=(-1788) 177 7-5=(-173) 1642 3-7=(-37) 593 4-5=(-1858) 207 7-4=(-61) 152 BEARING MAX VERT MAX HORZ ERG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0- 0.0" -129/ 1093V -16/ 16H 5.50" 1.17 DF ( 625) 101- 5.5" -12(5/ 993V 0/ OH 3.12" 1.06 DF ( 625) BRG @ 0' 0.0" 1.17 DF/ 1.80 HF/ 1.71 SPF ERG @ 10- 5.5" 1.06 DF/ 1.63 HE/ 1.56 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.019" @ 31- 7.1" Allowed = 0.325" MAX DL DEFL =-0.026" @ 61- 10.4" Allowed = 0.487" MAX TL DEFL =-0.044" @ 6 10.4" Allowed = 0.487" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)- 0.026" MAX HORIZ. LL DEFL = 0.005" @ 10r- 2.4" MAX HORIZ. TL DEFL = 0.011" @ 10r- 2.4" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15.3ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=10ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. ax CSI: TC:0.20 BC:0.23 Web:0.11 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. 3x4 Scale: 0.4591 WARNINGS: GENERAL NOTES, unless otherwise noted: Truss: 1. Suilderantl erection contractor should be advised of all General Notes and Warnings before construction commences. 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper G1 6 2. 2.4 comprassion web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the lop and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. spectively unless braced throughout their length by continuous resheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2, Impact bridging or lateral bracing required where shown ++ .S D' K •� 2 •� 8 $ 7 •� 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. . TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for "dry condition' of use. 5. CompuTms has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTi us Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) O91pFESSIp/yq� 0I G F D 2ti9 ycm C 70068 January 28,2020 IJ This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TRUSS SPAN 10r- 5.5" TC: 2x4 IF #2 LOAD DURATION INCREASE = 1.25 BC: 2x4 DF #2 SPACED 24.0" O.C. WEBS: 2x4 DF #1&BTR; 2x4 IF #2 A LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD - 37.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 7.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 44.0 PSF ADDL: BC UNIF LL+DL= 20.0 PLF 0- 0.0" TO 10- 5.5" V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CDC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 5-02-12 5-02-12 12 12 4.00 1- 4 4.00 rh w 0 I N � I r 0 I 0 1 < 5-02-12 <PL:14-00-12 M-4x5 A n,, 10-05-08 JOB NAME: Andalusia at Coral Mountain - G17 5-02-12 CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1-2=(-701) 119 1-4=(-56) 582 4-2=(0) 173 2-3=(-701) 118 4-3=(-53) 582 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" 0/ 565V -17/ 17H 5.50" 0.60 DF ( 625) 10r- 5.5" 0/ 565V 0/ OH 5.50" 0.60 DF ( 625) BRG @ 0' 0.0" 0.60 DF/ 0.93 HF/ 0.89 SPF BRG @ 10- 5.5" 0.60 DF/ 0.93 HF/ 0.89 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL --0.081" @ 5' 2.7" Allowed - 0.318" MAX DL DEFL =-0.086" @ 5' 2.7" Allowed = 0.477" MAX TL DEFL =-0.144" @ 5' 2.7" Allowed = 0.477" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.086" MAX HORIZ. LL DEFL = 0.004" @ 10- 0.0" MAX HORIZ. TL DEFL 0.008" @ 10- 0.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15.3ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=10ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. Max CSI: TC:0.83 BC:0.28 Web:0.06 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. Scale: 0.4905 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G17 2. 2.4 comprassion web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2, Impact bridging or lateral bracing required where shown ++ S D' K •� 2 •� 8 $ •� $ 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. . TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for "dry condition' of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Q�pFESSIO/V �O OMING I F,y C 70068 January 28,2020 LUMBER SPECIFICATIONS TC: 2x4 OF #2 BC: 2x4 DF #2 WEBS: 2x4 DF #2 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. Staple or equal at non-structural vertical members (uon). Unbalanced live loads have been considered for this design. TRUSS SPAN 10- 5.5" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF ADDL: BC UNIF LL+DL= 20.0 PLF 0'- 0.0" TO 10- 5.5" V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 5-02-12 5-02-12 3-10-12 1-04 1-04 3-10-12 12 4.00 1-- This design prepared from computer input by Spates Fabricators (SB) OND. 2: 240.00 PLF SEISMIC LOAD. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=10ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. 6 7 `�_M-4x4- M-3x5 M-3x5 M-3x4 Note: Outlooker truss. Upper top chords require same material as structural top chord. Connect with M-3x5 min typical 36"oc (uon). ote:Truss design requires continuous bearing wall for entire span UON. Wax CSI: TC:0.30 BC:0.14 Web:D.03 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers �( which is non -concurrent with other live loads. 3-10-12 2-08 3-10-12 L <PL: 9-00-12 10-05-08 JOB NAME: Andalusia at Coral Mountain - G18 Truss: G18 DATE: 1/28/2020 SEQ.: K7278879 TRANS ID: LINK WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fast' name neare complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L),E Scale: 0.5405 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper corporation of component is the responsibility of the building designer. 2. Design assumes the lop and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2z Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-comosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Gable end truss on continuous bearing wall HOW. Refer to CompuTrus gable end detail for complete specifications. Q�(of ESSIO/V �,O OMING I F,y y90 c� C 70068 January 28,2020 LUMBER SPECIFICATIONS TC: 2x4 DF #2 BC: 2x6 DF SS WEBS: 2x4 DF #2 TC LATERAL SUPPORT 24"OC. DON. BC LATERAL SUPPORT <= 12"OC. UON. NOTE: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, 8" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. 0 ro 0 N TRUSS SPAN 81- 0.0" LOAD DURATION INCREASE = 1.25 (Non -Rep) SPACED 24.0" O.C. LOADING ADDL: TC UNIF LL( 20.0)+DL( 17.0)- 37.0 PLF 0' 0.0" TO 8' 0.0" V ADDL: TC UNIF LL( 20.0)+DL( 17.0)- 37.0 PLF 0' 0.0" TO 81- 0.0" V ADDL: BC UNIF LL( 273.0)+DL( 327.5)= 600.5 PLF Or- 0.0" TO 81- 0.0" V ADDL: BC UNIF LL+DL= 7.0 PLF 0' 0.0" TO 8 0.0" V 12 4.00 E-_ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 6-02-03 1-09-13 M-4x6 5-09-04 2-02-12 <PL:14-00-12 8-00 JOB NAME: Andalusia at Coral Mountain - G19 This design prepared from computer input by Spates Fabricators (SE) CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1-2=(-2688) 0 1-4=( 0) 2442 4-2=( 0) 700 2-3=(-2442) 0 4-5=(-12) 176 4-3=( 0) 3292 3-5=(-2492) 8 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" -5/ 2832V -24/ 63H 5.50" 1.51 DF ( 625) 8- 0,0" -5/ 2620V 0/ OH 5.50" 1.40 DF ( 625) BRG @ 0' 0.0" 1.51 DF/ 2.33 HF/ 2.22 SPF BRG @ 8' 0.0" 1.40 DF/ 2.16 HF/ 2.06 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL --0.011" @ 5' 9.2" Allowed - 0.236" MAX DL DEFL =-0.013" @ 5' 9.2" Allowed = 0.354" MAX TL DEFL =-0.024" @ 5' 9.2" Allowed = 0.354" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)=-0.048" MAX HORIZ. LL DEFL = 0.002" @ 7' 10.3" MAX HORIZ. TL DEFL 0.005" @ 7' 10.3" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15.4ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=8ft, E=4ft, Gable/Hip, Common, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. ax CSI: TC10.45 BC:0.60 Web:0.29 N Design checked for a 300 lb concentrated top chord o live load per IBC 2018 due to maintenance workers N which is non -concurrent with other live loads. Scale: 0.5209 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Suilderantl erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G1 9 2. 2.4 comprassion web bracing must be installed where shown 1. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2, Impact bridging or lateral bracing required where shown ++ S D' K •� 2 •� 8 $ 8 0 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. . TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes trusses are to be used in a non-c000sive environment, and are for "dry condition' of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) OQ�pFESSIp/yq� %I G F � 2y�0 C 70068 January 28,2020 This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TO: 2x4 DF #2 BC: 2x4 DF #2 WEBS: 2x4 DF #2 TO LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. NOTE: 2x4 BRACING AT 24"OC CON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LETINS: 1-09-00 1-09-00 ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 1 row(s) throughout 2x4 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. 1-08-04 1-11-06 12 4.00 1- N M O I M P I r 0 0 < 7-05 <PL:10-00-12 19-00-00 HIP SETBACK 8-00-00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TO UNIF LL( 40.0)+DL( 34.0)= 74.0 PIP 0'- 0.0" TO 8'- 0.0" V TO UNIF LL( 100.0)+DL( 85.0)= 185.0 PIP 8'- 0.0" TO 11- 0.0" V TO UNIF LL( 40.0)+DL( 34.0)= 74.0 PIP 11- 0.0" TO 19- 0.0" V BC UNIF LL( 0.0)+DL( 35.0)= 35.0 PLF 0'- 0.0" TO 19- 0.0" V TO CONC LL( 373.3)+DL( 317.3)= 690.7 LBS @ 8- 0.0" TO CONC LL( 373.3)+DL( 317.3)= 690.7 LBS @ 11'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 3-00-10 4-04-01 3-05-09 690.70# 3-11-02 3-07-10 70# 12 a 4.00 M-4x6 M-7x6 4-03-12 19-00 JOB NAME: Andalusia at Coral Mountain - G20 Truss: G20 DATE: 1/28/2020 SEQ.: K7278881 TRANS ID: LINK WARNINGS: 1. Builders, emction contractor should be advised of all General Notes and Warnings before construction commences. 2. 2.4 cempression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the builtling designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTms has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 5-07 1-08-04 CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( -136) 6 1- 8-(0) 3048 1- 2=(-3518) 0 2- 3=(-3414) 6 8- 9-(0) 3812 3- 8=( 0) 824 3- 4=(-3994) 0 9- 7=(0) 3052 8- 4=( -102) 136 4- 5=(-3818) 0 8- 5=( -114) 130 5- 6=(-3980) 0 5- 9=( -112) 134 6-10=(-3416) 0 9- 6=( 0) 812 10- 7=( -136) 6 10- 7=(-3520) 0 BEARING MAX VERT MAX HORZ ERG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0- 0,01, 0/ 1893V -27/ 27H 5.50" 1.01 DF ( 625) 19- 0.0" 0/ 1893V 0/ OH 5.50" 1.01 DF ( 625) ERG @ 0'- 0.0" 1.01 DF/ 1.56 HF/ 1.48 SPF ERG @ 19- 0.0" 1.01 DF/ 1.56 HF/ 1.48 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.106" @ 81- 0.0" Allowed = 0.603" MAX DL DEFL =-0.114" @ 11'- 0.0" Allowed = 0.904" MAX TL DEFL =-0.219" @ ll'- 0.0" Allowed = 0.904" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)- 0.114" MAX HORIZ. LL DEFL = 0.020" @ 18- 6.5" MAX HORIZ. TL DEFL = 0.042" @ 18- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=19ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. ax CSI: TC:0.88 BC:0.47 Web:0.19 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. Scale: 0.2977 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper moretion of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' oc. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). 3. 2, Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes busses are to be used in anon-comoaiw environment, and are for "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of buss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) OQ ,OFESSIO/yq� 0I G F APO 2y�°�c?n C 70068 * EXP.9-W2020 January 28,2020 This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TRUSS SPAN 18- 5.0" TC: 2x4 DF #1&BTR; LOAD DURATION INCREASE = 1.25 2x4 IF #2 T2 SPACED 24.0" O.C. BC: 2x4 DF #2 WEBS: 2x4 DF #2; LOADING 2x6 IF SS A LL( 20.0)+DL( 17.0) ON TOP CHORD - 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 44.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LETINS: 1-00-00 1-00-00 REQUIREMENTS OF CBC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 8-11 9-06 0-11-06 3-06-06 4-05-04 4-09 4-09 12 12 4.00 [-- M-4x5 a 4.00 a m o M rh o I O ti O < CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( -296) 27 1- 7=(-86) 1084 1- 2=(-1441) 125 2- 3=(-1250) 132 7- 8=(-32) 935 3- 7=( -121) 79 3- 4=(-1140) 134 8- 6=(-92) 1246 7- 4=( -4) 225 4- 5=(-1262) 143 4- 8=( -20) 331 5- 9=(-1403) 139 8- 5=( -187) 87 9- 6=( -358) 28 9- 6=(-1358) 115 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0" 0/ 810V -33/ 32E 5.50" 0.86 DF ( 625) 181- 5.0" 0/ 810V 0/ OH 5.50" 0.86 DF ( 625) ERG @ 01- 0.0" 0.86 DF/ 1.33 HE/ 1.27 SPF BAG @ 18r- 5.0" 0.86 DF/ 1.33 HF/ 1.27 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.115" @ 61- 2.0" Allowed = 0.583" MAX DL DEFL = -0.147" @ 61- 2.0" Allowed = 0.875" MAX TL DEFL = -0.254" @ 6 2.0" Allowed = 0.875" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)- 0.147" MAX HORIZ. LL DEFL = 0.012" @ 17- 11.5" MAX HORIZ. TL DEFL = 0.027" @ 17r- 11.5" 6-02 6-01-08 5-01-12 0-11-12 6 6 <PL: 10-00-12 18-05 JOB NAME: Andalusia at Coral Mountain - G21 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=18ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. ax CSI: TC:0.99 BC:0.34 Web:0.13 Design checked for a 300 lb concentrated top chord live load per I3C 2018 due to maintenance workers which is non -concurrent with other live loads. Scale: 0.2981 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder antl erection contractor should be adyi.sd of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' oG21.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2, Impact Imaging or lateral bracing required where shown ++ .S D' K •� 2 •� 8 $ 8 2 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. . TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes trusses are to be used in a non-comosive environment, and are for "dry condition' of use. 5. CompuTms has no control over and assumes no responsibility for the 6. Design assumes full beading at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Q�Of ESS10�yq� o (30 N G Iy Fyc 90 C 70068 * : P.9-30-2020 January 28,2020 This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TC: 2x9 DF #1&BTR BC: 2x9 IF #2 WEBS: 2x9 DF #2; 2x6 IF SS A TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. LETINS: 1-00-00 1-00-00 OVERHANGS: 0.0" 29.1" ** For hanger specs. - See approved plans TRUSS SPAN 18- 5.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD - 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( -296) 24 1- 9=( -72) 1083 1- 2=(-1440) 134 2- 3=(-1250) 138 9-10=( -37) 936 3- 9=( -121) 84 3- 4=(-1140) 143 10- 7=(-136) 1253 9- 4=( -12) 224 4- 5=(-1268) 177 4-10=( -48) 333 5- 6=(-1411) 180 10- 5=( -188) 110 6- 7=( -363) 246 6- 7=(-1603) 212 7- 8=( 0) 72 BEARING MAX VERT MAX HORZ ERG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0" 0/ 810V -99/ 29E 5.50" 0.86 DF ( 625) 18- 5.0" -17/ 1003V 0/ OH 5.50" 1.07 DF ( 625) BAG @ 01- 0.0" 0.86 DF/ 1.33 HF/ 1.27 SPF BRIG @ 18- 5.0" 1.07 DF/ 1.65 HF/ 1.57 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL - -0.120" @ 8' 11.0" Allowed - 0.583" MAX DL DEFL = -0.147" @ 6' 2.0" Allowed = 0.875" MAX TL DEFL = -0.260" @ 8' 11.0" Allowed = 0.875" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.147" MAX HORIZ. LL DEFL = 0.013" @ 17- 11.5" MAX HORIZ. TL DEFL 0.027" @ 17- 11.5" Design conforms to main windforce-resisting 8-11 9-06 system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, 0-11-06 3-06-06 4-05-04 4-09 3-09-04 0-11-12 (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=18ft, E=4ft, Gable/Hip, Common, 12 12 Truss designed for wind loads 4.00 1- M-4x5 4 9 00 in the plane of the truss only. A n 6-02 6-01-08 6-01-08 <PL: 10-00-12 18-05 2-04 JOB NAME: Andalusia at Coral Mountain - G21A Scale: 0.2975 WARNINGS: GENERAL NOTES, unless otherwise noted: erection contractorshouldbe d of all General Notes This design is based only upon the parameters shown and is for individual Truss : commences. and Warnings before construction commences. and Warnings co r building component. Applicability of design parameters and proper G21A 2. 2.4 comprossion web bracing must be installed where shown 1. incomoretion of component is the responsibility of the building designer. 3. Additional temporary bracing to nsum stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheaMing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 0 2 0 the overall structure is the responsibility of the building designer. 3. 2, Impact bridging or lateral bracing required where shown ++ S D' K •� 2 •� 8 $ 8 3 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. . TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes busses are to be used in a non-comosive environment, and are for "dry condition' of use. 5. CompuTms has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of buss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) ax CSI: TC:1.00 BC:0.39 Web:0.16 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. O91pFESSIp/yq� 0I G F D 2ti9 ycm C 70068 January 28,2020 n This design prepared from computer input by Type in your company name here! LUMBER SPECIFICATIONS TRUSS SPAN 18- 4.5" CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 TC: 2x4 OF #2 LOAD DURATION INCREASE = 1.25 1- 2=( -9) 62 1- 9=( -66) 1093 1- 2=(-1420) 117 BC: 2x4 DF #2 SPACED 24.0" O.C. 2- 3=(-1243) 132 9-10=( -28) 934 3- 9=( -140) 80 WEBS: 2x4 DF #2; 3- 4=(-1148) 137 10- 7=(-104) 1262 9- 4=( -7) 246 2x6 DF SS A LOADING 4- 5=(-1274) 153 4-10=( -28) 356 LL( 20.0)+DL( 17.0) ON TOP CHORD - 37.0 PSF 5- 6=(-1402) 151 10- 5-( -209) 94 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 7.0 PSF 6- 7=( -57) 213 6- 7=(-1568) 150 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 44.0 PSF 7- 8=( 0) 31 LETINS: 1-09-00 1-09-00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CST 2019 NOT BEING MET. BEARING MAX VERT MAX HORZ ERG REQUIRED ERG LENGTH OVERHANGS: 0.0" 13.1" LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 0'- 0.0" 0/ 809V -38/ 31E 5.50" 0.86 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 18- 4.5" 0/ 890V 0/ OH 5.50" 0.95 DF ( 625) ** For hanger specs. - See approved plans BAG @ 01- 0.0" 0.86 DF/ 1.33 HF/ 1.27 SPF BRIG @ 18r- 4.5" 0.95 DF/ 1.47 HF/ 1.40 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL --0.078" @ 8' 10.5" Allowed - 0.582" MAX DL DEFL =-0.100" @ 6' 1.5" Allowed = 0.873" MAX TL DEFL =-0.174" @ 6' 1.5" Allowed = 0.873" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.100" MAX HORIZ. LL DEFL = 0.013" @ 17- 11.0" MAX HORIZ. TL DEFL 0.027" @ 17- 11.0" Design conforms to main windforce-resisting 8-10-08 9-06 system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, 1-07-13 2-09-07 4-05-04 4-09 3-00-12 1-08-04 (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=18ft, E=4ft, Gable/Hip, Common, 12 12 Truss designed for wind loads 4.00 1- M-4x5 4 4 00 in the plane of the truss only. 4.0" 4 fin, Max CSI: TC:0.89 BC:0.34 Web:0.17 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers ., .. __. which is non -concurrent with other live loads. 6-01-08 <PL:10-00-12 6-01-08 18-04-08 JOB NAME: Andalusia at Coral Mountain - G21B 6-01-08 1-00 Scale: 0.2998 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder antlerec!ion contractor shoultl be ativised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G21B 2. 2.4 compression web bracing must be installed where shown 1. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2, Impact Imaging or lateral bracing required where shown ++ SEQ. K 7 2 7 8 8 8 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes busses are to be used in a non-c000sive environment, and are for "dry condition' of use. • 5. CompuTms has no control over and assumes no responsibility for the 6. Design assumes full beading at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of buss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Q�pt ESS10�yq! C 70068 * EXP.9-30-2020 January 28,2020 CIV11 �P �CAUF�� This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TRUSS SPAN 18- 5.0" TC: 2x4 DF #1&BTR; LOAD DURATION INCREASE = 1.25 2x4 IF #2 Tl SPACED 24.0" O.C. BC: 2x4 DF #2 WEBS: 2x4 DF #2; LOADING 2x6 IF SS A it( 20.0)+DL( 17.0) ON TOP CHORD - 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 44.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LETINS: 2-09-08 1-09-00 REQUIREMENTS OF CST 2019 NOT BEING MET. OVERHANGS: 0.0" 29.1" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. ** For hanger specs. - See approved plans c m M CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( -276) 326 1- 9=(-2266) 3251 1- 2=(-1968) 763 2- 3=(-1271) 142 9-10=(-1617) 2436 3- 9=( -599) 557 3- 4=(-1186) 146 10- 7=(-2071) 3165 9- 4=( -483) 709 4- 5=(-1281) 177 4-10=( -496) 804 5- 6=(-1431) 238 10- 5=( -597) 493 6- 7=( -213) 551 6- 7=(-2017) 755 7- 8=( 0) 72 BEARING MAX VERT MAX HORZ ERG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0" -153/ 860V -3683/ 3683E 5.50" 0.92 DF ( 625) 18- 5.0" -153/ 1003V -3683/ 3683H 5.50" 1.07 DF ( 625) BAG @ 01- 0.0" 0.92 DF/ 1.42 HF/ 1.35 SPF BRG @ 18r- 5.0" 1.07 DF/ 1.65 HF/ 1.57 SPF 8-11 9-06 2-07-12 1-10 4-05-04 4-09 3-00-12 1-08-04 12 12 4.00 M-4x5 a 4.00 A nrr 6-02 6-01-08 <PL:10-00-12 18-05 JOB NAME: Andalusia at Coral Mountain - G22 6-01-08 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL --0.078" @ 20- 9.6" Allowed - 0.162" MAX DL DEFL =-0.138" @ 13- 8.6" Allowed = 0.875" MAX TL DEFL =-0.152" @ 12- 3.5" Allowed = 0.875" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.13811 MAX HORIZ. LL DEFL = 0.048" @ 17- 11.5" MAX HORIZ. TL DEFL 0.063" @ 17- 11.5" QND. 2: 200.00 PLF SEISMIC LOAD. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (Al1 Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B-45ft, L=18ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads the of the truss only. ax CSI: TC10.99 BC10.55 Web:0.19 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. Scale: 0.3101 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder antlerec!ion contractor shoultl be ativised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G22continuous 2. 2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 0 2 0 the overall structure is the responsibility of the building designer. 3. 2. Impact Imaging or lateral bracing required where shown ++ S D' K 7 2 7 8 $ 8 5 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. . TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes trusses are to be used in a non-comosive environment, and are for "dry condition' of use. 5. CompuTms has no control over and assumes no responsibility for the 6. Design assumes full beading at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) 2-04 -9�OFEsslp/yq� 0I G F D Iti9 ycm C 70068 *\ ac1�/ T January 28,2020 This design prepared from computer input by Type in your company name here! LUMBER SPECIFICATIONS TC: 2x4 DF #1&BTR; 2x4 IF #2 Tl BC: 2x4 DF #2 WEBS: 2x4 DF #2; 2x6 IF SS A TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. LETINS: 2-09-00 1-09-00 OVERHANGS: 0.0" 13.1" ** For hanger specs. - See approved plans TRUSS SPAN 18- 4.5" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD - 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CST 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 8-10-08 9-06 2-07-04 1-10 4-05-04 4-09 3-00-12 1-08-04 12 12 4.00 1- M-4x5 a 4.00 6-01-08 <PL:10-00-12 6-01-08 18-04-08 JOB NAME: Andalusia at Coral Mountain - G22A 6-01-08 CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( -272) 323 1- 9=(-2276) 3249 1- 2=(-1954) 755 2- 3=(-1258) 134 9-10=(-1620) 2435 3- 9=( -598) 562 3- 4=(-1176) 138 10- 7=(-2063) 3153 9- 4=( -489) 708 4- 5=(-1277) 154 4-10=( -497) 805 5- 6=(-1430) 240 10- 5=( -597) 493 6- 7=( -71) 207 6- 7=(-2016) 758 7- 8=( 0) 31 BEARING MAX VERT MAX HORZ ERG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0" -154/ 860V -3675/ 3675E 5.50" 0.92 DF ( 625) 18- 4.5" -154/ 890V -3675/ 3675H 5.50" 0.95 DF ( 625) BAG @ 01- 0.0" 0.92 DF/ 1.42 HF/ 1.35 SPF BRG @ 18r- 4.5" 0.95 DF/ 1.47 HF/ 1.40 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.062" @ 12- 3.0" Allowed = 0.582" MAX DL DEFL =-0.081" @ 12- 3.0" Allowed = 0.873" MAX TL DEFL =-0.138" @ 12- 3.0" Allowed = 0.873" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.081" MAX HORIZ. LL DEFL = 0.048" @ 17- 11.0" MAX HORIZ. TL DEFL 0.063" @ 17- 11.0" QND. 2: 200.00 PLF SEISMIC LOAD. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=18ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. ax CSI: TC11.00 BC10.55 Web:0.19 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. 1-00 Scale: 0.2998 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder antlerec!ion contractor shoultl be ativised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G22Acontinuous 2. 2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 0 2 0 the overall structure is the responsibility of the building designer. 3. 2. Impact Imaging or lateral bracing required where shown ++ S D' K 7 2 7 8 $ 8 6 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. . TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes busses are to be used in a non-c000sive environment, and are for "dry condition' of use. 5. CompuTms has no control over and assumes no responsibility for the 6. Design assumes full beading at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of buss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Q�pFESSIO/V pMIN G Zy Fyc 90 C 70068 * \ 4 •}•. / ! /* January 28,2020 This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TC: 2x4 DF #1&BTR BC: 2x4 IF #2 WEBS: 2x4 DF #2; 2x6 IF SS A TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. LETINS: 1-00-00 1-00-00 OVERHANGS: 0.0" 29.1" ** For hanger specs. - See approved plans 0-11-08 3-06-12 rn 0 I M 'Ilk � I m 0 0 < 6 6-02-03 <PL:10-00-12 TRUSS SPAN 18r- 6.5" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD - 37.0 PSF DL ON BOTTOM CHORD - 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 9-00-08 9-06 4-06-04 4-09 3-09-04 0-11-1 12 12 4.00 1- M-4x5 a 4.00 a nn 6-02-03 18-06-08 JOB NAME: Andalusia at Coral Mountain - G23 6-02-03 CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( -311) 24 1- 9=( -75) 1128 1- 2=(-1435) 132 2- 3=(-1294) 140 9-10=( -37) 950 3- 9=( -134) 86 3- 4=(-1176) 145 10- 7=(-137) 1265 9- 4=( -14) 242 4- 5=(-1278) 176 4-10=( -45) 329 5- 6=(-1424) 181 10- 5=( -188) ill 6- 7=( -367) 245 6- 7=(-1614) 213 7- 8=( 0) 72 BEARING MAX VERT MAX HORZ ERG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0" 0/ 816V -44/ 30E 5.50" 0.87 DF ( 625) 18- 6.5" -17/ 1008V 0/ OH 5.50" 1.08 DF ( 625) BAG @ 01- 0.0" 0.87 DF/ 1.34 HF/ 1.28 SPF BRG @ 18- 6.5" 1.08 DF/ 1.66 HF/ 1.58 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL - -0.118" @ 12- 4.3" Allowed - 0.587" MAX DL DEFL = -0.144" @ 6' 2.2" Allowed = 0.881" MAX TL DEFL = -0.256" @ 9' 0.5" Allowed = 0.881" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.144" MAX HORIZ. LL DEFL = 0.013" @ 181- 1.0" MAX HORIZ. TL DEFL 0.028" @ 181- 1.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=19ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. ax CSI: TC:1.00 BC:0.35 Web:0.16 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. 2-04 Scale: 0.2952 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Suilderantl erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G23 2. 2.4 comprassion web bracing must be installed where shown 1. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the ere tor. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 28 2020 the overall structure is the responsibility of the building designer. Po ty 9 9 r 3. 2, Impact bridging or lateral bracing required where shown ++ SEQ. K 7 2 7 8 8 8 7 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for "dry condition• of use. • 5. CompuTms has no control over and assumes no responsibility for the 6. Design assumes full beading at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Q�pFESSlO�yq� <v }P �0 2� C 70068 EXP. 9-30-2020 4 i•�/• civic s��r F0 FOAL January 28,2020 This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TC: 2x4 DF #1&BTR; 2x4 IF #2 T2 BC: 2x4 DF #2 WEBS: 2x4 DF #2; 2x6 IF SS A TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. I�Q�IrIIrIr�QrIrIIrIk; ** For hanger specs. - See approved plans 0-11-08 3-06-12 rn 0 M 'Ilk � I m 0 0 < 6 6-02-03 <PL:10-00-12 TRUSS SPAN 18- 6.5" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD - 37.0 PSF DL ON BOTTOM CHORD - 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 9-00-08 9-06 4-06-04 4-09 3-09-04 0-11-1 12 12 4.00 M-4x5 a 4.00 a n" 6-02-03 18-06-08 JOB NAME: Andalusia at Coral Mountain - G23A 6-02-03 CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( -311) 27 1- 8=(-90) 1129 1- 2=(-1435) 123 2- 3=(-1295) 134 8- 9=(-32) 950 3- 8=( -134) 81 3- 4=(-1176) 135 9- 7=(-92) 1258 8- 4=( -6) 243 4- 5=(-1273) 143 4- 9=( -18) 327 5- 6=(-1417) 140 9- 5=( -187) 88 6- 7=( -362) 28 6- 7=(-1368) 116 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0" 0/ 816V -33/ 32E 5.50" 0.87 DF ( 625) 18- 6.5" 0/ 816V 0/ OH 5.50" 0.87 DF ( 625) ERG @ 01- 0.0" 0.87 DF/ 1.34 HF/ 1.28 SPF BAG @ 18r- 5.5" 0.87 DF/ 1.34 HF/ 1.28 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.112" @ 61- 2.2" Allowed = 0.587" MAX DL DEFL = -0.144" @ 61- 2.2" Allowed = 0.881" MAX TL DEFL = -0.248" @ 6 2.2" Allowed = 0.881" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)- 0.144" MAX HORIZ. LL DEFL = 0.013" @ 18- 1.0" MAX HORIZ. TL DEFL = 0.028" @ 18r- 1.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=19ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. ax CSI: TC.O.99 BC:0.35 Web:0.13 Design checked for a 300 lb concentrated top chord live load per I3C 2018 due to maintenance workers which is non -concurrent with other live loads. Scale: 0.2952 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder antlerec!ion contractor shoultl be ativised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G23A 2. 2.4 compression web bracing must be installed where shown 1. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2, Impact Imaging or lateral bracing required where shown ++ S D' K •� 2 •� 8 $ 8 $ 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. . TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes busses are to be used in a non-c000sive environment, and are for "dry condition' of use. 5. CompuTms has no control over and assumes no responsibility for the 6. Design assumes full beading at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of buss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) OQ�OFESSIp/yq� M1NG F C 70068 *\ r J z 1 1* January 28,2020 This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TC: 2x4 DF #1&BTR; 2x4 IF #2 T2 BC: 2x4 DF #2 WEBS: 2x4 DF #2; 2x6 IF SS A TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. LETINS: 1-00-00 1-09-00 OVERHANGS: 0.0" 13.1" ** For hanger specs. - See approved plans TRUSS SPAN 18- 6.5" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD - 37.0 PSF DL ON BOTTOM CHORD - 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 9-00-08 9-06 0-11-08 3-06-12 4-06-04 4-09 3-00-12 1-08-04 12 12 4.00 [-- M-4x5 a 4.00 6-02-03 <PL:10-00-12 6-02-03 18-06-08 JOB NAME: Andalusia at Coral Mountain - G23B 6-02-03 CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( -311) 26 1- 9=( -69) 1128 1- 2=(-1434) 125 2- 3=(-1293) 134 9-10=( -29) 951 3- 9=( -135) 82 3- 4=(-1175) 138 10- 7=(-105) 1279 9- 4=( -8) 240 4- 5=(-1290) 152 4-10=( -27) 355 5- 6=(-1421) 152 10- 5=( -209) 94 6- 7=( -57) 213 6- 7=(-1587) 151 7- 8=( 0) 31 BEARING MAX VERT MAX HORZ ERG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0" 0/ 816V -38/ 31E 5.50" 0.87 DF ( 625) 18- 6.5" 0/ 898V 0/ OH 5.50" 0.96 DF ( 625) BAG @ Or- 0.0" 0.87 DF/ 1.34 HF/ 1.28 SPF BRG @ 18- 6.5" 0.96 DF/ 1.48 HF/ 1.41 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL - -0.104" @ 4- 5.7" Allowed - 0.587" MAX DL DEFL = -0.129" @ 4- 5.7" Allowed = 0.881" MAX TL DEFL = -0.228" @ 4- 5.7" Allowed = 0.881" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.129" MAX HORIZ. LL DEFL = 0.013" @ 181- 1.0" MAX HORIZ. TL DEFL 0.028" @ 181- 1.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=19ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. Max CSI: TC:0.96 BC:0.35 Web:0.17 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. 1-00 Scale: 0.2963 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Suilderantl erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G23B 2. 2.4 compression web bracing must be installed where shown 1. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2, Impact bridging or lateral bracing required where shown ++ .S D' K 7 2 •� 8 $ 8 9 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. . TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes busses are to be used in a non -corrosive environment, and are for "dry condition' of use. 5. CompuTms has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of buss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Q�(of ESSIO/V �,O OMING I F,y C 70068 January 28,2020 This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TRUSS SPAN 19- 0.0" CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 TC: 2x4 DF #1&BTR; LOAD DURATION INCREASE = 1.25 1- 2=( -52) 51 1- 8=( -88) 1316 1- 2=(-1535) 126 2x4 DF #2 Tl SPACED 24.0" O.C. 2- 3=(-14(51) 149 8- 9=( -40) 1005 3- 8=( -208) 93 BC: 2x4 DF #2 3- 4=(-1325) 152 9- 6=(-138) 1317 8- 4=( -20) 337 WEBS: 2x4 DF #2 LOADING 4- 5=(-1326) 172 4- 9=( -38) 338 LL( 20.0)+DL( 17.0) ON TOP CHORD - 37.0 PSF 5-10-(-1463) 182 9- 5-( -208) 111 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 7.0 PSF 10- 6=( -212) 550 10- 6-(-1840) 253 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 44.0 PSF 6- 7=( 0) 72 LETINS: 1-09-00 1-09-00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CST 2019 NOT BEING MET. BEARING MAX VERT MAX HORZ ERG REQUIRED ERG LENGTH OVERHANGS: 0.0" 29.1" LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 0'- 0.0" 0/ 836V -45/ 32E 5.50" 0.89 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 191- 0.0" -16/ 1028V 0/ OH 5.50" 1.10 DF ( 625) BAG @ 0'- 0.0" 0.89 DF/ 1.38 HF/ 1.31 SPF BRG @ 19- 0.0" 1.10 DF/ 1.69 HF/ 1.61 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL --0.084" @ 12- 8.0" Allowed - 0.603" MAX DL DEFL =-0.156" @ 14- 3.6" Allowed = 0.904" MAX TL DEFL =-0.183" @ 12- 8.0" Allowed = 0.904" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.156" MAX HORIZ. LL DEFL = 0.014" @ 18- 6.5" MAX HORIZ. TL DEFL 0.031" @ 181- 6.5" Design conforms to main windforce-resisting 9-06 9-06 system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, 1-08-04 3-00-12 4-09 4-09 4-09 (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=19ft, E=4ft, Gable/Hip, Common, 12 12 Truss designed for wind loads 4.00 1- M-4x5 4 9 00 in the plane of the truss only. 4.0" 4 '� Max CSI: TC:0.92 BC:0.37 Web:0.20 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. 6-04 6-04 <PL: 10-00-12 19-00 JOB NAME: Andalusia at Coral Mountain - G25A 4-07-12 1-08-04 Scale: 0.2995 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Suilderantl erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G 2 ED 2. 2.4 compression web bracing must be installed where shown 1. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 0 2 0 the overall structure is the responsibility of the building designer. 3. 2, Impact bridging or lateral bracing required where shown ++ SEQ. K 7 2 7 8 8 9 0 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes busses are to be used in a non -corrosive environment, and are for "dry condition' of use. • 5. CompuTms has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of buss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) 2-04 OQ 'aFESS10/yq� 0I G F � 2y�0 C 70068 * EXP.9-30-202(1- January 28,2020 11L11- �P CAL�F�� This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TC: 2x4 IF #2 BC: 2x4 DF #2 WEBS: 2x4 DF #2 TC LATERAL SUPPORT <= 12"OC. DON. BC LATERAL SUPPORT <= 12"OC. UON. LETINS: 1-09-00 1-09-00 OVERHANGS: 13.1" 0.0" TRUSS SPAN 19r- 0.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD - 37.0 PSF DL ON BOTTOM CHORD - 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 9-06 9-06 1-08-04 3-00-12 4-09 4-09 4-09 12 12 4.00 M-4x5 a 4.00 4 nrr 6-04 1-00 <PL:10-00-12 6-04 19-00 JOB NAME: Andalusia at Coral Mountain - G25B CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( 0) 31 2- 8=(-114) 1316 2- 3=(-1628) 153 2- 3=( -56) 211 8- 9=( -38) 1005 4- 8=( -208) 95 3- 4=(-1461) 154 9- 7=( -89) 1316 8- 5=( -21) 337 4- 5=(-1325) 149 5- 9=( -16) 337 5- 6=(-1325) 144 9- 6=( -208) 90 6-10=(-1461) 142 10- 7=(-1535) 119 10- 7=( -52) 51 BEARING MAX VERT MAX HORZ ERG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0" 0/ 918V -33/ 39E 5.50" 0.98 DF ( 625) 191- 0.0" 0/ 836V 0/ OH 5.50" 0.89 DF ( 625) BAG @ Or- 0.0" 0.98 DF/ 1.51 HF/ 1.44 SPF BRG @ 19- 0.0" 0.89 DF/ 1.38 HF/ 1.31 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL - -0.077" @ 6' 4.0" Allowed - 0.603" MAX DL DEFL = -0.100" @ 6' 4.0" Allowed = 0.904" MAX TL DEFL = -0.171" @ 6' 4.0" Allowed = 0.904" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.100" MAX HORIZ. LL DEFL = 0.014" @ 18- 6.5" MAX HORIZ. TL DEFL 0.031" @ 181- 6.5" 4-07-12 1-08-04 Scale: 0.2870 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Suilderantl erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G25B 2. 2.4 compression web bracing must be installed where shown 1. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2, Impact bridging or lateral bracing required where shown ++ S D' K 7 2 7 8 $ 9 I 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. . TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes busses are to be used in a non -corrosive environment, and are for "dry condition' of use. 5. CompuTms has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of buss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Design conforms to main windforce-resisting system and components and cladding criteria. 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=19ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. Max CSI: TC:0.83 BC:0.37 Web:0.17 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. Q�Of ESS10�yq� /_o (30 N G Iy Fyc '�� }P 90 C 70068 January 28,2020 This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TRUSS SPAN 19- 0.0" CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 TC: 2x4 OF #2 LOAD DURATION INCREASE = 1.25 1- 2=( 0) 31 2- 9=( -90) 1316 2- 3=(-1619) 155 BC: 2x4 DF #2 SPACED 24.0" O.C. 2- 3=( -56) 211 9-10=( -23) 1005 4- 9=( -208) 96 WEBS: 2x4 DF #2 3- 4=(-1461) 148 10- 7=(-101) 1316 9- 5=( -22) 337 LOADING 4- 5=(-1325) 143 5-10=( -22) 337 TC LATERAL SUPPORT <= 12"OC. DON. It( 20.0)+DL( 17.0) ON TOP CHORD - 37.0 PSF 5- 6-(-1325) 143 10- 6-( -208) 96 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 7.0 PSF 6-11=(-1461) 148 11- 7=(-1619) 156 TOTAL LOAD = 44.0 PSF 11- 7=( -56) 211 LETINS: 1-09-00 1-09-00 7- 8=( 0) 31 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OVERHANGS: 13.1" 13.1" REQUIREMENTS OF CBC 2019 NOT BEING MET. BEARING MAX VERT MAX HORZ BEG REQUIRED ERG LENGTH BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 01- 0.0" 0/ 913V -38/ 38H 5.50" 0.97 DF ( 625) 191- 0.0" 0/ 913V 0/ OH 5.50" 0.97 DF ( 625) BRIG @ 0'- 0.0" 0.97 DF/ 1.50 HF/ 1.43 SPF BRG @ 19- 0.0" 0.97 DF/ 1.50 HF/ 1.43 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.079" @ 91- 6.0" Allowed = 0.603" MAX DL DEFL =-0.100" @ 61- 4.0" Allowed = 0.904" MAX TL DEFL =-0.175" @ 9 6.0" Allowed = 0.904" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)- 0.100" MAX HORIZ. LL DEFL = 0.014" @ 18- 6.5" MAX HORIZ. TL DEFL = 0.031" @ 181- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 9-06 9-06 Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), 1-08-04 3-00-12 4-09 4-09 4-09 DOL-1.6, B-45ft, L-19ft, E-4ft, Gabie/Hip, Common, Truss designed for wind loads 12 12 in the plane of the truss only. 4.00 M-4x5 a 4.00 4.0" ( T Wax CSI- TC:0.82 BC:0.37 Web:0.17 L 5 II Design checked for a 300 lb concentrated top chord 1 live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. 6-04 1-oo <PL:10-00-12 6-04 19-00 JOB NAME: Andalusia at Coral Mountain - G25C I I 0 4-07-12 1-08-04 1-00 Scale: 0.2788 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder antlerec!ion contractor shoultl be ativised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G25C 2. 2.4 compression web bracing must be installed where shown 1. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 0 2 0 the overall structure is the responsibility of the building designer. 3. 2, Impact Imaging or lateral bracing required where shown ++ SEQ. K 7 2 7 8 8 9 2 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes busses are to be used in a non-c000sive environment, and are for "dry condition' of use. • 5. CompuTms has no control over and assumes no responsibility for the 6. Design assumes full beading at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of buss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Q�pFESS10�yq! C 70068 * EXP.9-30-2020 January 28,2020 CIV11 �P �CAUF�� This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TRUSS SPAN 19- 0.0" CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 TC: 2x4 OF #2 LOAD DURATION INCREASE = 1.25 1- 2=( -52) 51 1- 8=( -82) 1316 1- 2=(-1535) 119 BC: 2x4 DF #2 SPACED 24.0" O.C. 2- 3=(-14(51) 142 8- 9=( -31) 1005 3- 8=( -208) 90 WEBS: 2x4 DF #2 3- 4=(-1325) 144 9- 6=(-107) 1316 8- 4=( -16) 337 LOADING 4- 5=(-1325) 149 4- 9=( -21) 337 TC LATERAL SUPPORT <= 12"OC. DON. LL( 20.0)+DL( 17.0) ON TOP CHORD - 37.0 PSF 5-10-(-1461) 154 9- 5-( -208) 95 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 7.0 PSF 10- 6=( -56) 211 10- 6=(-1628) 153 TOTAL LOAD = 44.0 PSF 6- 7=( 0) 31 LETINS: 1-09-00 1-09-00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OVERHANGS: 0.0" 13.1" REQUIREMENTS OF CBC 2019 NOT BEING MET. BEARING MAX VERT MAX HORZ ERG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 0'- 0.0" 0/ 836V -39/ 33E 5.50" 0.89 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 191- 0.0" 0/ 918V 0/ OH 5.50" 0.98 DF ( 625) BAG @ Or- 0.0" 0.89 DF/ 1.38 HF/ 1.31 SPF BRG @ 19- 0.0" 0.98 DF/ 1.51 HF/ 1.44 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL --0.077" @ 12- 8.0" Allowed - 0.603" MAX DL DEFL =-0.100" @ 12- 8.0" Allowed = 0.904" MAX TL DEFL =-0.171" @ 12- 8.0" Allowed = 0.904" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.100" MAX HORIZ. LL DEFL = 0.014" @ 18- 6.5" MAX HORIZ. TL DEFL 0.031" @ 181- 6.5" Design conforms to main windforce-resisting 9-06 9-06 system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, 1-08-04 3-00-12 4-09 4-09 4-09 (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=19ft, E=4ft, Gable/Hip, Common, 12 12 Truss designed for wind loads 4.00 1- M-4x5 4 9 00 in the plane of the truss only. 4.0" q Max CST: TC:0.83 BC:0.37 Web:0.17 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. 6-04 6-04 <PL: 10-00-12 19-00 JOB NAME: Andalusia at Coral Mountain - G25D I I O 4-07-12 1-08-04 1-00 Scale: 0.2995 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Suilderantl erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G25D 2. 2.4 compression web bracing must be installed where shown 1. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 0 2 0 the overall structure is the responsibility of the building designer. 3. 2, Impact bridging or lateral bracing required where shown ++ ,S D' K 7 2 7 8 8 9 3 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. . TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes busses are to be used in a non -corrosive environment, and are for "dry condition' of use. 5. CompuTms has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of buss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) -9�OFEsslp/yq� 0I G F D Iti9 ycm C 70068 *\ xc1�/ T January 28,2020 This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TC: 2x4 DF #1&BTR BC: 2x4 DF #2 WEBS: 2x4 DF #2 TC LATERAL SUPPORT <= 12"OC. DON. BC LATERAL SUPPORT <= 12"OC. UON. LETINS: 1-06-00 1-00-00 OVERHANGS: 29.1" 0.0" TRUSS SPAN 19- 0.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD - 37.0 PSF DL ON BOTTOM CHORD - 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 9-06 9-06 CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( 0) 72 2- 9=(-145) 1316 2- 3=(-1802) 245 2- 3=( -198) 486 9-10=( -47) 1004 4- 9=( -202) 112 3- 4=(-1468) 183 10- 8=( -95) 1300 9- 5=( -39) 332 4- 5=(-1325) 172 5-10=( -19) 311 5- 6=(-1312) 152 10- 6-( -187) 93 6- 7=(-1463) 149 7- 8=(-1411) 126 7- 8=( -376) 25 BEARING MAX VERT MAX HORZ ERG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0" -16/ 1028V -32/ 45E 5.50" 1.10 DF ( 625) 191- 0.0" 0/ 836V 0/ OH 5.50" 0.89 DF ( 625) BAG @ 01- 0.0" 1.10 DF/ 1.69 HF/ 1.61 SPF BRIG @ 19r- 0.0" 0.89 DF/ 1.38 HF/ 1.31 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL - -0.099" @ 9' 6.0" Allowed - 0.603" MAX DL DEFL - -0.168" @ 6' 4.0" Allowed - 0.904" MAX TL DEFL = -0.216" @ 12- 8.0" Allowed = 0.904" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.168" MAX HORIZ. LL DEFL = 0.014" @ 18- 6.5" MAX HORIZ. TL DEFL 0.031" @ 181- 6.5" 1-05-07 3-03-09 4-09 4-09 3-09-04 0-11-12 12 12 4.00 F--- M-4x5 a 4.00 6-04 2-04 <PL:10-00-12 6-04 19-00 JOB NAME: Andalusia at Coral Mountain - G25E 6-04 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=19ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. Max CSI: TC:0.91 BC:0.37 Web:0.18 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. A Scale: 0.2620 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder antlerec!ion contractor shoultl be ativised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G25E 2. 2.4 compression web bracing must be installed where shown 1. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 0 2 0 the overall structure is the responsibility of the building designer. 3. 2, Impact Imaging or lateral bracing required where shown ++ ,S D' K 7 2 7 8 8 9 4 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. . TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes busses are to be used in a non-c000sive environment, and are for "dry condition' of use. 5. CompuTms has no control over and assumes no responsibility for the 6. Design assumes full beading at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of buss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Q�Of ESS10�yq� o (30 N G Iy Fyc 90 C 70068 * : P.9-30-2020 January 28,2020 LUMBER SPECIFICATIONS TC: 2x4 OF #1&BTR BC: 2x4 DF #2 WEBS: 2x4 OF #2 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. LETINS: 1-06-00 1-06-00 OVERHANGS: 29.1" 29.1" TRUSS SPAN 19- 0.0" LOAD DURATION INCREASE - 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 9-06 -05-07 3-03-09 4-09 12 4.00 [_-_ 4-09 M-4x5 n nn 9-06 4-09 12 4 4.00 6-04 6-04 4-10-09 1-05-07 2-04 <PL:10-00-12 19-00 This design prepared from computer input by Spates Fabricators (SB) CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( 0) 72 2- 9=( -86) 1315 2- 3=(-1766) 254 2- 3=( -197) 486 9-10=( -14) 1005 4- 9=( -202) 115 3- 4=(-1467) 162 10- 7=(-119) 1315 9- 5=( -44) 330 4- 5=(-1324) 150 5-10=( -44) 330 5- 6=(-1324) 150 10- 6=( -202) 115 6-11=(-1467) 162 11- 7=(-1766) 255 11- 7=( -197) 486 7- 8=( 0) 72 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.01• -12/ 1012V -43/ 43H 5.50" 1.08 DF ( 625) 191- 0.0" -12/ 1012V 0/ OH 5.50" 1.08 DF ( 625) BRG @ 0'- 0.0" 1.08 DF/ 1.67 HF/ 1.59 SPF ERG @ 19- 0.0" 1.08 DF/ 1.67 HF/ 1.59 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.096" @ 9'- 6.0" Allowed = 0.603" MAX DL DEFL =-0.160" @ 4'- 8.4" Allowed = 0.904" MAX TL DEFL =-0.206" @ 91- 6.0" Allowed = 0.904" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.160" MAX HORIZ. LL DEFL = 0.014" @ 18- 6.5" MAX HORIZ. TL DEFL 0.031" @ 18- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=19ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. Max I• T EC,0.37 W 1 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. 2-04 JOB NAME: Andalusia at Coral Mountain - G25F Scale: 0.2606 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder an erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before wmmences. building component. Applicability of design parameters and proper G25F bracing mu 2. 2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the lop and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 1 / 2 8 / 2 0 2 0 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ S �', K 7 2 7 8 8 9 cJ 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. " ' fastenere are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-cor osive environment, TRANS I D • LINK design loads be applied to any component. and are for "dry condition" of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. 7. Design assumes adequate drainage is d. 8. This design is furnished subject to the limitations set forth by truss, 8. Plates shall be located on both faces of truss, and placed so their center on an TPI/WTCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CofnpuTrus Software 7.7.0-SP2(1 L),E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Q�(of ESSIO/V �,O OMING I F,y y90 c� C 70068 * QP 9-30-2020 January 28,2020 This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TRUSS SPAN 18r- 6.5" TC: 2x4 DF #1&BTR; LOAD DURATION INCREASE = 1.25 2x4 DF #2 Tl SPACED 24.0" O.C. BC: 2x4 DF #2 WEBS: 2x4 DF #2; LOADING 2x6 DF SS A LL( 20.0)+DL( 17.0) ON TOP CHORD - 37.0 PSF DL ON BOTTOM CHORD - 7.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 44.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LETINS: 1-06-00 1-06-00 REQUIREMENTS OF CBC 2019 NOT BEING MET. OVERHANGS: 0.0" 29.1" BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. ** For hanger specs. - See approved plans c m M 9-00-08 9-06 1-05-03 3-01-01 4-06-04 4-09 12 4.00 M-4x5 n nn 6-02-03 <PL:10-00-12 6-02-03 18-06-08 JOB NAME: Andalusia at Coral Mountain - G26 3-03-09 6-02-03 CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( -67) 30 1- 9=( -76) 1141 1- 2=(-1446) 127 2- 3=(-129(5) 141 9-10=( -37) 953 3- 9=( -150) 86 3- 4=(-1186) 146 10- 7=(-137) 1278 9- 4=( -13) 259 4- 5=(-1288) 175 4-10=( -45) 345 5- 6=(-1425) 181 10- 5=( -203) 111 6- 7=( -199) 489 6- 7=(-1760) 244 7- 8=( 0) 72 BEARING MAX VERT MAX HORZ ERG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0" 0/ 816V -44/ 30E 5.50" 0.87 DF ( 625) 18- 6.5" -17/ 1008V 0/ OH 5.50" 1.08 DF ( 625) BAG @ 01- 0.0" 0.87 DF/ 1.34 HF/ 1.28 SPF BRG @ 18- 6.5" 1.08 DF/ 1.66 HF/ 1.58 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL --0.092" @ 12- 4.3" Allowed - 0.588" MAX DL DEFL =-0.162" @ 12- 4.3" Allowed = 0.881" MAX TL DEFL =-0.201" @ 9' 0.5" Allowed = 0.881" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.162" MAX HORIZ. LL DEFL = 0.013" @ 181- 1.0" MAX HORIZ. TL DEFL 0.028" @ 181- 1.0" Design conforms to main windforce-resisting system and components and cladding criteria. 1-05-07 Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=19ft, E=4ft, Gable/Hip, Common, 12 Truss designed for wind loads a 4.00 in the plane of the truss only. Max CSI: TC:0.89 BC:0.35 Web:0.17 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. Scale: 0.3077 WARNINGS: GENERAL NOTES, unless otherwise noted: Truss: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper G2 6 2. 2.4 comprassion web bracing must be installed where shown 1. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2, Impact bridging or lateral bracing required where shown ++ ,S D' K 7 2 7 8 8 9 6 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. . TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for "dry condition' of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) 2-04 Q�Of ESS10�yq� o (30 N G Iy Fyc 90 C 70068 * : P.9-30-2020 January 28,2020 This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TRUSS SPAN 18- 6.5" TC: 2x4 DF #2 LOAD DURATION INCREASE = 1.25 BC: 2x4 DF #2 SPACED 24.0" O.C. WEBS: 2x4 DF #2; 2x6 DF SS A LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD - 37.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 7.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 44.0 PSF LETINS: 1-06-00 1-06-00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. c m M 9-00-08 9-06 CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( -67) 30 1- 8=(-90) 1141 1- 2=(-1446) 117 2- 3=(-129(5) 135 8- 9=(-33) 953 3- 8=( -150) 81 3- 4=(-1186) 136 9- 7=(-93) 1271 8- 4=( -7) 260 4- 5=(-1283) 143 4- 9=( -19) 344 5- 6=(-1419) 141 9- 5=( -202) 88 6- 7=( -104) 13 6- 7=(-1467) 116 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0" 0/ 816V -33/ 32E 5.50" 0.87 DF ( 625) 18- 6.5" 0/ 816V 0/ OH 5.50" 0.87 DF ( 625) ERG @ 01- 0.0" 0.87 DF/ 1.34 HF/ 1.28 SPF BAG @ 18r- 5.5" 0.87 DF/ 1.34 HF/ 1.28 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.088" @ 61- 2.2" Allowed = 0.588" MAX DL DEFL = -0.111" @ 121- 4.3" Allowed = 0.881" MAX TL DEFL = -0.195" @ 6 2.2" Allowed = 0.881" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)- 0.111" MAX HORIZ. LL DEFL = 0.013" @ 18- 1.0" MAX HORIZ. TL DEFL = 0.028" @ 18r- 1.0" 1-05-03 3-01-01 4-06-04 4-09 3-03-09 1-05-07 12 12 4.00 1-- M-4x5 a 4.00 n nn 6-02-03 6-02-03 6-02-03 <PL : 10-00-12 18-06-08 JOB NAME: Andalusia at Coral Mountain - G26A Scale: 0.3077 WARNINGS: GENERAL NOTES, unless otherwise noted: Truss: 1. Builder antlerec!ion contractor shoultl be ativised of all General Notes and Warnings before construction commences. 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper G2 6A 2. 2.4 compression web bracing must be installed where shown 1. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 0 2 0 the overall structure is the responsibility of the building designer. 3. 2, Impact Imaging or lateral bracing required where shown ++ .S D' K •� 2 •� 8 $ 9 •� 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. . TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes busses are to be used in a non-c000sive environment, and are for "dry condition' of use. 5. CompuTms has no control over and assumes no responsibility for the 6. Design assumes full beading at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of buss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Design conforms to main windforce-resisting system and components and cladding criteria. 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=19ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. ax CSI: TC:0.89 BC:0.34 Web:0.15 Design checked for a 300 lb concentrated top chord live load per I3C 2018 due to maintenance workers which is non -concurrent with other live loads. OQ�OFESSIp/yq� M1NG F 2y�0 C 70068 *\ r;b, - -- �* January 28,2020 This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TRUSS SPAN 18- 6.5" CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 TC: 2x4 DF #1&BTR; LOAD DURATION INCREASE = 1.25 1- 2=( -320) 26 1- 9=( -69) 1127 1- 2=(-1421) 124 2x4 DF #2 T2 SPACED 24.0" O.C. 2- 3=(-1293) 134 9-10=( -29) 951 3- 9=( -134) 82 BC: 2x4 DF #2 3- 4=(-1175) 138 10- 7=(-105) 1279 9- 4=( -8) 240 WEBS: 2x4 DF #2 LOADING 4- 5=(-1290) 152 4-10=( -27) 355 LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF 5- 6=(-1421) 152 10- 5=( -209) 94 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 7.0 PSF 6- 7=( -57) 213 6- 7=(-1587) 151 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 44.0 PSF 7- 8=( 0) 31 LETTNS: 1-00-00 1-09-00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2019 NOT BEING MET. BEARING MAX VERT MAX HORZ ERG REQUIRED ERG LENGTH OVERHANGS: 0.0" 13.1" LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 0'- 0.0" 0/ 816V -38/ 31E 5.50" 0.87 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 18- 6.5" 0/ 898V 0/ OH 5.50" 0.96 DF ( 625) ** For hanger specs. - See approved plans BAG @ Or- 0.0" 0.87 DF/ 1.34 HF/ 1.28 SPF BRG @ 181- 6.5" 0.96 DF/ 1.48 HF/ 1.41 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.104" @ 4'- 5.7" Allowed = 0.587" MAX DL DEFL =-0.130" @ 4'- 5.7" Allowed = 0.881" MAX TL DEFL =-0.230" @ 4'- 5.7" Allowed = 0.881" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.130" MAX HORIZ. LL DEFL = 0.013" @ 181- 1.0" MAX HORIZ. TL DEFL 0.028" @ 181- 1.0" Design conforms to main windforce-resisting system and components and cladding criteria. 9-00-08 9-06 Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, 0-11-03 3-07-01 4-06-04 4-09 3-00-12 1-08-04 (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=19ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads 12 12 in the plane of the truss only. 4.00 M-4x5 a 4.00 4.0" 4 Wax CST. TC:0.96 BC:0.36 Web:0.17 II Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. c I rn 0 I M- 6-02-03 6 <PL:10-00-12 6-02-03 18-06-08 JOB NAME: Andalusia at Coral Mountain - G26B Truss: G2 6 B DATE: 1/28/2020 SEQ.: K7278898 TRANS ID: LINK WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2.4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTms has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations act forth by TPI/WTCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 6-02-03 1-00 Scale: 0.2963 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper moretion of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). 3. 2, Impact Imaging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes busses are to be used in anon -ohm e1w environment, and are for "dry condition' of use. 6. Design assumes full beading at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of buss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Q�Of ESS10�yq� O (30 N G 90 C 70068 * : P.9-30-2020 January 28,2020 This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TRUSS SPAN 18r- 1.0" TC: 2x4 DF #2 LOAD DURATION INCREASE = 1.25 BC: 2x4 DF #2 SPACED 24.0" O.C. WEBS: 2x4 DF #2; 2x6 DF SS A LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD - 37.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 7.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 44.0 PSF LETINS: 1-06-00 1-06-00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2019 NOT BEING MET. ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 9-00-08 9-00-08 1-05-03 3-01-01 4-06-04 4-06-04 3-01-01 1-05-03 12 12 4.00 M-4x5 a 4.00 n n r, CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( -64) 31 1- 8=(-94) 1106 1- 2=(-1404) 116 2- 3=(-1257) 133 8- 9=(-36) 903 3- 8=( -153) 81 3- 4=(-1149) 137 9- 7=(-86) 1106 8- 4=( -12) 272 4- 5=(-1149) 137 4- 9=( -12) 272 5- 6=(-1257) 133 9- 5=( -153) 81 6- 7=( -64) 31 6- 7=(-1404) 116 BEARING MAX VERT MAX HORZ ERG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0" 0/ 796V -32/ 32E 5.50" 0.85 DF ( 625) 181- 1.0" 0/ 796V 0/ OH 5.50" 0.85 DF ( 625) ERG @ 01- 0.0" 0.85 DF/ 1.31 HF/ 1.25 SPF BAG @ 18- 1.0" 0.85 DF/ 1.31 HF/ 1.25 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.089" @ 91- 0.5" Allowed = 0.572" MAX DL DEFL =-0.116" @ 61- 0.3" Allowed = 0.858" MAX TL DEFL =-0.196" @ 9'- 0.5" Allowed = 0.858" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)- 0.116" MAX HORIZ. LL DEFL = 0.012" @ 17- 7.5" MAX HORIZ. TL DEFL = 0.025" @ 17- 7.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=18ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. ax CSI: TC:0.86 BC:0.32 Web:0.08 Design checked for a 300 lb concentrated top chord live load per I3C 2018 due to maintenance workers which is non -concurrent with other live loads. 1- 8 9 ** 7 < M-3x8 M-3x4 M-3x4 M-3x8 6-00-05 6-00-05 6-00-05 <PL:10-00-12 18-01 JOB NAME: Andalusia at Coral Mountain - G27 Scale: 0.3061 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder antl erection contractor should be adyi.sd of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G27 2. 2.4 compression web bracing must be installed where shown 1. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to asum stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2, Impact Imaging or lateral bracing required where shown ++ ,S D' K 7 2 7 8 8 9 9 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ' TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes trusses are to be used in a non-comosive environment, and are for "dry condition' of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full beading at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Q�(of ESSIO/V �,O OMING I F,y C 70068 *\_7C / 1 /* January 28,2020 This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TC: 2x4 DF #1&BTR BC: 2x4 IF #2 WEBS: 2x4 DF #2; 2x6 IF SS A TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. LETINS: 1-00-00 0-00-00 ** For hanger specs. - See approved plans TRUSS SPAN 18- 1.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD - 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 11-00-08 7-00-08 0-11-08 4-06 5-05-08 7-02 12 4.00 1-- M-4x5 n nrr 12 a 4.00 CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1-2=( -323) 19 1-6=(-144) 1152 1-2=(-1447) 98 5-8=(-748) 89 2-3=(-1313) 113 6-7=( -67) 782 3-6=( -217) 100 3-4=(-1215) 153 7-8=( -20) 48 6-4=( -65) 408 4-5=( -878) 88 4-7=( -113) 65 7-5=( -33) 749 BEARING MAX VERT MAX HORS BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0- 0.01, 0/ 810V -38/ 78H 5.50" 0.86 DF ( 625) 181- 1.0" 0/ 781V 0/ OH 5.50" 0.83 DF ( 625) BRG @ 0' 0.0" 0.86 DF/ 1.33 HF/ 1.27 SPF ERG @ 18- 1.0" 0.83 DF/ 1.29 HE/ 1.23 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.106" @ 51- 4.9" Allowed = 0.572" MAX DL DEFL =-0.131" @ 51- 4.9" Allowed = 0.858" MAX TL DEFL =-0.237" @ 5 4.9" Allowed = 0.858" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)- 0.131" MAX HORIZ. LL DEFL = 0.007" @ 17- 11.2" MAX HORIZ. TL DEFL = 0.016" @ 17r- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=18ft, E=4ft, Gable/Hip, Common, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. ax CSI: TC11.00 BC:0.37 Web:0.13 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. 3x5 1 ** 6 7 ** 8 < M-3x8 M-3x5 -M-4x4 M-2x4 6-00-15 <PL:10-00-12 5-09-06 18-01 JOB NAME: Andalusia at Coral Mountain - G28 6-02-11 Scale: 0.3071 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Suilderantl erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G2 8 2. 2.4 comprassion web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2, Impact bridging or lateral bracing required where shown ++ .S D' K •� 2 •� 8 9 0 0 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. . TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for "dry condition' of use. 5. CompuTms has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTi us Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) -9�OFEsslp/yq� 0I G F D Iti9 ycm C 70068 *\ lc1�/ T January 28,2020 This design prepared from computer input by Type in your company name here! LUMBER SPECIFICATIONS TO: 2x4 DF #2 BC: 2x4 DF #2 WEBS: 2x4 DF #2 TO LATERAL SUPPORT <= 12"OC. DON. BC LATERAL SUPPORT <= 12"OC. DON. LETINS: 2-00-00 2-00-00 0 I 0 0 TRUSS SPAN 23- 0.0" LOAD DURATION INCREASE - 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 11-06 11-06 1-11-02 3-09-14 5-09 5-09 5-09 12 12 4.00 M-4x5 a 4.00 4.0" 7-08 7-08 5-08-14 1-11-02 6 <PL: 10-00-12 23-00 JOB NAME: Andalusia at Coral Mountain - G29 Truss: G 2 9 DATE: 1/28/2020 SEQ.: K7278901 TRANS ID: LINK WARNINGS: 1. Builderantl emction contractor should be advised of all General Notes and Warnings before construction commences. 2. 2.4 cempression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the builtling designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTms has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( -29) 61 1- 7=(-101) 1713 1- 2=(-1984) 118 2- 3=(-1886) 150 7- 8=( -23) 1265 3- 7=( -257) 104 3- 4=(-1697) 149 8- 6=( -95) 1713 7- 4=( -13) 416 4- 5=(-1697) 149 4- 8=( -13) 416 5- 9=(-1886) 150 8- 5=( -257) 104 9- 6=( -29) 61 9- 6=(-1984) 118 BEARING MAX VERT MAX HORZ ERG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0- 0,0" 0/ 1012V -44/ 44H 5.50" 1.08 DF ( 625) 23- 0.0" 0/ 1012V 0/ OF 5.50" 1.08 DF ( 625) BRG @ 0'- 0.0" 1.08 DF/ 1.67 HF/ 1.59 SPF BRG @ 23- 0.0" 1.08 DF/ 1.67 HF/ 1.59 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.120" @ 11'- 6.0" Allowed = 0.736" MAX DL DEFL =-0.150" @ 71- 8.0" Allowed = 1.104" MAX TL DEFL =-0.269" @ ll'- 6.0" Allowed = 1.104" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)- 0.150" MAX HORIZ. LL DEFL = 0.023" @ 22- 6.5" MAX HORIZ. TL DEFL = 0.049" @ 22- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=23ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. Max I- TC,0.89 BC,0.53 W 22 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. Scale: 0.2486 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper moretion of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). 3. 2, Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes busses are to be used in anon-comoaiw environment, and are for "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of buss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Q�(of ESSIO/V �,O OMING I F,y y90 c� C 70068 *\_7C / 1 /* January 28,2020 This design prepared from computer input by Type in your company name here! LUMBER SPECIFICATIONS TO: 2x4 DF #1&BTR BC: 2x4 DF #2 WEBS: 2x4 DF #2 TO LATERAL SUPPORT <= 12"OC. DON. BC LATERAL SUPPORT <= 12"OC. UON. LETINS: 2-00-00 2-00-00 OVERHANGS: 13.1" 13.1" TRUSS SPAN 23- 0.0" LOAD DURATION INCREASE - 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 11-06 11-06 1-11-02 3-09-14 5-09 5-09 5-09 12 12 4.00 1-- M-4x5 a 4.00 -Fl-oxJ to) 7-08 7-08 1-o0 <PL: 10-00-12 23-00 JOB NAME: Andalusia at Coral Mountain - G29A Truss: G2 9 A DATE: 1/28/2020 SEQ.: K7278902 TRANS ID: LINK WARNINGS: 1. Builder and emction contractor should be advised of all General Notes and Warnings before construction commences. 2. 2.4 cempression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTms has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations act forth by TPI/WTCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( 0) 31 2- 9=(-87) 1715 2- 3=(-2064) 151 2- 3=( -55) 218 9-10=(-12) 1265 4- 9=( -258) 111 3- 4=(-1888) 153 10- 7=(-99) 1715 9- 5=( -20) 416 4- 5=(-1698) 148 5-10=( -20) 416 5- 6=(-1698) 148 10- 6=( -258) 111 6-11=(-1888) 153 11- 7=(-2064) 149 11- 7=( -55) 218 7- 8=( 0) 31 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0- 0.0" 0/ 1089V -48/ 48H 5.50" 1.16 DF ( 625) 23- 0.0" 0/ 1089V 0/ OH 5.50" 1.16 DF ( 625) ERG @ 01- 0.0" 1.16 DF/ 1.79 HF/ 1.71 SPF ERG @ 23- 0.0" 1.16 DF/ 1.79 HE/ 1.71 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL - -0.123" @ 11- 6.0" Allowed - 0.736" MAX DL DEFL = -0.157" @ 7'- 8.0" Allowed = 1.104" MAX TL DEFL = -0.274" @ 11- 6.0" Allowed = 1.104" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.157" MAX HORIZ. LL DEFL = 0.023" @ 221- 6.5" MAX HORIZ. TL DEFL 0.049" @ 221- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=23ft, E=417t, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. ax CSI: TC:0.97 BC:0.54 Web:0.23 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. a 0 0 5-08-14 1-11-02 1-00 Scale: 0.2424 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper moration of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood shealhing(TC) andlor drywall(SC). 3. 2, Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes busses are to be used in anon-comoaiw environment, and are for "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of buss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) OQ�,?,OFESSIONq� �0 2� C 70068 * EXP.9-30-2020 January 28,2020 CIVIC �P OF CA0F3' This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TO: 2x4 DF #1&BTR; 2x4 DF #2 T1 BC: 2x4 DF #2 WEBS: 2x4 DF #2 TO LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. LETINS: 2-00-00 2-00-00 OVERHANGS: 0.0.. 13.1" < 11-06 TRUSS SPAN 23- 0.0" LOAD DURATION INCREASE - 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 11-06 1-11-02 3-09-14 5-09 5-09 5-09 12 12 4.00 � M-4x5 a 4.00 7-08 7-08 <PL: 10-00-12 23-00 JOB NAME: Andalusia at Coral Mountain - G29B Truss: G 9B DATE: 1/28/2020 SEQ.: K7278903 TRANS ID: LINK WARNINGS: 1. Builders, emction contractor should be advised of all General Notes and Warnings before construction commences. 2. 2.4 cempression web bracing must be installed where shown +. 3. Additional temporary bracing to insum stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the builtling designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTms has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( -29) 61 1- 8=( -86) 1713 1- 2=(-1983) 118 2- 3=(-1886) 151 8- 9=( -20) 1265 3- 8=( -258) 105 3- 4=(-1697) 151 9- 6=(-105) 1715 8- 4=( -14) 416 4- 5=(-1698) 155 4- 9=( -18) 417 5-10=(-1888) 159 9- 5=( -258) 110 10- 6=( -55) 218 10- 6=(-2073) 147 6- 7=( 0) 31 BEARING MAX VERT MAX HORZ ERG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0- 0,01, 0/ 1012V -49/ 43H 5.50" 1.08 DF ( 625) 23- 0.0" 0/ 1093V 0/ OH 5.50" 1.17 DF ( 625) ERG @ 0- 0.0" 1.08 DF/ 1.67 HF/ 1.59 SPF ERG @ 23- 0.0" 1.17 DF/ 1.80 HF/ 1.71 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.122" @ 11'- 6.0" Allowed = 0.736" MAX DL DEFL =-0.158" @ 151- 4.0" Allowed = 1.104" MAX TL DEFL =-0.271" @ ll'- 6.0" Allowed = 1.104" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)- 0.158" MAX HORIZ. LL DEFL = 0.023" @ 22- 6.5" MAX HORIZ. TL DEFL = 0.049" @ 22- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B-45ft, L-23ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. ax CSI: TC:0.97 BC:0.54 Web:0.23 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. G' O O 5-08-14 1-11-02 1-00 Scale: 0.2574 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper moretion of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). 3. 2. Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes busses are to be used in anon -corrosive environment, and are for "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of buss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Q�pFESSIO/V pMIN G Zy F.yc 90 C 70068 *\ 4 •Y•./ ! /* January 28,2020 This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TO: 2x4 DF #1&BTR BC: 2x4 DF #2 WEBS: 2x4 DF #2 TO LATERAL SUPPORT <= 12"OC. DON. BC LATERAL SUPPORT <= 12"OC. UOW. LETINS: 2-00-00 2-00-00 OVERHANGS: 29.1" 29.1" TRUSS SPAN 23- 0.0" LOAD DURATION INCREASE - 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 11-06 11-06 1-11-02 3-09-14 5-09 5-09 5-09 12 12 4.00 M-4x5 a 4.00 4.0" s � -M-bxb(S) CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( 0) 72 2- 9=( -80) 1720 2- 3=(-2293) 282 2- 3=( -215) 586 9-10=( -7) 1265 4- 9=( -262) 126 3- 4=(-1893) 167 10- 7=(-116) 1720 9- 5=( -37) 419 4- 5=(-1701) 156 5-10=( -37) 419 5- 6=(-1701) 156 10- 6=( -262) 126 6-11=(-1893) 167 11- 7=(-2293) 282 11- 7=( -215) 586 7- 8=( 0) 72 BEARING MAX VERT MAX HORS BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0- 0.0" -5/ 1188V -53/ 53H 5.50" 1.27 DF ( 625) 23- 0.0" -5/ 1188V 0/ OH 5.50" 1.27 DF ( 625) ERG @ 01- 0.0" 1.27 DF/ 1.96 HF/ 1.86 SPF ERG @ 23- 0.0" 1.27 DF/ 1.96 HE/ 1.86 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL --0.133" @ 11- 6.0" Allowed - 0.736" MAX DL DEFL =-0.232" @ 7'- 8.0" Allowed = 1.104" MAX TL DEFL =-0.290" @ 11- 6.0" Allowed = 1.104" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.232" MAX HORIZ. LL DEFL = 0.023" @ 221- 6.5" MAX HORIZ. TL DEFL 0.049" @ 221- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=23ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. ax CSI: TC:0.97 BC:0.54 Web:0.26 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. 7-08 7-08 5-08-14 1-11-02 L L L 2-04 <PL:10-00-12 23-00 2-04 JOB NAME: Andalusia at Coral Mountain - G29C Truss: G2 9 C DATE: 1/28/2020 SEQ.: K7278904 TRANS ID: LINK WARNINGS: 1. Builders, emction contractor should be advised of all General Notes and Warnings before construction commences. 2. 2.4 cempression web bracing must be installed where shown +. 3. Additional temporary bracing to insum stability during censtruction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the builtling designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTms has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E Scale: 0.2230 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper moration of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by centinuous sheathing such as plywood sheathing(TC) andlor drywall(BC). 3. 2. Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes busses are to be used in anon-comoa1w environment, and are for "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of buss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Q�pFESSIO/V pMIN G Zy F.yc 90 C 70068 It \ •••�:� / � � 7� January 28,2020 This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TO: 2x4 DF #1&BTR; 2x4 DF #2 T1 BC: 2x4 DF #2 WEBS: 2x4 DF #2 TO LATERAL SUPPORT <= 12"OC. DON. BC LATERAL SUPPORT <= 12"OC. UON. LETINS: 2-00-00 2-00-00 OVERHANGS: 0.0.. 29.1" 11-06 -11-02 3-09-14 5-09 12 4.00 � TRUSS SPAN 23- 0.0" LOAD DURATION INCREASE - 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. M-4x5 5-09 11-06 5-09 12 a 4.00 CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( -29) 61 1- 8=( -92) 1713 1- 2=(-1983) 124 2- 3=(-1886) 157 8- 9=( -27) 1265 3- 8=( -262) 107 3- 4=(-1697) 158 9- 6=(-131) 1720 8- 4=( -17) 419 4- 5=(-1702) 174 4- 9=( -34) 419 5-10=(-1893) 184 9- 5=( -262) 124 10- 6=( -216) 586 10- 6=(-2324) 273 6- 7=( 0) 72 BEARING MAX VERT MAX HORZ ERG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0- 0,01, 0/ 1012V -55/ 42H 5.50" 1.08 DF ( 625) 23- 0.0" -8/ 1201V 0/ OH 5.50" 1.28 DF ( 625) ERG @ 0- 0.0" 1.08 DF/ 1.67 HF/ 1.59 SPF ERG @ 23- 0.0" 1.28 DF/ 1.98 HF/ 1.88 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.128" @ 151- 4.0" Allowed = 0.736" MAX DL DEFL =-0.235" @ 151- 4.0" Allowed = 1.104" MAX TL DEFL =-0.282" @ 15r- 4.0" Allowed = 1.104" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)- 0.235" MAX HORIZ. LL DEFL = 0.023" @ 22r- 6.5" MAX HORIZ. TL DEFL = 0.049" @ 22r- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=23ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. L. ax CSI: TC:0.99 BC:0.54 Web:0.26 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. 7-08 7-08 5-08-14 1-11-02 <PL: 10-00-12 23-00 2-04 JOB NAME: Andalusia at Coral Mountain - G29D Truss: G2 9 D DATE: 1/28/2020 SEQ.: K7278905 TRANS ID: LINK WARNINGS: 1. Builder and emction contractor should be advised of all General Notes and Warnings before construction commences. 2. 2.4 cempression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTms has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations act forth by TPI/WTCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E Scale: 0.2518 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper moretion of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood shealhing(TC) andlor drywall(SC). 3. 2, Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes busses are to be used in anon-comoaiw environment, and are for "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of buss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Q�pFESS10�yq! C 70068 * EXP.9-30-2020 January 28,2020 CIVIL x �CAUF�� This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TC: 2x4 OF #2 EC: 2x4 OF #2 WEBS: 2x4 OF #2 TC LATERAL SUPPORT <= 12"OC. DON. BC LATERAL SUPPORT <= 12"OC. UON. LETINS: 0-00-00 3-10-00 OVERHANGS: 0.0" 29.1" 9-00-08 4-06-04 4-06-04 12 4.00 1-- a I o M-2x4 c I 0 9 < I. 6-10-03 <PL:10-00-12 TRUSS SPAN 20- 6.5" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD - 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 11-06 5-09 2-01 3-08 12 M-4x5 a 4.00 6-10-03 20-06-08 JOB NAME: Andalusia at Coral Mountain - G30 6-10-03 CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( -466) 497 8- 9=(-2690) 3656 1- 8=( -207) 114 2- 3=(-1210) 138 9-10=(-2062) 2941 8- 2=(-1950) 788 3- 4=(-1555) 189 10- 6=(-2042) 3368 2- 9=( -631) 633 4- 5=(-1660) 247 9- 3=( -465) 654 5- 6=( -404) 650 3-10=( -592) 1080 6- 7=( 0) 72 10- 4=( -694) 505 5- 6=(-2584) 1150 BEARING MAX VERT MAX HORS ERG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0" -216/ 998V -4108/ 4108E 5.50" 1.06 DF ( 625) 20- 6.5" -211/ 1102V -4108/ 4108H 5.50" 1.18 DF ( 625) ERG @ 01- 0.0" 1.06 DF/ 1.64 HE/ 1.57 SPF BAG @ 20r- 5.5" 1.18 DF/ 1.81 HF/ 1.73 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.078" @ 221- 11.1" Allowed = 0.162" MAX DL DEFL =-0.151" @ 13r- 8.3" Allowed = 0.981" MAX TL DEFL =-0.119" @ 131- 8.3" Allowed = 0.981" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)- 0.285" MAX HORIZ. LL DEFL = 0.066" @ 20r- 1.0" MAX HORIZ. TL DEFL = 0.085" @ 20r- 1.0" OND. 2: 200.00 PLF SEISMIC LOAD. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=21ft, E=4ft, Gable/Hip, Common, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. ax CSI: TC10.97 BC10.60 Web:0.79 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. 2-04 Scale: 0.2649 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder antlerec!ion contractor shoultl be ativised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G30 2. 2.4 compression web bracing must be installed where shown 1. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the lop and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2. Impact Imaging or lateral bracing required where shown ++ ,S D' K 7 2 7 8 9 0 6 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. . TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes trusses are to be used in a non-comosive environment, and are for "dry condition' of use. 5. CompuTms has no control over and assumes no responsibility for the 6. Design assumes full beading at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) OQ�OFESSIp/yq� M1NG F 2y�0 C 70068 *\ '54N - -- �* January 28,2020 This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TC: 2x4 DF #1&BTR; 2x4 IF #2 Tl BC: 2x4 DF #2 WEBS: 2x4 IF #2 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. LETINS: 0-00-00 1-10-00 OVERHANGS: 0.0" 29.1" ** For hanger specs. - See approved plans 4-06-04 12 4.00 1-- a I o M-2x4 c I o B TRUSS SPAN 20- 6.5" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD - 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 9-00-08 11-06 4-06-04 5-09 M-4x5 6-10-03 6-10-03 <PL:10-00-12 20-06-08 JOB NAME: Andalusia at Coral Mountain - G31 3-11-12 6-10-03 CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( -27) 101 8- 9=( -48) 1126 1- 8=( -160) 31 2- 3=(-1212) 138 9-10=( -13) 1008 8- 2=(-1360) 114 3- 4=(-1524) 191 10- 6=(-120) 1502 2- 9=( -107) 86 4- 5=(-1659) 171 9- 3=( -3) 227 5- 6=( -213) 559 3-10=( -69) 498 6- 7=( 0) 72 10- 4=( -273) 120 5- 6=(-2068) 261 BEARING MAX VERT MAX HORS BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0" 0/ 896V -79/ 41E 5.50" 0.96 DF ( 625) 20- 6.5" -13/ 1102V 0/ OH 5.50" 1.18 DF ( 625) ERG @ 0' 0.0" 0.96 DF/ 1.48 HE/ 1.41 SPF BAG @ 20r- 5.5" 1.18 DF/ 1.81 HF/ 1.73 SPF -09-04 12 a 4.00 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.095" @ 14r- 10.1" Allowed = 0.654" MAX DL DEFL =-0.196" @ 14- 10.1" Allowed = 0.981" MAX TL DEFL =-0.206" @ 141- 10.1" Allowed = 0.981" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)- 0.196" MAX HORIZ. LL DEFL = 0.016" @ 20r- 1.0" MAX HORIZ. TL DEFL = 0.034" @ 20r- 1.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=21ft, E=4ft, Gable/Hip, Common, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. ax CSI: TC:0.94 BC:0.44 Web:0.56 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. 2-04 Scale: 0.2649 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder antlerec!ion contractor shoultl be ativised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G31 2. 2.4 compression web bracing must be installed where shown 1. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the lop and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2, Impact Imaging or lateral bracing required where shown ++ S D' K •� 2 •� 8 9 0 •� 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. . TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes trusses are to be used in a non-comosive environment, and are for "dry condition' of use. 5. CompuTms has no control over and assumes no responsibility for the 6. Design assumes full beading at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Q�pFESS10�yq! C 70068 * \ • �) ","I / * January 28,2020 This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TRUSS SPAN 20- 6.5" CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.25 1- 2=( -9) 67 1- 9=( -78) 1340 1- 2=(-1671) 124 BC: 2x4 DF #2 SPACED 24.0" O.C. 2- 3=(-1504) 145 9-10=( -31) 1083 3- 9=( -181) 93 WEBS: 2x4 DF #2; 3- 4=(-1373) 149 10- 7=(-132) 1479 9- 4=( -12) 306 2x6 DF SS A LOADING 4- 5=(-1478) 176 4-10=( -42) 391 LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF 5- 6=(-1635) 181 10- 5=( -233) 116 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 7.0 PSF 6- 7=( -214) 562 6- 7=(-2035) 262 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 44.0 PSF 7- 8=( 0) 72 LETINS: 1-10-00 1-10-00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2019 NOT BEING MET. BEARING MAX VERT MAX HORZ ERG REQUIRED ERG LENGTH OVERHANGS: 0.0" 29.1" LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 0'- 0.0" 0/ 904V -49/ 35E 5.50" 0.96 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 20- 6.5a -13/ 1095V 0/ OH 5.50" 1.17 DF ( 625) ** For hanger specs. - See approved plans BAG @ Or- 0.0" 0.96 DF/ 1.49 HF/ 1.42 SPF BRG @ 201- 6.5" 1.17 DF/ 1.80 HF/ 1.72 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL --0.105" @ 13r- 8.3" Allowed - 0.654" MAX DL DEFL =-0.192" @ 13r- 8.3" Allowed = 0.981" MAX TL DEFL =-0.231" @ 10r- 0.5" Allowed = 0.981" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.192" MAX HORIZ. LL DEFL = 0.017" @ 201- 1.0" MAX HORIZ. TL DEFL 0.036" @ 201- 1.0" Design conforms to main windforce-resisting system and components and cladding criteria. 10-00-08 10-06 Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), 1-09 3-03-04 5-00-04 5-03 3-05-12 1-09-04 DOL=1.6, B=45ft, L=21ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads 12 12 in the plane of the truss only. 4.00 M-4x5 a 4.00 4 OrrMax CSI: TC:0.94 BC:0.44 Web:0.22 q Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. 6-10-03 <PL:10-00-12 6-10-03 20-06-08 JOB NAME: Andalusia at Coral Mountain - G32 Truss: G32 DATE: 1/28/2020 SEQ.: K7278908 TRANS ID: LINK WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2.4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTms has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations act forth by TPI/WTCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 6-10-03 2-04 Scale: 0.2739 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper moration of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). 3. 2, Impact Imaging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes busses are to be used in anon -ohm e1w environment, and are for "dry condition' of use. 6. Design assumes full beading at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of buss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Q�pFESSIO/V pMIN G Zy F.yc 90 C 70068 It \ •••�:� / � � 7� January 28,2020 LUMBER SPECIFICATIONS TC: 2x4 DF #2; 2x4 DF #1&BTR T3 BC: 2x4 DF #2 WEBS: 2x4 DF #2; 2x6 IF SS A TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. NOTE: 2x4 BRACING AT 24"OC DON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LETINS: 1-10-00 1-10-00 OVERHANGS: 0.0" 29.1" ** For hanger specs. - See approved plans TRUSS SPAN 20- 6.5" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING it( 20.0)+DL( 17.0) ON TOP CHORD - 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CST 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 9-06-03 1-00-10 9-11-11 1-09 2-09-10 4-11-09 1-05-09 4-07-10 3-01-14 1-09-09 12 12 4.00 [-- M-4x6 M-7x6 a 4.00 8-11-08 2-03-12 4-05-14 <PL: 10-00-12 20-06-08 JOB NAME: Andalusia at Coral Mountain - G33 Truss: G33 DATE: 1/28/2020 SEQ.: K7278909 TRANS ID: LINK WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2.4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTms has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations act forth by TPI/WTCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 4-09-06 This design prepared from computer input by Spates Fabricators (SE) CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( 0) 69 1-10=(-275) 1288 1- 2=(-1619) 337 2- 3=(-1451) 339 10-11=(-255) 1247 3-10=( -161) 118 3- 4=(-1352) 344 11-12=(-316) 1454 10- 4=( -48) 173 4- 5=(-1248) 358 12- 8=(-313) 1457 10- 5=( -82) 143 5- 6=(-1361) 383 5-11=( -32) 152 6- 7=(-1615) 376 11- 6=( -316) 63 7- 8=( -208) 563 6-12=( 0) 157 8- 9=( 0) 72 7- 8=(-2000) 410 BEARING MAX VERT MAX HORZ BRG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" 0/ 904V -46/ 32H 5.50" 0.96 DF ( 625) 201- 6.5" -11/ 1095V 0/ OH 5.50" 1.17 DF ( 625) BRG @ 0'- 0.0" 0.96 DF/ 1.49 HF/ 1.42 SPF BRG @ 201- 6.5" 1.17 DF/ 1.80 HF/ 1.72 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.119" @ 91- 6.5" Allowed = 0.654" MAX DL DEFL =-0.173" @ 151- 7.9" Allowed = 0.981" MAX TL DEFL =-0.213" @ 101- 6.5" Allowed = 0.981" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)- 0.173" MAX HORIZ. LL DEFL =-0.019" @ 20r- 1.0" MAX HORIZ. TL DEFL = 0.038" @ 20r- 1.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=21ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. Wax CSI- TC:0.98 BC:0.59 Web:0.22 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. 2-04 Scale: 0.2739 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper moretion of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). 3. 2, Impact Imaging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes busses are to be used in anon -ohm e1w environment, and are for "dry condition' of use. 6. Design assumes full beading at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of buss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) OQ�OFESSIp/yq� M1NG F 2y�0�c�cn C 70068 January 28,2020 This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TC: 2x4 DF #2; 2x4 DF #1&BTR T1 BC: 2x4 DF #2 WEBS: 2x4 DF #2; 2x6 IF SS A TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. NOTE: 2x4 BRACING AT 24"OC DON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LETINS: 1-10-00 1-10-00 ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 1 row(s) throughout 2x4 bottom chords, 9" oc in 2 row(s) throughout 2x6 webs, 9" oc in 1 row(s) throughout 2x4 webs. ** For hanger specs. - See approved plans 20-06-08 STUB HIP SETBACK 8-00-00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TC UNIF it( 40.0)+DL( 34.0)= 74.0 PLF 0'- 0.0" TO 7'- 6.5" V TC UNIF it( 100.0)+DL( 85.0)- 185.0 PLF 7'- 6.5" TO 12- 6.5" V TC UNIF LL( 40.0)+DL( 34.0)= 74.0 PLF 12- 6.5" TO 20- 6.5" V BC UNIF LL( 0.0)+DL( 35.0)= 35.0 PLF 0'- 0.0" TO 20r- 6.5" V TC CONC LL( 373.3)+DL( 317.3)= 690.7 LBS @ 7 6.5" TC CONIC LL( 373.3)+DL( 317.3)= 690.7 LBS @ 12r- 6.5" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( -30) 54 1-10=( -6) 3042 1- 2=(-3798) 18 2- 3=(-3478) 38 10-11=(-54) 4720 3-10=( 0) 1218 3- 4=(-4334) 34 11- 9=( -8) 3386 10- 4=( 0) 284 4- 5=(-4140) 38 10- 5=( -774) 102 5- 6=(-4256) 32 5-11=( -618) 112 6- 7=(-4470) 28 6-11=( 0) 324 7- 8=(-3788) 36 11- 7=( 0) 954 8- 9=( -120) 8 8- 9=(-3904) 14 BEARING MAX VERT MAX HORZ ERG REQUIRED BEG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" 0/ 2110V -27/ 26H 5.50" 1.13 DF ( 625) 20r- 6.5" 0/ 2065V 0/ OH 5.50" 1.10 DF ( 625) BEG @ 0' 0.0" 1.13 DF/ 1.74 HF/ 1.66 SPF BEG @ 20- 6.5" 1.10 DF/ 1.70 HF/ 1.62 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.103" @ 12r- 6.5" Allowed = 0.654" MAX DL DEFL = -0.117" @ 10r- 0.5" Allowed = 0.981" MAX TL DEFL = -0.219" @ 12r- 6.5" Allowed = 0.981" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)- 0.117" MAX HORIZ. LL DEFL = 0.024" @ 20r- 1.0" MAX HORIZ. TL DEFL = 0.052" @ 20r- 1.0" 7-06-03 5-00-10 7-11-11 1-09 1-07-19 4-01-05 2-06-05 2-11-04 3-11-02 1-10-06 1-09-09 690.70# 6 0.70# 12 12 4.00 1-- a 4.00 M-9x6 M-3x4 M-9x6 6-11-08 6-02 7-05 <PL:10-00-12 20-06-08 JOB NAME: Andalusia at Coral Mountain - G34 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (Al1 Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=21ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. ax CSI: TC10.94 BC:0.54 Web:0.21 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. Scale: 0.2782 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder antlerec!ion contractor shoultl be ativised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' oG34.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2, Impact Imaging or lateral bracing required where shown ++ ,S D' K 7 2 7 8 9 I 0 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. . TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes trusses are to be used in a non-comosive environment, and are for "dry condition' of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full beading at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Q�pFESSIO/V pMIN G Zy Fyc 90 C 70068 * \ 4 •}•. / ! /* January 28,2020 This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TRUSS SPAN 23- 0.0" CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 TC: 2x4 DF #2 LOAD DURATION INCREASE = 1.25 (Non -Rep) 1- 2=(-12650) 144 1- 8=(-112) 11580 2- 8=( 0) 964 BC: 2x8 DF 225OF SPACED 24.0" O.C. 2- 3=(-12992) 66 8- 9=( -52) 11120 8- 3=( 0) 2312 WEBS: 2x4 DF #2; 3- 4=( -9910) 72 9-10=( 0) 11592 3- 9=(-2206) 84 2x4 DF #1&BTR A LOADING 4- 5=( -9910) 72 10- 7=( -2) 12358 9- 4=( 0) 5988 ADDL: TC UNIF LL( 20.0)+DL( 17.0)= 37.0 PLF 0'- 0.0" TO 231- 0.0" V 5- 6=(-13882) 0 9- 5=(-2796) 0 TC LATERAL SUPPORT <= 12"OC. UON. ADDL: TC UNIF LL( 20.0)+DL( 17.0)= 37.0 PLF 0'- 0.0" TO 23- 0.0" V 6- 7=(-13498) 22 5-10-( O) 3046 BC LATERAL SUPPORT <= 12"OC. UON. ADDL: BC UNIF LL( 222.5)+DL( 267.0)= 489.4 PLF 1' 4.8" TO 17- 11.3" V 10- 6=( O) 1050 ADDL: BC UNIF LL+DL= 7.0 PLF 0'- 0.0" TO 231- 0.0" V ADDL: BC UNIF LL+DL= 7.0 PLF 0'- 0.0" TO 23- 0.0" V BEARING MAX VERT MAX HORS BRG REQUIRED BRG LENGTH ( 2 ) complete trusses required. LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) Attach 2 ply with 3"x.131 DIA GUN ADDL: BC CONC LL+DL= 2110.0 LBS @ 18'- 10. 5" 0'- 0.0" -82/ 6105V _1000/ 1000E 5.50" 3.26 DF ( 625) nails staggered: ADDL: BC CONC LL+DL= 311.0 LBS @ 20'- 11.3" 23'- 0.0" 0/ 6615V -1000/ 1000H 5.50" 3.53 DF ( 625) 9" oc in 1 row(s) throughout 2x4 top chords, ADDL: BC CONC LL+DL= 179.0 LBS @ 22- 11.3" 9" oc in 2 row(s) throughout 2x8 bottom chords, ERG @ 01- 0.0" 3.26 DF/ 5.02 HE/ 4.79 SPF 9" oc in 1 row(s) throughout 2x4 webs. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BAG @ 231- 0.0" 3.53 DF/ 5.44 HF/ 5.19 SPF REQUIREMENTS OF CBC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.148" @ 11- 6.0" Allowed = 0.736" MAX DL DEFL =-0.231" @ 11'- 6.0" Allowed = 1.104" MAX TL DEFL =-0.379" @ 111- 6.0" Allowed = 1.104" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)- 0.231" MAX HORIZ. LL DEFL = 0.029" @ 22- 6.5" MAX HORIZ. TL DEFL = 0.075" @ 221- 6.5" GND. 2: 1000.00 LBS SEISMIC LOAD. 11-06 11-06 Design conforms to main windforce-resisting 4-03-09 3-06-06 3-08-02 3-08-02 3-06-06 4-03-09 system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, 12 _ M-6x6 12 (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), 9 .00 l� Q 9 OO DOL=1.6, B=45ft, L=23ft, E=4ft, Gable/Hip, Common, 6.0" Truss designed for wind loads 4 in the plane of the truss only. M-3x6 M-3x7 kax CSI: TC:0.74 BC:0.70 Web:0.53 M-5x19 M-6x14 - 3. 3" � Design checked for a 300 lb concentrated top chord c' M-3xl2+ M-2x4 M-3x12+ M-2x4 live load per IBC 2018 due to maintenance workers rn 0 I M-3x6+ M-3x6+ which is non -concurrent with other live loads. A 1 8 9 10 7 < M-9x10 0.25" M-4x10 M-3xl2+ M-10x10(S) M-3x12+ M-3xl2+ M-3x10+ M-3xl2+ 6 i2110# i311# IJ179# 6-01-10 5-04-06 5-04-06 6-01-10 <PL: 10-00-12 23-00 JOB NAME: Andalusia at Coral Mountain - G35 Scale: 0.2413 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder antl erection contractor should be ativised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G35 2. 2.4 compression web bracing must be installed where shown 1. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2, Impact Imaging or lateral bracing required where shown ++ ,S D' K •� 2 •� 8 9 I I Q 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ' TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes trusses are to be used in a non-comosive environment, and are for "dry condition' of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full beading at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Q�(of ESSIO/V �,O OMING I F,y C 70068 * QP 9-30-2020 January 28,2020 This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TO: 2x4 DF #1&BTR BC: 2x4 DF #2 WEBS: 2x4 DF #2 TO LATERAL SUPPORT <= 12"OC. DON. BC LATERAL SUPPORT <= 12"OC. DON. LETINS: 2-00-00 2-00-00 ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 1 row(s) throughout 2x4 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. 0 I 0 I 1 o < TRUSS SPAN 23- 0.0" LOAD DURATION INCREASE - 1.25 (Non -Rep) SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF ADDL: TO UNIF LL+DL- 100.0 PLF 0'- 0.0" TO 231- 0.0" V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 11-06 11-06 1-11-02 3-09-14 5-09 5-09 5-09 12 12 4.00 1-- M-4x5 a 4.00 7-08 7-08 5-08-14 1-11-02 6 <PL: 10-00-12 23-00 JOB NAME: Andalusia at Coral Mountain - G36 Truss: G36 DATE: 1/28/2020 SEQ.: K7278921 TRANS ID: LINK WARNINGS: 1. Builder and emction contractor should be advised of all General Notes and Warnings before construction commences. 2. 2.4 cempression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTms has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations act forth by TPI/WTCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( -62) 60 1- 7-(0) 3690 1- 2=(-4284) 0 2- 3=(-4066) 0 7- S=(0) 2710 3- 7=( -654) 46 3- 4=(-3602) 0 S- 6=(0) 3690 7- 4=( 0) 814 4- 5=(-3602) 0 4- 8=( 0) 814 5- 9=(-4066) 0 8- 5=( -654) 46 9- 6=( -(52) 60 9- 6=(-4284) 0 BEARING MAX VERT MAX HORZ ERG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0 0/ 2162V -44/ 44H 5.50 1.15 DF ( 625) 23'- 0.0" 0/ 2162V 0/ OH 5.50" 1.15 DF ( 625) BRG @ 0'- 0.0" 1.15 DF/ 1.78 HF/ 1.70 SPF BRG @ 23- 0.0" 1.15 DF/ 1.78 HF/ 1.70 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.196" @ 11'- 6.0" Allowed = 0.736" MAX DL DEFL =-0.146" @ 11'- 6.0" Allowed = 1.104" MAX TL DEFL =-0.266" @ ll'- 6.0" Allowed = 1.104" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)- 0.146" MAX HORIZ. LL DEFL = 0.040" @ 22- 6.5" MAX HORIZ. TL DEFL = 0.053" @ 22- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=23ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. Max I- TC:0.92 BC:0.42 Web,0.24 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. Scale: 0.2486 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper moretion of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' oc. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(SC). 3. 2, Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes busses are to be used in anon-comoaiw environment, and are for "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of buss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) OQ 'OFESS10/yq� M1NG F 2y�0�c�cn C 70068 -EXP. 9-30-2020 January 28,2020 This design prepared from computer input by Spates Fabricators (SB) LUMBER SPECIFICATIONS TRUSS SPAN 16- 0.0" OND. 2: 100.00 PLF SEISMIC LOAD. TC: 2x4 IF #2 LOAD DURATION INCREASE = 1.25 BC: 2x4 DF #2 SPACED 24.0" O.C. Design conforms to main windforce-resisting WEBS: 2x4 DF #2 system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF Wind: 110 mph, h-15ft, TCDL=10.2,BCDL-4.2, ASCE 7-16, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 7.0 PSF (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), TOTAL LOAD = 44.0 PSF DOL=1.6, B=45ft, L=16ft, E=4ft, Gable/Hip, Common, End vertical(s) are exposed to wind, Staple or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads vertical members (uon). REQUIREMENTS OF CBC 2019 NOT BEING MET. in the plane of the truss only. Unbalanced live loads have been BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP considered for this design. AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. Note: Outlooker truss. Upper top chords require same material as structural top chord. Connect with M-3x5 min typical 36"oc (uon). ote:Truss design requires continuous bearing wall for entire span UON. Max CSI: TC:0.45 BC:0.11 Web:0.23 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. 8-00 8-00 Gable end truss on continuous bearing wall UON. 1-02-04 5-05-12 1-04 1-04 5-05-12 1-02-04 Refer to CompuTrus gable end detail for complete specifications. 12 4.00 F_ M-4x5 M-2x< 8 9 10 11 12 13 < M-3x6 M-3x5 M-3x5 M-3x5 M-3x5 M-3x6 1-04 5-04 2-08 5-04 1-04 <PL: 9-00-12 16-00 JOB NAME: Andalusia at Coral Mountain - G37 Scale: 0.3910 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder an erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G37 2. 2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the lop and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 1 / 2 8 / 2 0 2 0 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. K 7 2 7 8 9 2 2 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ' fastenere are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-comosive environment, TRANS I D • LINK design loads be applied to any component. and are for "dry condition" of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. 7. Design assumes adequate drainage is d. 8. This design is furnished subject to the limitations set forth by on truss, an 8. Plates shall be located on both faces of truss, and placed so their center TPI/WTCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L),E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) 2x4 Q�(of ESSIO/V �,O OMING I F,y y90 c� C 70068 January 28,2020 W This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TRUSS SPAN 16- 0.0" TC: 2x4 OF #2 LOAD DURATION INCREASE = 1.25 BC: 2x4 OF #2 SPACED 24.0" O.C. WEBS: 2x4 OF #2 LOADING TC LATERAL SUPPORT <= 12"OC. DON. LL( 20.0)+DL( 17.0) ON TOP CHORD - 37.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. M-2x4 t 4 6 < 8-00 8-00 4-00-14 3-11-02 3-11-02 4-00-14 12 12 4.00 1- M-4x5 a 4.00 A nrr 8-00 8-00 <PL:10-00-12 16-00 JOB NAME: Andalusia at Coral Mountain - G38 CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1-2=( -27) 97 6-7=(-134) 784 1-6=(-156) 33 4-8=(-969) 124 2-3=(-796) 123 7-8=(-108) 784 6-2=(-969) 124 8-5=(-156) 34 3-4=(-79(5) 123 2-7=(-147) 97 4-5=( -27) 97 7-3=( -7) 284 7-4=(-147) 97 BEARING MAX VERT MAX HORZ ERG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0- 0.0" 0/ 704V -62/ 62H 5.50" 0.75 DF ( 625) 161- 0.0" 0/ 704V 0/ OH 5.50" 0.75 DF ( 625) BRG @ 0' 0.0" 0.75 DF/ 1.16 HF/ 1.10 SPF ERG @ 16- 0.0" 0.75 DF/ 1.16 HF/ 1.10 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.015" @ 81- 0.0" Allowed = 0.503" MAX DL DEFL =-0.019" @ 81- 0.0" Allowed = 0.754" MAX TL DEFL =-0.034" @ 8 0.0" Allowed = 0.754" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)- 0.019" MAX HORIZ. LL DEFL = 0.008" @ 15- 8.5" MAX HORIZ. TL DEFL = 0.017" @ 151- 8.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (Al1 Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=16ft, E=4ft, Gable/Hip, Common, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. ax CSI: TC10.37 BC:0.58 Web:0.33 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. 2x4 Scale: 0.3285 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Suilderantl erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss : and Warnings before construction commences. building component. Applicability of design parameters and proper G38 2. 2.4 comprassion web bracing must be installed where shown 1. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2, Impact bridging or lateral bracing required where shown ++ ,S D' K 7 2 7 8 9 2 3 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. . TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for "dry condition' of use. 5. CompuTms has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTi us Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) OQ�OFESSIp/yq� M1NG F C 70068 *\ i J z 1 1* January 28,2020 This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TRUSS SPAN 15r- 4.5" TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.25 BC: 2x4 IF #2 SPACED 24.0" O.C. WEBS: 2x4 DF #2 LOADING TC LATERAL SUPPORT <= 12"OC. DON. LL( 20.0)+DL( 17.0) ON TOP CHORD - 37.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 7.0 PSF TOTAL LOAD = 44.0 PSF OVERHANGS: 0.0" 2.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2019 NOT BEING MET. Staple or equal at non-structural vertical members (uon). BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. ** For hanger specs. - See approved plans 7-10 7-06-08 12 4.00 1-- M-2x4 7-06-08 7-10 <PL: 10-00-12 15-04-08 0-02 JOB NAME: Andalusia at Coral Mountain - G39 CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1-2=(-2178) 1438 5-6=(-3752) 3793 5-1=(-1291) 774 7-3=(-427) 264 2-3=(-1078) 1062 6-7=(-2346) 3045 1-6=(-2312) 2982 3-4=( -14) 12 6-2=( -399) 493 2-7=(-1891) 1101 BEARING MAX VERT MAX HORZ ERG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0,0" -747/ 1331V -3844/ 3844H 5.50" 1.42 DF ( 625) 15r- 4.5" -742/ 1339V -3844/ 3844H 5.50" 1.43 DF ( 625) BRG @ 0' 0.0" 1.42 DF/ 2.19 HF/ 2.09 SPF BRG @ 15- 4.5" 1.43 DF/ 2.20 HF/ 2.10 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.017" @ 71- 9.4" Allowed = 0.482" MAX DL DEFL =-0.021" @ 71- 8.2" Allowed = 0.723" MAX TL DEFL =-0.037" @ 7 9.4" Allowed = 0.723" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)- 0.083" MAX HORIZ. LL DEFL = 0.054" @ 15r- 1.0" MAX HORIZ. TL DEFL = 0.058" @ 15r- 1.0" OND. 2: 250.00 PLF SEISMIC LOAD. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=15ft, E=4ft, Gable/Hip, Common, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. ax CSI: TC:0.80 BC:0.72 Web:0.55 io M-2.5x4 or equal at non-structural diagonal inlets. 0 Design checked for a 300 lb concentrated top chord o live load per IBC 2018 due to maintenance workers io which is non -concurrent with other live loads. Truss designed for 4x2 outlookers. 2x4 let -ins 3x6+ of the same size and grade as structural top chord. Insure tight fit at each end of let -in. Outlookers must be cut with care and are permissible at inlet board areas only. Scale: 0.3086 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder antlerec!ion contractor shoultl be ativised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss : and Warnings before construction commences. building component. Applicability of design parameters and proper G39 2. 2.4 compression web bracing must be installed where shown 1. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2, Impact Imaging or lateral bracing required where shown ++ ,S D' K 7 2 7 8 9 2 4 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. . TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes trusses are to be used in a non-comosive environment, and are for "dry condition' of use. 5. CompuTms has no control over and assumes no responsibility for the 6. Design assumes full beading at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) OQ�OFESSIp/yq� M1NG F C 70068 *\ r J z 1 1* January 28,2020 This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TC: 2x9 DF #2 BC: 2x9 DF #1&BTR WEBS: 2x9 DF #2; 2x9 IF 210OF A TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. OVERHANGS: 29.1" 2.0" Unbalanced live loads have been considered for this design. - For hanger specs. - See approved plans TRUSS SPAN 15r- 4.5" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING it( 20.0)+DL( 17.0) ON TOP CHORD - 37.0 PSF DL ON BOTTOM CHORD - 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 7-00-08 5-03-08 3-00-08 12 400 I--- M-2x4 C-2.5x3.4 6-10-12 5-01-12 2-04 <PL:10-00-12 15-04-08 JOB NAME: Andalusia at Coral Mountain - G40 CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( 0) 82 7- 8=(-304) 275 7- 2=(-798) 152 4-11=(-716) 110 2- 3=(-758) 60 8-10=(-169) 662 2- 8=( 0) 613 11- 5=(-163) 60 3- 4=(-164) 120 10-11=(-106) 335 8- 3=(-192) 67 4- 5=(-122) 106 3- 9=(-646) 124 5- 6=( -13) 0 10- 9=( 0) 221 9- 4=( 0) 221 BEARING MAX VERT MAX HORZ BRG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0- 0.0" -10/ 873V -71/ 212H 5.50" 0.93 DF ( 625) 15- 4.5" 0/ 684V 0/ OH 5.50" 0.73 DF ( 625) ERG @ 01- 0.0" 0.93 DF/ 1.44 HE/ 1.37 SPF ERG @ 15r- 4.5" 0.73 DF/ 1.13 HF/ 1.07 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL - 0.219" @ 6' 11.9" Allowed - 0.482" MAX DL DEFL =-0.247" @ 6' 11.9" Allowed = 0.723" MAX TL DEFL =-0.464" @ 6' 11.9" Allowed = 0.723" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.247" MAX HORIZ. LL DEFL =-0.007" @ 15- 1.0" MAX HORIZ. TL DEFL 0.008" @ 15- 1.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=15ft, E=4ft, Gable/Hip, Common, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. ax CST: TC:0.99 BC:0.78 Web:0.99 0 I Design checked for a 300 lb concentrated top chord ro live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. L 3-04 L� 0-02 Scale: 0.2964 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder antlerec!ion contractor shoultl be ativised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G40 2. 2.4 compression web bracing must be installed where shown 1. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2. Impact Imaging or lateral bracing required where shown ++ ,S D' K 7 2 7 8 9 2 5 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. . TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes trusses are to be used in a non-comosive environment, and are for "dry condition' of use. 5. CompuTms has no control over and assumes no responsibility for the 6. Design assumes full beading at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Q�pF ESSIp/yq� ��o OM1NG 2,y F�c C 70068 * EXP.9-302020 January 28,2020 This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TRUSS SPAN 15- 4.5" TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.25 (Non -Rep) BC: 2x4 DF #2 SPACED 28.2" O.C. WEBS: 2x4 DF #2 LOADING TC MAX PURLIN SPACING 96.6243110C. DON. it( 20.0)+DL( 17.0) ON TOP CHORD - 37.0 PSF BC MAX PURLIN SPACING 120"OC. UON. DL ON BOTTOM CHORD - 7.0 PSF TOTAL LOAD = 44.0 PSF OVERHANGS: 29.1" 2.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2019 NOT BEING MET. Unbalanced live loads have been considered for this design. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. ** For hanger specs. - See approved plans 0 ob 7-00-08 5-01-12 3-02-04 12 6-10-12 5-01-12 2-04 <PL:10-00-12 15-04-08 JOB NAME: Andalusia at Coral Mountain - G41 CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( 0) 97 7- 8=(-358) 325 7- 2=( -979) 183 10- 5=( -773) 155 2- 3=(-1039) 84 8- 9=(-225) 917 2- 8=( 0) 870 10-11=(-135(5) 237 3- 4=( -288) 599 9-11=(-224) 909 8- 3=( -65) 143 5-11=( -122) 331 4- 5=( -223) 575 3-10=(-1379) 269 5- 6=( -22) 0 4-10=( -377) 81 9-10=( 0) 180 BEARING MAX VERT MAX HORS ERG REQUIRED BAG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0" -11/ 1027V -84/ 249H 5.50" 1.10 DF ( 625) 15- 4.5" 0/ 806V 0/ OH 5.50" 0.86 DF ( 625) ERG @ 01- 0.0" 1.10 DF/ 1.69 HF/ 1.61 SPF ERG @ 15- 4.5" 0.86 DF/ 1.33 HF/ 1.26 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.080" @ -2'- 4.6" Allowed = 0.162" MAX DL DEFL =-0.052" @ -2'- 4.6" Allowed = 0.243" MAX TL DEFL =-0.083" @ -2'- 4.6" Allowed = 0.243" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.052" MAX HORIZ. LL DEFL =-0.010" @ 15- 1.0" MAX HORIZ. TL DEFL = 0.012" @ 15- 1.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=15ft, E=4ft, Gable/Hip, Common, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. ax CSI: TC:1.00 BC:0.64 Web:0.60 a Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers r which is non -concurrent with other live loads. Lfl L 3-04 L� 0-02 Scale: 0.2964 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder antlerec!ion contractor shoultl be ativised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G4 1 2. 2.4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2, Impact Imaging or lateral bracing required where shown ++ ,S D' K 7 2 7 8 9 2 6 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. . TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes trusses are to be used in a non-comosive environment, and are for "dry condition' of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full beading at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) OQ�OFESSIp/yq� M1NG F C 70068 January 28,2020 This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TC: 2x4 DF #1&BTR BC: 2x4 IF #2 WEBS: 2x4 DF #2 TC LATERAL SUPPORT <= 12"OC. DON. BC LATERAL SUPPORT <= 12"OC. UON. OVERHANGS: 0.0" 2.0" ** For hanger specs. - See approved plans 0 0 o M-3x c 0 5 < TRUSS SPAN 15- 4.5" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING it( 20.0)+DL( 17.0) ON TOP CHORD - 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1-2=(-912) 92 5-6=(-307) 269 5-1=(-628) 79 7-3=(-316) 90 2-3=(-155) 127 6-7=(-177) 801 1-6=( -29) 763 3-4=( -13) 0 6-2=( 0) 214 2-7=(-907) 138 BEARING MAX VERT MAX HORZ ERG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0,0" 0/ 670V -75/ 200H 5.50" 0.71 DF ( 625) 15r- 4.5" 0/ 697V 0/ OH 5.50" 0.74 DF ( 625) BRG @ 0- 0.0" 0.71 DF/ 1.10 HF/ 1.05 SPF BRG @ 15- 4.5" 0.74 DF/ 1.15 HF/ 1.09 SPF 7-10 7-06-08 12 a on I--- M-2x4 7-06-08 7-10 <PL: 10-00-12 15-04-08 JOB NAME: Andalusia at Coral Mountain - G42 l0 0 I 0 0-02 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.017" @ 71- 9.4" Allowed = 0.482" MAX DL DEFL =-0.021" @ 71- 8.2" Allowed = 0.723" MAX TL DEFL =-0.037" @ 7 9.4" Allowed = 0.723" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)- 0.021" MAX HORIZ. LL DEFL =-0.008" @ 15r- 1.0" MAX HORIZ. TL DEFL = 0.010" @ 15r- 1.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=15ft, E=4ft, Gable/Hip, Common, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Scale: 0.3198 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Suilderantl erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G42 2. 2.4 comprassion web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2, Impact bridging or lateral bracing required where shown ++ S D' K 7 2 7 8 9 2 % 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. . TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for "dry condition' of use. 5. CompuTms has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTi us Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) ax CSI: TC:0.80 BC:0.56 Web:0.32 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. Q�pFESS10�yq! C 70068 * \ • �) ","I / * January 28,2020 This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TC: 2x4 DF #1&BTR BC: 2x4 IF #2 WEBS: 2x4 DF #2 TC LATERAL SUPPORT <= 12"OC. DON. BC LATERAL SUPPORT <= 12"OC. DON. OVERHANGS: 29.1" 2.0" ** For hanger specs. - See approved plans TRUSS SPAN 15- 4.5" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD - 37.0 PSF DL ON BOTTOM CHORD - 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 7-10 7-06-08 12 4.00 I--- M-2x4 7-06-08 7-10 2-04 <PL:10-00-12 15-04-08 JOB NAME: Andalusia at Coral Mountain - G42A 0-02 CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1-2=( 0) 82 5-7=(-305) 277 6-2=(-832) 158 2-3=(-912) 83 7-8=(-191) 801 2-7=( 0) 763 3-4=(-154) 128 7-3=( 0) 214 4-5=( -13) 0 3-8=(-906) 154 8-4=(-316) 87 BEARING MAX VERT MAX HORZ BRG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0- 0.0" -10/ 873V -71/ 212H 5.50" 0.93 DF ( 625) 15- 4.5" 0/ 684V 0/ OH 5.50" 0.73 DF ( 625) BRG @ 0'- 0.0" 0.93 DF/ 1.44 HF/ 1.37 SPF ERG @ 15- 4.5" 0.73 DF/ 1.13 HE/ 1.07 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.068" @ -21- 4.6" Allowed = 0.162" MAX DL DEFL = -0.044" @ -21- 4.6" Allowed = 0.243" MAX TL DEFL = -0.071" @ -2'- 4.6" Allowed = 0.243" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)- 0.044" MAX HORIZ. LL DEFL =-0.008" @ 15- 1.0" MAX HORIZ. TL DEFL = 0.010" @ 15- 1.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=15ft, E=4ft, Gable/Hip, Common, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. ax CSI: TC10.80 BC:0.56 Web:0.32 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers o which is non -concurrent with other live loads. r m Scale: 0.2964 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Suilderantl erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G42A 2. 2.4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2, Impact bridging or lateral bracing required where shown ++ .S D' K 7 2 7 8 9 2 $ 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ' TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes busses are to be used in a non -corrosive environment, and are for "dry condition' of use. 5. CompuTms has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of buss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Q�(of ESSIO/V �,O OMING I F,y C 70068 January 28,2020 LUMBER SPECIFICATIONS TC: 2x4 IF #2 BC: 2x4 DF #2 WEBS: 2x4 DF #2 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. LETINS: 1-06-00 0-00-00 Staple or equal at non-structural vertical members (non). Unbalanced live loads have been considered for this design. 1 <-M-6a6 M-3x5 M-3x5 M-3x4 TRUSS SPAN 81- 11.5" LOAD DURATION INCREASE - 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF ADDL: BC UNIF LL+DL= 20.0 PLF 0'- 0.0" TO 8' 11.5" V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CSC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 3-11-08 5-00 1-05-04 1-02-04 1-04 1-04 3-08 12 4.00 t-- <PL: 9-00-12 5-03-08 3-08 8-11-08 This design prepared from computer input by Spates Fabricators (SB) OND. 2: 240.00 PLF SEISMIC LOAD. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=9ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. JOB NAME: Andalusia at Coral Mountain - G43 Scale: 0.5356 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder an erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G43 2. 2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the lop and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 1 / 2 8 / 2 0 2 O the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. K 7 2 7 8 9 2 9 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ' fastenere are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-comosive environment, TRANS I D • LINK design loads be applied to any component. and are for "dry condition" of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. 7. Design assumes adequate drainage is d. 8. This design is furnished subject to the limitations set forth by on truss, an 8. Plates shall be located on both faces of truss, and placed so their center TPI/WTCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L),E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Note: Outlooker truss. Upper top chords require same material as structural top chord. Connect with M-3x5 min typical 36"oc (uon). ote:Truss design requires continuous bearing wall for entire span UON. Max CSI: TC:0.37 BC:0.16 Web:0.19 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. Gable end truss on continuous bearing wall UON. Refer to CompuTrus gable end detail for complete specifications. OQ ,OFESSlp�yq� 0I G F O 2y�°�c?n C 70068 * EXP.9-W2020 January 28,2020 This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TC: 2x4 OF #2 BC: 2x4 IF #2 WEBS: 2x4 OF #2; 2x4 OF #1&BTR A; 2x8 IF 225OF B TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. Unbalanced live loads have been considered for this design. < TRUSS SPAN 8 11.5" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING it( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF ADDL: BC UNIF LL+DL= 20.0 PLF 0'- 0.0" TO 8 11.5" V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CST 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 3-11-08 5-00 I 'I 3-11-08 3-09-12 1-02-04 12 12 4.00 1-- a 4.00 M-4x5 a 0" 3-11-08 3-09-12 7-11 1-00-08 <PL: 15-08-12 8-11-08 JOB NAME: Andalusia at Coral Mountain - G44 0 J CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1-2=(-357) 129 1-5=(-65) 263 5-2=( -13) 84 2-3=(-401) 148 5-6=(-70) 324 6-3=(-381) 142 3-4=(-120) 45 6-4=(-41) 117 BEARING MAX VERT MAX HORZ ERG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0- 0,0" 0/ 441V -16/ 13K 5.50" 0.47 OF ( 625) 7 11.0" 0/ 532V 0/ OR 5.50" 0.53 OF ( 625) BRG @ 0- 0.0" 0.47 DF/ 0.73 HF/ 0.69 SPF BRG @ 7' 11.0" 0.53 DF/ 0.82 HF/ 0.78 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.046" @ 31- 11.5" Allowed = 0.233" MAX DL DEFL =-0.045" @ 31- 11.5" Allowed = 0.350" MAX TL DEFL =-0.082" @ 3 11.5" Allowed = 0.350" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)- 0.045" MAX HORIZ. LL DEFL = 0.002" @ 7 9.3" MAX HORIZ. TL DEFL = 0.003" @ 7 9.3" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=16.9ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=9ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. ax CSI: TC10.64 BC:0.32 Web:0.28 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. Scale: 0.4731 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder antlerec!ion contractor shoultl be ativised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G44 2. 2.4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2, Impact Imaging or lateral bracing required where shown ++ ,S D' K 7 2 7 8 9 3 0 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. . TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes trusses are to be used in a non-comosive environment, and are for "dry condition' of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full beading at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) -9�OFESslp/yq� 0I G F D Iti9 ycm C 70068 *\ ac1�/ T January 28,2020 LUMBER SPECIFICATIONS TC: 2x4 DF #1&BTR; 2x4 DF #2 T2 BC: 2x6 DF SS WEBS: 2x4 DF #2; 2x4 DF #1&BTR A TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. NOTE: 2x4 BRACING AT 20"OC DON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED ( 3 ) complete trusses required. Attach 3 ply with 3"x.131 DIA GUN nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. 23-11-08 HIP SETBACK 6-01-00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TC UNIF LL( 40.0)+DL( 34.0)= 74.0 PLF 0' 0.0" TO 6' 1.0" V TC UNIF LL( 80.8)+DL( 68.7)- 149.5 PLF 6' 1.0" TO 17- 10.5" V TC UNIF LL( 40.0)+DL( 34.0)= 74.0 PLF 17- 10.5" TO 23- 11.5" V BC UNIF LL( 0.0)+DL( 28.3)= 28.3 PLF 0' 0.0" TO 23- 11.5" V ADDL: BC UNIF LL( 190.9)+DL( 229.1)= 420.1 PLF 0' 0.0" TO 22- 9.8" V TC CONC LL( 206.2)+DL( 175.2)= 381.4 LBS @ 6' 1.0" TC CONC LL( 206.2)+DL( 175.2)= 381.4 LBS @ 17- 10.5" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. This design prepared from computer input by Spates Fabricators (SE) CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=(-15555) 0 1- 7=(0) 14448 7- 2=( 0) 4803 10- 5=(0) 4779 2- 3=(-14448) 0 7- 8=(0) 19419 7- 3=(-5547) 36 3- 4=(-19677) 0 8- 9=(0) 19746 3- 8=( 0) 1797 4- 5=(-14388) 0 9-10=(0) 19746 8- 4=( -252) 171 5- 6=(-15489) 0 10- 6-(0) 14388 9- 4=( 0) 1860 4-10=(-5940) 24 BEARING MAX VERT MAX HORS BRG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0- 0.0" 0/ 7080V -1000/ 1000H 5.50" 2.52 IF ( 625) 231- 11.5" 0/ 6608V -1000/ 1000H 5.50" 2.35 DF ( 625) ERG @ 01- 0.0" 2.52 DF/ 3.88 HE/ 3.70 SPF ERG @ 231- 11.5" 2.35 DF/ 3.63 HE/ 3.45 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL --0.233" @ 9' 11.6" Allowed - 0.768" MAX DL DEFL =-0.278" @ 9' 11.6" Allowed = 1.152" MAX TL DEFL =-0.512" @ 9' 11.6" Allowed = 1.152" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.279" MAX HORIZ. LL DEFL = 0.046" @ 231- 6.0" MAX HORIZ. TL DEFL 0.102" @ 231- 6.0" GND. 2: 1000.00 LBS SEISMIC LOAD. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=24ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. 6-00-11 11-10-02 f 6-00-11 ax CSI: TC:0.90 BC:0.69 Web:0.66 6-00-11 3-07-06 4-05-09 3-09-02 6-00-11 Design checked for a 300 lb concentrated top chord 381.40# 381.40# live load per IBC 2018 due to maintenance workers 12 12 which is non -concurrent with other live loads. 4.00 a 4.00 M-7x10 M-7x10 M-3x7 M-3x12 N - - O ro M-7x10 M-6x10 N 1 7 8 9 10 6 < M-4x6 0.25rr M-2x4 M-4x6 -�.n o-lwxlw tot 5-07-12 4-03-13 4-02-01 4-02-01 5-07-12 <PL: 10-00-12 23-11-08 JOB NAME: Andalusia at Coral Mountain - G45 Scale: 0.2476 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder antlerec!ion contractor shoultl be ativised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G45 2. 2.4 compression web bracing must be installed where shown 1. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the lop and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2, Impact bridging or lateral bracing required where shown ++ ,S D' K 7 2 7 8 9 31 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. . TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes trusses are to be used in a non-comosive environment, and are for "dry condition' of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Q�(of ESSIO/V �,O OMING I F,y C 70068 January 28,2020 LUMBER SPECIFICATIONS TO: 2x4 OF #2 BC: 2x4 DF #2 WEBS: 2x4 DF #2 TO LATERAL SUPPORT <= 12"OC. DON. BC LATERAL SUPPORT <= 12"OC. DON. NOTE: 2x4 BRACING AT 24"OC DON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LETINS: 2-00-00 2-00-00 16-00-00 HIP SETBACK 2-10-14 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TO UNIF LL( 40.0)+DL( 34.0)= 74.0 PLF 0'- 0.0" TO 2'- 10.9" V TO UNIF LL( 49.1)+DL( 41.7)= 90.8 PLF 2'- 10.9" TO 13- 1.1" V TC UNIF LL( 40.0)+DL( 34.0)= 74.0 PLF 13- 1.1" TO 16- 0.0" V BC UNIF LL( 0.0)+DL( 17.2)= 17.2 PLF 0'- 0.0" TO 16- 0.0" V TO CONC LL( 36.9)+DL( 31.4)= 68.3 LBS @ 2'- 10.9" TO CONC LL( 36.9)+DL( 31.4)= 68.3 LBS @ 13- 1.1" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. This design prepared from computer input by Spates Fabricators (SB) CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( -28) 65 1- 8=(-171) 1420 1- 2=(-1656) 198 12- 7=(-1660) 200 2- 3=(-1478) 198 8- 9=(-460) 2901 8- 3=( -49) 459 3- 4=(-1420) 191 9-10=(-462) 2939 8- 4=(-1543) 301 4- 5=(-2922) 470 10-11=(-462) 2939 4- 9=( -6) 154 5- 6=(-1423) 193 11- 7=(-172) 1423 9- 5=( -280) 264 6-12=(-1481) 200 10- 5=( 0) 137 12- 7=( -28) 65 5-11=(-1575) 301 11- 6=( -48) 455 BEARING MAX VERT MAX HORZ BRG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0" -90/ 883V -8/ 8H 5.50" 0.94 DF ( 625) 16- 0.0" -90/ 883V 0/ OH 5.50" 0.94 OF ( 625) BRG @ 0'- 0.0" 0.94 DF/ 1.45 HF/ 1.39 SPF BRG @ 16- 0.0" 0.94 DF/ 1.45 HF/ 1.39 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.132" @ 6'- 3.0" Allowed 0.503" MAX DL DEFL =-0.150" @ 6'- 3.0" Allowed = 0.754" MAX TL DEFL =-0.275" @ 61- 3.0" Allowed = 0.754" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.150" MAX HORIZ. LL DEFL =-0.026" @ 15- 6.5" MAX HORIZ. TL DEFL 0.054" @ 15- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 2-10-09 10-02-14 2-10-09 Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), 1-11-02 0-11-07 3-01 3-11-03 3-07-11 2-05-10 DOL=1.6, B=45ft, L=16ft, E=4ft, Gable/Hip, Common, 68.30# 68.30# Truss designed for wind loads 12 12 n the plane of the truss only. 4.00 7-- 4 4.00 Max CSI: TC:0.66 BC:0.67 Web:0.37 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers M-4x6 M-4x6 which is non -concurrent with other live loads. 2-05-10 3-09-07 3-07-11 3-07-11 0-06-08 1-11-02 <PL:10-00-12 16-00 JOB NAME: Andalusia at Coral Mountain - G46 Truss: 4 G 6 DATE: 1/28/2020 SEQ.: K7278932 TRANS ID: LINK WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fastenere are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L),E Scale: 0.3497 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper corporation of component is the responsibility of the building designer. 2. Design assumes the lop and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathmg(TC) and/or drywan(BC). 3. 2z Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-comosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) OQ�,OESSlp�yq� MING F 2y�0 C 70068 * EXP. 9-30-2029 .OF CALIF�� January 28,2020 LUMBER SPECIFICATIONS TO: 2x4 OF #2 BC: 2x4 DF #2 WEBS: 2x4 DF #2 TO LATERAL SUPPORT <= 12"OC. DON. BC LATERAL SUPPORT <= 12"OC. DON. NOTE: 2x4 BRACING AT 24"OC DON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LETINS: 3-00-00 3-00-00 3-10-03 2-10-08 0-11 12 4.00 1:- M-4X6 17-00-00 HIP SETBACK 3-10-08 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TO UNIF LL( 40.0)+DL( 34.0)= 74.0 PLF 0'- 0.0" TO 3' 10.5" V TO UNIF LL( 58.8)+DL( 49.9)= 108.7 PLF 3'- 10.5" TO 131- 1.5" V TC UNIF LL( 40.0)+DL( 34.0)= 74.0 PLF 131- 1.5" TO 17- 0.0" V BC UNIF LL( 0.0)+DL( 20.6)= 20.6 PLF 0'- 0.0" TO 17- 0.0" V TO CONC LL( 74.3)+DL( 63.1)= 137.4 LBS @ 3'- 10.5" TO CONC LL( 74.3)+DL( 63.1)= 137.4 LBS @ 13- 1.5" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. This design prepared from computer input by Spates Fabricators (SB) CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( -58) 75 1- 8=(-156) 1984 1- 2=(-2261) 179 12- 7=(-2262) 180 2- 3=(-2057) 191 8- 9=(-341) 3157 8- 3=( -32) 537 3- 4=(-1984) 185 9-10=(-343) 3193 8- 4=(-1274) 200 4- 5=(-3177) 362 10-11=(-343) 3193 4- 9=( -3) 170 5- 6=(-1985) 186 11- 7=(-157) 1985 9- 5=( -230) 213 6-12=(-2058) 192 10- 5=( 0) 139 12- 7=( -57) 75 5-11=(-1303) 200 11- 6=( -30) 530 BEARING MAX VERT MAX HORZ BRG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0" -67/ 1102V -12/ 12H 5.50" 1.18 DF ( 625) 17- 0.0" -67/ 1102V 0/ OH 5.50" 1.18 OF ( 625) ERG @ 0- 0.0" 1.18 DF/ 1.81 HF/ 1.73 SPF ERG @ 17- 0.0" 1.18 DF/ 1.81 HF/ 1.73 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.128" @ 6' 10.9" Allowed 0.536" MAX DL DEFL =-0.153" @ 6' 10.9" Allowed = 0.804" MAX TL DEFL =-0.280" @ 61- 10.9" Allowed = 0.804" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.153" MAX HORIZ. LL DEFL = 0.029" @ 16- 6.5" MAX HORIZ. TL DEFL 0.063" @ 16- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 9-03-10 3-10-03 Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=17ft, E=4ft, Gable/Hip, Common, 2-09-04 3-07-07 3-03-15 3-05-04 Truss designed for wind loads 40# 13 .40# in the plane of the truss only. 12 4 4.00 Max CSI: TC:0.95 BC:0.71 Web:0.35 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers M-4X6 which is non -concurrent with other live loads. M-3x5 M-ixl D ..-.� 3-05-04 3-05-11 3-03-15 3-03-15 0-06-12 2-10-08 <PL:10-00-12 17-00 JOB NAME: Andalusia at Coral Mountain - G47 Scale: 0.3337 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G473. 2. 2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. Adtlitional temporary bracing to insure stability tluring construction 2. Design assumes the lop and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 1 / 2 8 / 2 0 2 O the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown + + SEQ. K 7 2 7 8 9 3 3 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ' fastenere are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-comosive environment, TRANS I D • LINK design loads be applied to any component. and are for "dry condition" of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. 7. Design assumes adequate drainage is d. 8. This design is furnished subject to the limitations set forth by on truss, an 8. Plates shall be located on both faces of truss, and placed so their center TPI/WTCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CofnpuTrus Software 7.7.0-SP2(1 L),E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Q�pFESSIO/V pMIN G Zy F.yc 90 C 70068 *\ 4 •Y""/ ! /* January 28,2020 LUMBER SPECIFICATIONS TC: 2x4 DF #2 BC: 2x4 DF #2 WEBS: 2x4 OF #2 TO LATERAL SUPPORT 24"OC. DON. BC LATERAL SUPPORT <= 12"OC. UON. NOTE: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED 11-11-00 MONO HIP SETBACK 4-00-08 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TO UNIF it( 40.0)+DL( 34.0)= 74.0 ELF 0'- 0.0" TO 9'- 0.5" V TO UNIF it( 60.4)+DL( 51.4)= 111.8 PLF 4'- 0.5" TO 11- 11.0" V BC UNIF LL( 0.0)+DL( 21.1)= 21.1 PLF 0'- 0.0" TO 11- 11.0" V TO CONC LL( 82.0)+DL( 69.7)= 151.6 LBS @ 4'- 0.5" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. This design prepared from computer input by Spates Fabricators (SE) CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1-2=( -199) 89 1-5=( -74) 1305 1-2=(-1320) 73 3-7=(-1689) 199 2-3=(-1305) 103 5-6=(-168) 1573 5-2=( 0) 214 7-4=( -201) 57 3-4=( -18) 31 6-7=(-168) 1573 5-3=( -321) 99 6-3=( 0) 178 BEARING MAX VERT MAX HORS ERG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0,0" -26/ 776V -16/ 43H 5.50" 0.83 DF ( 625) 11'- 11.01, -100/ 807V 0/ OH 5.50" 0.86 DF ( 625) BRG @ 0- 0.0" 0.83 DF/ 1.28 HF/ 1.22 SPF BRG @ 11- 11.0" 0.86 DF/ 1.33 HF/ 1.27 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.038" @ 41- 0.5" Allowed = 0.367" MAX DL DEFL =-0.041" @ 71- 7.4" Allowed = 0.550" MAX TL DEFL =-0.079" @ 4 0.5" Allowed = 0.550" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)- 0.041" MAX HORIZ. LL DEFL = 0.011" @ 11- 7.5" MAX HORIZ. TL DEFL = 0.024" @ 11r- 7.5" 4-00-03 7-10-13 Design conforms to main windforce-resisting 3-03-12 4-03-10 4-03-10 system and components and cladding criteria. 12 151.60# Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, 4.00 (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS (Dir), DOL=1.6, B=45ft, L=12ft, E=4ft, Gable/Hip, Common, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-4x12 nn- n nn-o., 3-07-04 4-00-02 4-03-10 <PL:10-00-12 11-11 JOB NAME: Andalusia at Coral Mountain - G48 Truss: G48 DATE: 1/28/2020 SEQ.: K7278934 TRANS ID: LINK WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2.4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTms has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations act forth by TPI/WTCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E Scale: 0.4567 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper comoretion of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). 3. 2, Impact Imaging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes busses are to be used in anon -ohm e1w environment, and are for "dry condition' of use. 6. Design assumes full beading at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of buss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) ax CSI: TC:0.49 BC:0.38 Web:0.99 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. 0 I m 0 Q OESSIONq� (30 C 70068 * EXP.9-30-2020 CIVIL FCAUF�� January 28,2020 This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TRUSS SPAN 15- 4.5" TC: 2x4 DF #1&BTR; LOAD DURATION INCREASE = 1.25 2x4 IF #2 Tl SPACED 24.0" O.C. BC: 2x4 DF #2 WEBS: 2x4 IF #2 LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD - 37.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 7.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 44.0 PSF OVERHANGS: 29.1" 2.0" ADDL: TC UNIF LL+DL= 96.0 PLF 1'- 0.0" TO 4'- 0.0" V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Staple or equal at non-structural REQUIREMENTS OF CDC 2019 NOT BEING MET. vertical members (con). BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 0 0 o 4-01-05 3-08-11 7-06-08 12 4.00 1--- M-2x4 7-06-08 7-10 2-04 <PL:10-00-12 15-04-08 0-02 JOB NAME: Andalusia at Coral Mountain - G49 CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1-2=( 0) 75 7-8=(-1755) 2734 2-7=( -476) 132 2-3=( -546) 635 8-9=(-2298) 3086 7-3=(-2812) 1584 3-4=(-1(588) 833 3-8=(-1179) 969 4-5=(-1075) 1066 8-4=( -499) 828 5-6=( -14) 12 4-9=(-1971) 1079 9-5=( -439) 258 BEARING MAX VERT MAX HORZ BRG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0- 0.0" -599/ 1602V -3844/ 3844H 5.50" 1.71 DF ( 625) 15- 4.5" -726/ 1390V -3844/ 3844E 5.50" 1.48 DF ( 625) ERG @ 01- 0.0" 1.71 DF/ 2.64 HE/ 2.51 SPF ERG @ 15- 4.5" 1.48 DF/ 2.29 HF/ 2.18 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL --0.072" @ -2'- 4.6" Allowed - 0.162" MAX DL DEFL =-0.032" @ -2'- 4.6" Allowed = 0.243" MAX TL DEFL =-0.072" @ -2'- 4.6" Allowed = 0.243" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.032" MAX HORIZ. LL DEFL = 0.046" @ 01- 3.5" MAX HORIZ. TL DEFL-0.057" @ 01- 3.5" OND. 2: 250.00 PLF SEISMIC LOAD. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=15ft, E=4ft, Gable/Hip, Common, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. ax CSI: TC:0.92 BC:0.57 Web:0.96 0 M-2.5x4 or equal at non-structural diagonal inlets. I r Design checked for a 300 lb concentrated top chord of live load per IBC 2018 due to maintenance workers 1O which is non -concurrent with other live loads. 6+ Truss designed for 4x2 outlookers. 2x4 let -ins of the same size and grade as structural top chord. Insure tight fit at each end of let -in. Outlookers must be cut with care and are permissible at inlet board areas only. Scale: 0.2842 WARNINGS: GENERAL NOTES, unless otherwise noted: Truss: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper DATE: G49 1 / 2 8 / 2 020 2. 2.4 comprassion web bracing must be installed where shown+, 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). 3. 2, Impact bridging or lateral bracing required where shown ++ ,S D' 4 ' TRANS K 7 2 7 8 9 3 5 I D • LINK 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is famished subject to the limitations set forth by 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. ]. Design assumes adequate drainage is provided. 8. Plates shall be located on both laces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Q�Of ESS10�yq� o (30 N G Iy Fyc 90 C 70068 * : P.9-30-2020 January 28,2020 This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TRUSS SPAN 15- 4.5" TC: 2x9 IF #2 LOAD DURATION INCREASE = 1.25 BC: 2x9 DF #2 SPACED 24.0" O.C. WEBS: 2x4 DF #2 LOADING TC LATERAL SUPPORT <= 12"OC. DON. LL( 20.0)+DL( 17.0) ON TOP CHORD - 37.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 7.0 PSF TOTAL LOAD = 44.0 PSF OVERHANGS: 29.1" 2.0" ADDL: TC UNIF LL+DL= 96.0 PLF 1'- 0.0" TO 4'- 0.0" V ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CDC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 5-02-11 4-11-03 5-02-11 12 400 I--- M-2x4 7-08-04 7-08-04 2-04 <PL:10-00-12 15-04-08 JOB NAME: Andalusia at Coral Mountain - G50 0-02 CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1-2=( 0) 75 7-8=(-170) 977 2-7=( -505) 114 2-3=( 0) 189 8-9=(-128) 547 7-3=(-1189) 0 3-4=(-861) 36 3-8=( -352) 78 4-5=(-121) 116 8-4=( 0) 506 5-6=( -13) 0 4-9=( -746) 100 9-5=( -280) 76 BEARING MAX VERT MAX HORZ BRG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0 0/ 1128V -70/ 211H 5.50 1.20 DF ( 625) 15'- 4.5" 0/ 723V 0/ OH 5.50" 0.77 DF ( 625) ERG @ 01- 0.0" 1.20 DF/ 1.86 HE/ 1.77 SPF ERG @ 15- 4.5" 0.77 DF/ 1.19 HE/ 1.13 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL --0.072" @ -2'- 4.6" Allowed - 0.162" MAX DL DEFL =-0.032" @ -2'- 4.6" Allowed = 0.243" MAX TL DEFL =-0.072" @ -2'- 4.6" Allowed = 0.243" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.032" MAX HORIZ. LL DEFL =-0.008" @ 15- 1.0" MAX HORIZ. TL DEFL 0.016" @ 15- 1.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=15ft, E=4ft, Gable/Hip, Common, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. ax CSI: TC:0.98 BC:0.57 Web:0.69 Design checked for a 300 lb concentrated top chord o live load per IBC 2018 due to maintenance workers r which is non -concurrent with other live loads. 0 Scale: 0.2964 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder antlerec!ion contractor shoultl be ativised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G50 2. 2.4 compression web bracing must be installed where shown 1. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2, Impact Imaging or lateral bracing required where shown ++ ,S D' K 7 2 7 8 9 3 6 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ' TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes trusses are to be used in a non-comosive environment, and are for "dry condition' of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full beading at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) OQ�pFESSIp/yq� 0I G F D 2ti9 �cm C 70068 January 28,2020 LUMBER SPECIFICATIONS TC: 2x4 OF #2 BC: 2x4 DF #2 WEBS: 2x4 DF #2 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. Staple or equal at non-structural vertical members (uon). Unbalanced live loads have been considered for this design. 3-10-04 TRUSS SPAN 19- 0.0" LOAD DURATION INCREASE - 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF ADDL: TC UNIF LL+DL= 48.0 PLF 15- 4.5" TO 18- 4.5" V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 9-06 2-08 2-11-12 This design prepared from computer input by Spates Fabricators (SB) OND. 2: 100.00 PLF SEISMIC LOAD. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=19ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. Note: Outlooker truss. Upper top chords require same material as structural top chord. Connect with M-3x5 min typical 36"oc (uon). ote:Truss design requires continuous bearing wall for entire span DON. Max CSI: TC:0.35 BC:0.18 Web:0.19 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. 9-06 2-11-12 2-08 3-10-04 ill UON. < M-3x5 M-3x5 M-3x5 M-3x5 M-3x4 M-4x4 3-10-04 L 1-00 <PL: 9-00-12 2-08 5-11-08 19-00 JOB NAME: Andalusia at Coral Mountain - G51 Scale: 0.4120 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder an erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G51 2. 2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the lop and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 1 / 2 8 / 2 0 2 0 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. K 7 2 7 8 9 3 7 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ' fastenere are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-comosive environment, TRANS I D • LINK design loads be applied to any component. and are for "dry condition" of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. 7. Design assumes adequate drainage is d. 8. This design is furnished subject to the limitations set forth by on truss, an 8. Plates shall be located on both faces of truss, and placed so their center TPI/WTCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L),E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) 2-08 3-10-04 Q�pFESSIO/V �,O OMING I F,y y90 c� C 70068 * QP 9-30-2020 January 28,2020 This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TRUSS SPAN 18r- 5.0" TC: 2x4 OF #2 LOAD DURATION INCREASE = 1.25 BC: 2x4 OF #2 SPACED 24.0" O.C. WEBS: 2x4 OF #2; 2x6 OF SS A LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 7.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 44.0 PSF LETINS: 1-10-08 1-00-00 ADDL: TO UNIF LL+DL= 48.0 PLF 15r- 4.5" TO 18r- 4.5" V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ** For hanger specs. - See approved plans REQUIREMENTS OF CST 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 8-11 9-06 1-09-05 2-08-07 4-05-04 4-09 4-09 12 12 4.00 M-4x5 a 4.00 A n" CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( 0) 71 1- 7=(-83) 1129 1- 2=(-1450) 110 2- 3=(-1278) 128 7- 8=(-25) 961 3- 7=( -144) 81 3- 4=(-1183) 128 8- 6=(-66) 1321 7- 4=( -8) 253 4- 5=(-1318) 124 4- 8=( -5) 372 5- 9=(-1506) 116 8- 5=( -227) 74 9- 6=( -355) 33 9- 6=(-1509) 65 BEARING MAX VERT MAX HORZ ERG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0" 0/ 820V -33/ 32E 5.50" 0.87 DF ( 625) 181- 5.0" 0/ 951V 0/ OH 5.50" 1.01 DF ( 625) ERG @ 01- 0.0" 0.87 DF/ 1.35 HE/ 1.29 SPF BAG @ 18r- 5.0" 1.01 DF/ 1.56 HF/ 1.49 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.093" @ 12r- 3.5" Allowed = 0.583" MAX DL DEFL = -0.114" @ 12r- 3.5" Allowed = 0.875" MAX TL DEFL = -0.204" @ 12r- 3.5" Allowed = 0.875" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)- 0.114" MAX HORIZ. LL DEFL = 0.013" @ 17- 11.5" MAX HORIZ. TL DEFL = 0.028" @ 17r- 11.5" 6-02 6-01-08 5-01-12 0-11-12 <PL: 10-00-12 18-05 JOB NAME: Andalusia at Coral Mountain - G52 Scale: 0.3106 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder antlerec!ion contractor shoultl be ativised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G52continuous 2. 2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2. Impact Imaging or lateral bracing required where shown ++ ,S D' K 7 2 7 8 9 3 8 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. . TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes trusses are to be used in a non-comosive environment, and are for "dry condition' of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full beading at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Design conforms to main windforce-resisting system and components and cladding criteria. 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=18ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. ax CSI: TC:1.00 BC:0.36 Web:0.15 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. OQ�,?,pFESSIp/yq� %I G F � 2y�0 C 70068 January 28,2020 This design prepared from computer input by Type in your company name here! LUMBER SPECIFICATIONS TRUSS SPAN 18r- 4.5" CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 TC: 2x4 OF #2 LOAD DURATION INCREASE = 1.25 1- 2=( 0) 69 1- 8=(-61) 1112 1- 2=(-1439) 109 BC: 2x4 DF #2 SPACED 24.0" O.C. 2- 3=(-12(52) 127 8- 9=(-21) 956 3- 8=( -138) 82 WEBS: 2x4 DF #2; 3- 4=(-1170) 131 9- 6=(-80) 1339 8- 4=( -9) 243 2x6 DF SS A LOADING 4- 5=(-1333) 135 4- 9=( -14) 403 LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF 5-10=(-1492) 129 9- 5=( -250) 81 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 7.0 PSF 10- 6=( -56) 250 10- 6=(-1701) 108 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 44.0 PSF 6- 7=( 0) 31 LETINS: 1-10-00 1-10-00 ADDL: TC UNIF LL+DL= 48.0 PLF 15r- 4.5" TO 18- 4.5" V BEARING MAX VERT MAX HORZ ERG REQUIRED ERG LENGTH OVERHANGS: 0.0" 13.1" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) REQUIREMENTS OF CDC 2019 NOT BEING MET. 0'- 0.0" 0/ 817V -38/ 31E 5.50" 0.87 DF ( 625) 18- 4.5" 0/ 1029V 0/ OH 5.50" 1.10 DF ( 625) ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. BAG @ Or- 0.0" 0.87 DF/ 1.35 HF/ 1.28 SPF BRG @ 18- 4.5" 1.10 DF/ 1.69 HF/ 1.61 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL --0.075" @ 8' 10.5" Allowed - 0.582" MAX DL DEFL =-0.095" @ 6' 1.5" Allowed = 0.873" MAX TL DEFL =-0.165" @ 6' 1.5" Allowed = 0.873" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.09511 MAX HORIZ. LL DEFL = 0.013" @ 17- 11.0" MAX HORIZ. TL DEFL 0.028" @ 17- 11.0" Design conforms to main windforce-resisting 8-10-08 9-06 system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, 1-08-13 2-08-07 4-05-04 4-09 4-09 (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=18ft, E=4ft, Gable/Hip, Common, 12 12 Truss designed for wind loads 4.00 1- M-4x5 4 9 00 in the plane of the truss only. 4.0" 4 fin, Max CSI: TC:0.88 BC:0.36 Web:0.18 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers ., .. __. which is non -concurrent with other live loads. 6-01-08 <PL:10-00-12 6-01-08 18-04-08 JOB NAME: Andalusia at Coral Mountain - G53 itP I 0 4-04-05 1-09-03 1-00 Scale: 0.2998 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Suilderantl erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G53 2. 2.4 comprassion web bracing must be installed where shown 1. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the ere tor. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2, Impact bridging or lateral bracing required where shown ++ SEQ. K 7 2 7 8 9 3 9 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for "dry condition' of use. • 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Q�pFESS10�yq! C 70068 * EXP.9-30-2020 January 28,2020 CIV11 �P �CAUF�� This design prepared from computer input by Type in your company name here! LUMBER SPECIFICATIONS TO: 2x4 DF #1&BTR BC: 2x4 DF #2 WEBS: 2x4 DF #2 TO LATERAL SUPPORT <= 12"OC. DON. BC LATERAL SUPPORT <= 12"OC. DON. LETINS: 3-00-00 3-00-00 0 I 0 I 1 o < TRUSS SPAN 23- 0.0" LOAD DURATION INCREASE - 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 11-06 11-06 2-10-08 2-10-08 5-09 5-09 5-09 12 4.00 [-- M-4x5 4.0" a � 12 a 4.00 7-08 7-08 4-09-08 2-10-08 6 <PL: 10-00-12 23-00 JOB NAME: Andalusia at Coral Mountain - G54 CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( -306) 315 1- 7=(-2558) 4055 1- 2=(-2666) 979 2- 3=(-1890) 156 7- 8=(-1884) 2986 3- 7=( -720) 549 3- 4=(-1716) 149 8- 6=(-2558) 4055 7- 4=( -481) 902 4- 5=(-1716) 149 4- 8=( -481) 902 5- 9=(-1890) 156 8- 5=( -720) 549 9- 6=( -306) 315 9- 6=(-2666) 979 BEARING MAX VERT MAX HORZ ERG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0- 0,0" -142/ 1026V -4600/ 4600H 5.50" 1.09 DF ( 625) 23r- 0.0" -142/ 1026V -4600/ 4600H 5.50" 1.09 DF ( 625) BRG @ 0- 0.0" 1.09 DF/ 1.69 HF/ 1.61 SPF BRG @ 23- 0.0" 1.09 DF/ 1.69 HF/ 1.61 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.085" @ 11'- 6.0" Allowed = 0.736" MAX DL DEFL =-0.107" @ 71- 8.0" Allowed = 1.104" MAX TL DEFL =-0.190" @ ll'- 6.0" Allowed = 1.104" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)- 0.107" MAX HORIZ. LL DEFL = 0.072" @ 22- 6.5" MAX HORIZ. TL DEFL = 0.099" @ 22- 6.5" OND. 2: 200.00 PLF SEISMIC LOAD. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=23ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane cf the truss only. ax CSI: TC:0.99 BC:0.70 Web:0.38 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. Scale: 0.2486 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builders, erection centractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' oG54.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2, Impact bridging or lateral bracing required where shown ++ ,S D' K 7 2 7 8 9 4 0 4 4. No lead should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ' TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for "dry condition' of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) OQ 'OFESS10/yq� M1NG F C 70068 -EXP. 9-30-2020 January 28,2020 LUMBER SPECIFICATIONS TC: 2x4 OF #2 BC: 2x4 DF #2 WEBS: 2x4 DF #2 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. Staple or equal at non-structural vertical members (uon). Unbalanced live loads have been considered for this design. TRUSS SPAN 21- 0.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF ADDL: TC UNIF LL+DL= 48.0 PLF 0' 0.0" TO 3'- 0.0" V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. This design prepared from computer input by Spates Fabricators (SB) OND. 2: 240.00 PLF SEISMIC LOAD. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=21ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. Note: Outlooker truss. Upper top chords require same material as structural top chord. Connect with M-3x5 min typical 36"oc (uon). ote:Truss design requires continuous bearing wall for entire span UON. Max CSI: TC:0.47 BC:0.42 Web:O.2B Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. 10-06 10-06 3-06-04 4-00 2-11-12 2-11-12 4-00 3-06-04 12 8 9 13 10 11 < M-5x6- M-3x5 M-3x5 M-3x5(S) M-3x5 M-3x5 M-4x5 3-06-04 4-00 5-11-08 4-00 3-06-04 10-00 11-00 <PL: 9-00-12 21-00 JOB NAME: Andalusia at Coral Mountain - G55 Scale: 0.4005 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder an erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G55continuous 2. 2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability tluring construction 2. Design assumes the lop and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 1 / 2 8 / 2 0 2 0 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown + + SEQ. K 7 2 7 8 9 41 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ' fastenere are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-comosive environment, TRANS I D • LINK design loads be applied to any component. and are for "dry condition" of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. 7. Design assumes adequate drainage is d. 8. This design is furnished subject to the limitations set forth by on truss, an 8. Plates shall be located on both faces of truss, and placed so their center TPI/WTCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L),E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) y y Q�(of ESSIO/V �,O OMING I F,y y90 c� C 70068 *\_7C / 1 /* January 28,2020 1 UON. This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TC: 2x4 DF #1&BTR BC: 2x4 IF #2 WEBS: 2x4 DF #2 TC LATERAL SUPPORT <= 12"OC. DON. BC LATERAL SUPPORT <= 12"OC. UON. LETINS: 1-00-00 1-06-00 OVERHANGS: 0.0" 13.1" TRUSS SPAN 21r- 0.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD - 37.0 PSF DL ON BOTTOM CHORD - 7.0 PSF TOTAL LOAD = 44.0 PSF ADDL: TC UNIF LL+DL= 48.0 PLF 0' 0.0" TO 3' 0.0" V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CDC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 10-06 10-06 0-11-12 4-03-04 5-03 5-03 3-09-09 1-05-07 c I r-I 0 a' M- 12 4.00 1-- M-4x5 4.0" 12 a 4.00 CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( -437) 33 1- 9=( -60) 1568 1- 2=(-1748) 71 2- 3=(-1775) 125 9-10=( -18) 1154 3- 9=( -246) 85 3- 4=(-1548) 131 10- 7=(-100) 1528 9- 4=( -2) 390 4- 5=(-1528) 146 4-10=( -21) 365 5- 6=(-1698) 151 10- 5=( -221) 103 6- 7=( -142) 149 6- 7=(-1820) 148 7- 8=( 0) 31 BEARING MAX VERT MAX HORZ ERG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0" 0/ 1066V -44/ 38E 5.50" 1.14 DF ( 625) 21- 0.0" 0/ 1013V 0/ OH 5.50" 1.08 DF ( 625) BAG @ 01- 0.0" 1.14 DF/ 1.75 HF/ 1.67 SPF BRIG @ 21r- 0.0" 1.08 DF/ 1.67 HF/ 1.59 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL - -0.125" @ 7' 0.0" Allowed - 0.669" MAX DL DEFL = -0.154" @ 7' 0.0" Allowed = 1.004" MAX TL DEFL = -0.272" @ 7' 0.0" Allowed = 1.004" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.154" MAX HORIZ. LL DEFL = 0.018" @ 201- 6.5" MAX HORIZ. TL DEFL 0.040" @ 201- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=21ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. Max CSI: TC:0.99 BC:0.45 Web:0.18 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. 7-00 7-00 7-00 <PL: 10-00-12 21-00 1-00 JOB NAME: Andalusia at Coral Mountain - G56 Scale: 0.2629 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder antlerec!ion contractor shoultl be ativised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G56 2. 2.4 compression web bracing must be installed where shown 1. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2, Impact Imaging or lateral bracing required where shown ++ ,S D' K 7 2 7 8 9 4 2 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. . TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes trusses are to be used in a non-comosive environment, and are for "dry condition' of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full beading at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) -9�OFEsslp/yq� 0I G F D Iti9 ycm C 70068 *\ ac1�/ T January 28,2020 This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TC: 2x4 OF #1&BTR; 2x4 OF #2 T2 BC: 2x4 DF #2 WEBS: 2x4 OF #2 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. LETINS: 1-06-00 1-06-00 OVERHANGS: 13.1" 0.0" TRUSS SPAN 21r- 0.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF ADDL: TC UNIF LL+DL= 48.0 PLF 0'- 0.0" TO 3 0.0" V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CST 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( 0) 31 2- 9=(-88) 1577 2- 3=(-1934) 109 2- 3=( -125) 185 9-10=(-25) 1154 4- 9=( -260) 90 3- 4=(-1766) 134 10- 8=(-84) 1521 9- 5=( -6) 406 4- 5=(-1556) 135 5-10=( -15) 362 5- 6-(-1522) 141 10- 6-( -220) 98 6- 7=(-1690) 140 7- 8=(-1733) 115 7- 8=( -132) 12 BEARING MAX VERT MAX HORZ ERG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0" 0/ 1146V -38/ 44E 5.50" 1.22 DF ( 625) 21- 0.0" 0/ 932V 0/ OH 5.50" 0.99 DF ( 625) BAG @ 01- 0.0" 1.22 DF/ 1.89 HF/ 1.80 SPF BRG @ 21r- 0.0" 0.99 DF/ 1.53 HF/ 1.46 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL - -0.114" @ 10- 6.0" Allowed - 0.669" MAX DL DEFL - -0.139" @ 7' 0.0" Allowed - 1.004" MAX TL DEFL = -0.248" @ 10- 6.0" Allowed = 1.004" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.139" MAX HORIZ. LL DEFL = 0.018" @ 201- 6.5" MAX HORIZ. TL DEFL 0.041" @ 201- 6.5" 10-06 10-06 L-05-07 3-09-09 5-03 5-03 3-09-09 1-05-07 12 12 4.00 1--- M-4x5 a 4.00 7-00 7-00 7-00 1-00 <PL:10-00-12 21-00 JOB NAME: Andalusia at Coral Mountain - G57 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=21ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. Max CSI: TC:0.99 BC:0.46 Web:0.19 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. Scale: 0.2630 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder antl eraction contractor shoultl be ativised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss : and Warnings before construction commences. building component. Applicability of design parameters and proper G57 2. 2.4 compression web bracing must be installed where shown 1. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to asum stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2, Impact Imaging or lateral bracing required where shown ++ ,S D' K 7 2 7 8 9 4 3 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. . TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes trusses are to be used in a non-comosive environment, and are for "dry condition' of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full beading at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Q�pF ESSIp/yq� ��o OM1NG 2,y F�c C 70068 * EXP.9-302020 January 28,2020 LUMBER SPECIFICATIONS TRUSS SPAN 21r- 0.0" TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.25 BC: 2x4 IF #2 SPACED 24.0" O.C. WEBS: 2x4 DF #2 LOADING TC LATERAL SUPPORT <= 12"OC. DON. LL( 20.0)+DL( 17.0) ON TOP CHORD - 37.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 7.0 PSF TOTAL LOAD = 44.0 PSF LETINS: 1-00-00 1-00-00 ADDL: TC UNIF LL+DL= 48.0 PLF 0' 0.0" TO 3 0.0" V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CDC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 10-06 10-06 0-11-12 4-03-04 5-03 5-03 4-03-04 0-11-12 12 12 4.00 1-- M-4x5 a 4.00 4.0" c I ti O a M-: 7-00 7-00 7-00 I <PL:10-00-12 21-00 JOB NAME: Andalusia at Coral Mountain - G57A This design prepared from computer input by Spates Fabricators (SE) CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( -437) 35 1- 8=(-78) 1568 1- 2=(-1749) 69 2- 3=(-1775) 125 8- 9=(-22) 1153 3- 8=( -246) 84 3- 4=(-1549) 128 9- 7=(-89) 1514 8- 4=( 0) 392 4- 5=(-1517) 138 4- 9=( -14) 350 5- 6=(-1695) 140 9- 5=( -207) 97 6- 7=( -448) 27 6- 7=(-1616) 112 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0" 0/ 1066V -39/ 39E 5.50" 1.14 DF ( 625) 21- 0.0" 0/ 932V 0/ OH 5.50" 0.99 DF ( 625) ERG @ 01- 0.0" 1.14 DF/ 1.75 HE/ 1.67 SPF BAG @ 21r- 0.0" 0.99 DF/ 1.53 HF/ 1.46 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.134" @ 10r- 6.0" Allowed = 0.669" MAX DL DEFL =-0.171" @ 14r- 0.0" Allowed = 1.004" MAX TL DEFL =-0.294" @ 141- 0.0" Allowed = 1.004" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)- 0.171" MAX HORIZ. LL DEFL = 0.018" @ 20r- 6.5" MAX HORIZ. TL DEFL = 0.040" @ 20r- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=21ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. ax CSI: TC:0.99 BC:0.44 Web:0.17 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. 5 Scale: 0.2571 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder antlerec!ion contractor shoultl be ativised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G57A 2. 2x4 compression web bracing must be installed where shown 1. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2, Impact Imaging or lateral bracing required where shown ++ ,S D' K 7 2 7 8 9 4 4 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. . TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes busses are to be used in a non-c000sive environment, and are for "dry condition' of use. 5. CompuTms has no control over and assumes no responsibility for the 6. Design assumes full beading at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of buss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) OQ�OFESSIp/yq� M1NG F C 70068 January 28,2020 This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TC: 2x4 DF #2 BC: 2x8 IF 225OF WEBS: 2x4 DF #2; 2x4 IF #1&BTR A TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. OVERHANGS: 13.1" 0.0" ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x8 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. 0 I c I 0 0 TRUSS SPAN 21r- 0.0" LOAD DURATION INCREASE = 1.25 (Non -Rep) SPACED 24.0" O.C. LOADING ADDL: TC UNIF LL( 20.0)+DL( 17.0)- 37.0 PLF 0' 0.0" TO 21- 0.0" V ADDL: TC UNIF LL( 20.0)+DL( 17.0)- 37.0 PLF 0' 0.0" TO 21- 0.0" V ADDL: TC UNIF LL+DL= 48.0 PLF 0' 0.0" TO 3 0.0" V ADDL: BC UNIF LL( 241.5)+DL( 289.8)= 531.2 PLF 0' 0.0" TO 21- 0.0" V ADDL: BC UNIF LL+DL= 7.0 PLF 0' 0.0" TO 21r- 0.0" V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CDC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 10-06 10-06 5-09-06 4-08-10 4-08-10 5-09-06 12 12 4.00 IIM-6x6 a 4.00 c nrr 5-07-10 1-oo <PL:10-00-12 4-10-06 4-10-06 21-00 JOB NAME: Andalusia at Coral Mountain - G58 5-07-10 CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( 0) 30 2- 7=(-50) 11476 7- 3=( 0) 2470 2- 3=(-124(54) 80 7- 8=(-58) 11360 3- 8=(-2960) 62 3- 4=( -9186) 80 8- 9=(-68) 11318 8- 4=( 0) 5464 4- 5=( -9184) 80 9- 6=(-62) 11434 8- 5=(-2914) 74 5- 6=(-12380) 92 5- 9=( 0) 2472 BEARING MAX VERT MAX HORZ BRG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0- 0.0" -61/ 6656V -1000/ 1000H 5.50" 3.55 DF ( 625) 21- 0.0" -45/ (5435V -1000/ 1000H 5.50" 3.43 DF ( 625) ERG @ 01- 0.0" 3.55 DF/ 5.48 HE/ 5.22 SPF ERG @ 21r- 0.0" 3.43 DF/ 5.30 HF/ 5.05 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL --0.147" @ 10- 6.0" Allowed - 0.669" MAX DL DEFL =-0.175" @ 10- 6.0" Allowed = 1.004" MAX TL DEFL =-0.322" @ 10- 6.0" Allowed = 1.004" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.186" MAX HORIZ. LL DEFL = 0.030" @ 201- 6.5" MAX HORIZ. TL DEFL 0.066" @ 201- 6.5" OND. 2: 1000.00 LBS SEISMIC LOAD. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=21ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. ax CSI: TC-0.90 BC.O.54 Web:0.61 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. :14 Scale: 0.2598 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder antlerec!ion contractor shoultl be ativised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G58 2. 2.4 compression web bracing must be installed where shown 1. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the lop and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2, Impact Imaging or lateral bracing required where shown ++ SEQ. K 7 2 7 8 9 4 5 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes trusses are to be used in a non-comosive environment, and are for "dry condition' of use. • 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full beading at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Q�pFESS10�yq! C 70068 * EXP.9-30-2020 January 28,2020 CIVIL x �CAUF�� This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TC: 2x4 DF #2 BC: 2x8 IF 225OF WEBS: 2x4 DF #2; 2x4 IF #1&BTR A TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x8 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. TRUSS SPAN 21r- 0.0" LOAD DURATION INCREASE = 1.25 (Non -Rep) SPACED 24.0" O.C. LOADING ADDL: TC UNIF LL( 20.0)+DL( 17.0)- 37.0 PLF 0' 0.0" TO 21- 0.0" V ADDL: TC UNIF LL( 20.0)+DL( 17.0)- 37.0 PLF 0' 0.0" TO 21- 0.0" V ADDL: TC UNIF LL+DL= 48.0 PLF 0' 0.0" TO 3 0.0" V ADDL: BC UNIF LL( 241.5)+DL( 289.8)= 531.2 PLF 0' 0.0" TO 21- 0.0" V ADDL: BC UNIF LL+DL= 7.0 PLF 0' 0.0" TO 21- 0.0" V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CDC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 10-06 5-09-06 a l 0 d M-8: I 0 I 1 o < 5-07-10 <PL:10-00-12 4-08-10 4-08-10 10-06 5-09-06 12 12 4.00 1 IM-6x6 a 4.00 g nrr 4-10-06 21-00 4-10-06 JOB NAME: Andalusia at Coral Mountain - G58A 5-07-10 CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=(-12474) 90 1- 6=(-62) 11488 6- 2=( 0) 2470 2- 3=( -9190) 84 6- 7=(-68) 11372 2- 7=(-2968) 70 3- 4=( -9188) 84 7- 8=(-72) 11320 7- 3=( 0) 5468 4- 5=(-12384) 94 8- 5=(-64) 11436 7- 4=(-2912) 72 4- 8=( 0) 2472 BEARING MAX VERT MAX HORS ERG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0- 0.0" -40/ 6573V -1000/ 1000H 5.50" 3.51 DF ( 625) 21- 0.0" -46/ (5437V -1000/ 1000H 5.50" 3.43 DF ( 625) BEG @ 0' 0.0" 3.51 DF/ 5.41 HF/ 5.16 SPF ERG @ 21- 0.0" 3.43 DF/ 5.30 HE/ 5.05 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.147" @ 10r- 6.0" Allowed = 0.669" MAX DL DEFL =-0.175" @ 10r- 6.0" Allowed = 1.004" MAX TL DEFL =-0.322" @ 101- 6.0" Allowed = 1.004" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)- 0.175" MAX HORIZ. LL DEFL = 0.030" @ 20r- 6.5" MAX HORIZ. TL DEFL = 0.067" @ 201- 6.5" QND. 2: 1000.00 LBS SEISMIC LOAD. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=21ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. ax CSI: TC:0.90 BC:0.54 Web:0.61 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. 14 Scale: 0.2649 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Suilderantl erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G58A 2. 2.4 compression web bracing must be installed where shown 1. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the ereIXor. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2. Impact bridging or lateral bracing required where shown ++ ,S D' K 7 2 7 8 9 4 6 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. . TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes busses are to be used in a non -corrosive environment, and are for "dry condition' of use. 5. CompuTms has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of buss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) OQ�pFESSIp/yq� 0I G F D 2ti9 �cm C 70068 *\ 7 \ / / /* January 28,2020 LUMBER SPECIFICATIONS TRUSS SPAN 22- 6.5" TC: 2x4 IF #2 LOAD DURATION INCREASE = 1.25 (Non -Rep) BC: 2x4 DF #2 SPACED 24.0" O.C. WEBS: 2x4 DF #2 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF Staple or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon). REQUIREMENTS OF CBC 2019 NOT BEING MET. Unbalanced live loads have been BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP considered for this design. AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. This design prepared from computer input by Spates Fabricators (SB) FOND, 2: 240.00 PLF SEISMIC LOAD. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=23ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. Note: Outlooker truss. Upper top chords require same material as structural top chord. Connect with M-3x5 min typical 36"oc (uon). ote:Truss design requires continuous bearing wall for entire span UON. Max CSI: TC:0.58 BC:0.38 Web:0.32 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. 11-OS-15 11-00-09 4-01-01 5-04 2-00-14 2-00-14 5-04 3-07-11 12 4_On I:- M-5x7 < M-5x6- M-3x5 9 0.25" M-3x5 M-3x5 M-6xl4(S) M-4x5- 4-01-01 5-10-15 3-06-13 5-04 3-07-11 � y <PL: 9-00-12 22-06-08 Q�Of Esslo JOB NAME: Andalusia at Coral Mountain - G59 Scale: 0.3633 J=� } C 7006890 cm WARNINGS. GENERAL NOTES, unless otherwise noted. Truss: 1. Builder an erection contractor should be advised of all General Notes and Warnings before construction commences. 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper_Ji P. 9-3 G59 2. 2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the lop and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing 0f 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 1 / 2 8 / 2 0 2 0 the overall structure is the responsibility of the building designer. 3. 2z Impact bridging or lateral bracing required where shown + + S E 4 K 7 2 7 8 9 4 7 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. O " ' fastenere are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-comosive environment, TRANS I D • LINK design loads be applied to any component. and are for "dry condition" of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if January 28,2020 fabrication, handling, shipment and installation of components. necessary. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPI/WTCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L),E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TRUSS SPAN 22r- 6.5" CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.25 1- 2=( -150) 12 1- 8=(-104) 1665 1- 2=(-1884) 118 BC: 2x4 DF #2 SPACED 24.0" O.C. 2- 3=(-184(5) 149 8- 9=( -26) 1211 3- 8=( -257) 104 WEBS: 2x4 DF #2; 3- 4=(-1655) 150 9- 7=( -89) 1539 8- 4=( -18) 425 2x6 DF SS A LOADING 4- 5=(-1559) 143 4- 9=( -7) 347 LL( 20.0)+DL( 17.0) ON TOP CHORD 37.0 PSF 5- 6=(-1716) 144 9- 5=( -206) 98 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 7.0 PSF 6- 7=( 0) 80 6- 7-(-1904) 118 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 44.0 PSF LETINS: 1-06-00 2-00-00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ ERG REQUIRED ERG LENGTH REQUIREMENTS OF CBC 2019 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0" 0/ 992V -43/ 43E 5.50" 1.06 DF ( 625) ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 221- 6.5" 0/ 992V 0/ OH 5.50" 1.06 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. ERG @ 01- 0.0" 1.06 DF/ 1.63 HE/ 1.56 SPF BAG @ 221- 6.5" 1.06 DF/ 1.63 HF/ 1.56 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.130" @ 71- 6.2" Allowed = 0.721" MAX DL DEFL =-0.163" @ 71- 6.2" Allowed = 1.081" MAX TL DEFL =-0.291" @ 7 6.2" Allowed = 1.081" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)- 0.163" MAX HORIZ. LL DEFL = 0.021" @ 22r- 1.0" MAX HORIZ. TL DEFL = 0.045" @ 22r- 1.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, 11-06 11-00-08 (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=23ft, E=4ft, Gable/Hip, Common, 1-05-07 4-03-09 5-09 5-06-04 3-07-06 1-10-14 Truss designed for wind loads in the plane of the truss only. 12 12 4.00 M-4x5 a 4.00 kax CSI: TC:0.90 BC:0.51 Web:0.19 4.0" Design checked for a 300 lb concentrated top chord 4 n`-�( live load per 13C 2018 due to maintenance workers which is non -concurrent with other live loads. M-2x4 M-2x4 I M-3x5 M-3x5 7-06-03 <PL:10-00-12 7-06-03 22-06-08 JOB NAME: Andalusia at Coral Mountain - G60 7-06-03 Scale: 0.2556 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder antlerec!ion contractor shoultl be ativised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G60 2. 2.4 compression web bracing must be installed where shown 1. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the lop and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2, Impact Imaging or lateral bracing required where shown ++ ,S D' K 7 2 7 8 9 4 8 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. . TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes trusses are to be used in a non-comosive environment, and are for "dry condition' of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full beading at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) OQ�pFESSIp/yq� %I G F � 2y�0 C 70068 January 28,2020 This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TRUSS SPAN 22- 6.5" CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 TC: 2x4 DF #1&BTR; LOAD DURATION INCREASE = 1.25 1- 2=( -41) 61 1- 8=(-132) 1671 1- 2=(-1936) 116 2x4 DF #2 Tl SPACED 24.0" O.C. 2- 3=(-1840) 148 8- 9=(-119) 1212 3- 8=( -260) 104 BC: 2x4 DF #2 3- 4=(-1660) 150 9- 7=(-207) 1538 8- 4=( -18) 430 WEBS: 2x4 DF #2; LOADING 4- 5=(-1559) 143 4- 9=( -27) 349 2x6 DF SS A LL( 20.0)+DL( 17.0) ON TOP CHORD - 37.0 PSF 5- 6-(-1716) 144 9- 5-( -206) 110 DL ON BOTTOM CHORD = 7.0 PSF 6- 7=( -32) 80 6- 7-(-1904) 118 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 44.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ ERG REQUIRED BRG LENGTH LETINS: 2-00-00 2-00-00 REQUIREMENTS OF CBC 2019 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0" 0/ 992V -1000/ 1000E 5.50" 1.06 DF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 22- 6.5" 0/ 992V -1000/ 1000E 5.50" 1.06 DF ( 625) ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. ERG @ 01- 0.0" 1.06 DF/ 1.63 HE/ 1.56 SPF BAG @ 221- 6.5" 1.06 DF/ 1.63 HF/ 1.56 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.121" @ 151- 0.3" Allowed = 0.721" MAX DL DEFL =-0.152" @ 151- 0.3" Allowed = 1.081" MAX TL DEFL =-0.271" @ 151- 0.3" Allowed = 1.081" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)- 0.204" MAX HORIZ. LL DEFL = 0.021" @ 22- 1.0" MAX HORIZ. TL DEFL = 0.045" @ 22- 1.0" GND. 2: 1000.00 LBS SEISMIC LOAD. Design conforms to main windforce-resisting system and components and cladding criteria. 11-06 11-00-08 Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), 1-11-02 3-09-14 5-09 5-06-04 3-07-06 1-10-14 DOL=1.6, B=45ft, L=23ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads 12 12 in the plane of the truss only. 4.00 M-4x5 a 4.00 4.0" Wax CSI. TC:0.87 BC:0.51 Web:0.22 4 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. 7-06-03 <PL:10-00-12 7-06-03 22-06-08 JOB NAME: Andalusia at Coral Mountain - G61 7-06-03 Scale: 0.2556 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G61 2. 2.4 comprassion web bracing must be installed where shown 1. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the lop and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. spectively unless braced throughout their length by continuous resheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2. Impact bridging or lateral bracing required where shown ++ ,S D' K 7 2 7 8 9 4 9 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ' TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for "dry condition' of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of truss, and placed so their center TPI/WTCA in SCSI, copies of Which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Q�(of ESSIO/V �,O OMING I F,y C 70068 *\_7C / 1 /* January 28,2020 This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TRUSS SPAN 23r- 0.0" TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.25 (Non -Rep) BC: 2x4 IF #2 SPACED 24.0" O.C. WEBS: 2x4 DF #2 LOADING TC LATERAL SUPPORT <= 12110C. DON. LL( 20.0)+DL( 17.0) ON TOP CHORD - 37.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 7.0 PSF TOTAL LOAD = 44.0 PSF LETINS: 2-06-00 2-06-00 ADDL: TC UNIF LL+DL= 150.0 PLF Or- 0.0" TO 231- 0.0" V OVERHANGS: 13.1" 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CDC 2019 NOT BEING MET. ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP nails staggered: AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 1 row(s) throughout 2x4 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. 11-06 11-06 2-04-13 3-05-15 5-07-04 5-07-04 3-05-15 2-04-13 12 12 4.00 M-4x5 4 4.00 4.0" 5-09 1-oo <PL: 10-00-12 11-JX6 (J) 5-09 5-09 23-00 JOB NAME: Andalusia at Coral Mountain - G62 5-09 CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( 0) 30 2- 9=(0) 4674 2- 3=(-5470) 0 2- 3=( -5(5) 244 9-10=(0) 4672 9- 4=( 0) 190 3- 4=(-5116) 0 10-11=(0) 4674 4-10=(-1290) 0 4- 5=(-3876) 0 11- 8=(0) 4674 10- 5=( 0) 1122 5- 6=(-3876) 0 10- 6=(-1292) 0 6- 7=(-5116) 0 6-11=( 0) 190 7- 8=( -24) 114 7- 8=(-5366) 0 BEARING MAX VERT MAX HORZ ERG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0" 0/ 2818V -43/ 49E 5.50" 1.50 DF ( 625) 23- 0.0" 0/ 2737V 0/ OH 5.50" 1.46 DF ( 625) BRG @ Or- 0.0" 1.50 DF/ 2.32 HF/ 2.21 SPF BRG @ 23r- 0.0" 1.46 DF/ 2.25 HF/ 2.15 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL --0.222" @ 11- 6.0" Allowed - 0.736" MAX DL DEFL =-0.156" @ 11- 6.0" Allowed = 1.104" MAX TL DEFL =-0.283" @ 11- 6.0" Allowed = 1.104" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.156" MAX HORIZ. LL DEFL = 0.059" @ 221- 6.5" MAX HORIZ. TL DEFL 0.074" @ 221- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=23ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. Max CSI: TC:0.92 BC:0.54 Web:0.37 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. Scale: 0.2321 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Suilderantl erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 comprassion web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' oG62.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2, Impact bridging or lateral bracing required where shown ++ ,S D' K 7 2 7 8 9 5 0 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. . TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for "dry condition' of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) OQ 'OFESSIO/yq� M1NG F C 70068 -EXP. 9-30-2020 January 28,2020 This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TRUSS SPAN 23- 0.0" CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.25 (Non -Rep) 1- 2=( 0) 72 2- 9=(0) 4674 2- 3=(-5732) 0 BC: 2x4 OF #2 SPACED 24.0" O.C. 2- 3=( -234) 640 9-10=(0) 4672 9- 4=( 0) 190 WEBS: 2x4 OF #2 3- 4=(-5116) 0 10-11=(0) 4674 4-10=(-1290) 0 LOADING 4- 5=(-3876) 0 11- 8=(0) 4674 10- 5=( 0) 1122 TC LATERAL SUPPORT <= 12"OC. DON. LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF 5- 6-(-3876) 0 10- 6-(-1296) 0 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 7.0 PSF 6- 7=(-5116) 0 6-11=( 0) 190 TOTAL LOAD = 44.0 PSF 7- 8=( -24) 114 7- 8=(-5366) 0 LETINS: 2-06-00 2-06-00 ADDL: TC UNIF LL+DL= 150.0 PLF 0'- 0.0" TO 23- 0.0" V OVERHANGS: 29.1" 0.0" BEARING MAX VERT MAX HORZ ERG REQUIRED ERG LENGTH LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) REQUIREMENTS OF CBC 2019 NOT BEING MET. 0'- 0.0" 0/ 2926V -42/ 55E 5.50" 1.56 OF ( 625) ( 2 ) complete trusses required. 23- 0.0" 0/ 2737V 0/ OH 5.50" 1.46 DF ( 625) Attach 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP nails staggered: AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. BRG @ 01- 0.0" 1.56 DF/ 2.41 HF/ 2.30 SPF 9" oc in 1 row(s) throughout 2x4 top chords, BRG @ 231- 0.0" 1.46 DF/ 2.25 HF/ 2.15 SPF 9" oc in 1 row(s) throughout 2x4 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL --0.225" @ 11- 6.0" Allowed - 0.736" MAX DL DEFL =-0.158" @ 11'- 6.0" Allowed = 1.104" MAX TL DEFL =-0.288" @ 11- 6.0" Allowed = 1.104" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.158" MAX HORIZ. LL DEFL = 0.059" @ 221- 6.5" MAX HORIZ. TL DEFL 0.074" @ 221- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), 11-06 11-06 DOL=1.6, B=45ft, L=23ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. 2-04-13 3-05-15 5-07-04 5-07-04 3-05-15 2-04-13 12 12 Max CSI: TC:0.95 BC:0.54 Web:0.37 4.00 M-4x5 a 4.00 Design checked for a 300 lb concentrated top chord 4.0" live load per IBC 2018 due to maintenance workers 5 /F- which is non -concurrent with other live loads. m-nxa lal 5-09 5-09 5-09 2-04 <PL:10-00-12 23-00 JOB NAME: Andalusia at Coral Mountain - G62A 5-09 Scale: 0.2265 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Suilderantl erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' oG62A.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2, Impact bridging or lateral bracing required where shown ++ .S D' K 7 2 7 8 9 5 I 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ' TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes busses are to be used in a non -corrosive environment, and are for "dry condition' of use. 5. CompuTms has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of buss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Q�(of ESSIO/V �,O OMING I F,y C 70068 January 28,2020 LUMBER SPECIFICATIONS TC: 2x4 OF #2 BC: 2x4 DF #2 WEBS: 2x4 DF #2 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. Staple or equal at non-structural vertical members (uon). Unbalanced live loads have been considered for this design. 4-10 12 11-06 TRUSS SPAN 23- 0.0" LOAD DURATION INCREASE - 1.25 (Non -Rep) SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 5-04 1-04 1-04 This design prepared from computer input by Spates Fabricators (SB) OND. 2: 240.00 PLF SEISMIC LOAD. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=23ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. Note: Outlooker truss. Upper top chords require same material as structural top chord. Connect with M-3x5 min typical 36"oc (uon). ote:Truss design requires continuous bearing wall for entire span UON. Max CSI: TC:0.61 BC:0.33 Web:0.29 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. 5-04 11-06 4-10 < 8 9 0.25'r 10 11 M-5x7- M-3x5 M-3x5 M-3x5 M-4x6 -M-5x5(S) 4-10 5-04 2-08 5-04 4-10 � I <PL: 9-00-12 23-00 JOB NAME: Andalusia at Coral Mountain - G63 Scale: 0.3859 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder an erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G63 2. 2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the lop and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 1 / 2 8 / 2 0 2 0 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ S �', K •� 2 •� 8 9 CJ 2 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. " ' fastenere are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-comosive environment, TRANS I D • LINK design loads be applied to any component. and are for "dry condition" of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. 7. Design assumes adequate drainage is d. 8. This design is furnished subject to the limitations set forth by an 8. Plates shall be located on both faces of truss, and placed so their center on truss, TPI/WTCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L),E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) O91pFESSlp�yq� 0I G F 0 2y9 ycm C 70068 January 28,2020 n UON. This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TRUSS SPAN 23r- 0.0" CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.25 1- 2=( -35) 61 1- 8=(-23) 2073 1- 2=(-2388) 31 BC: 2x9 DF #2 SPACED 24.0" O.C. 2- 3=(-2280) 66 8- 9=( 0) 1545 3- 8=( -257) 133 WEBS: 2x4 DF #2 3- 4=(-2110) 53 9- 7=(-17) 2073 8- 4=( 0) 581 LOADING 4- 5=(-2110) 53 4- 9=( 0) 581 TC LATERAL SUPPORT <= 12"OC. DON. LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF 5- 6-(-2280) 66 9- 5-( -257) 133 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 7.0 PSF 6- 7=( -35) 61 6- 7-(-2388) 31 TOTAL LOAD = 44.0 PSF LETINS: 2-00-00 2-00-00 ADDL: BC UNIF LL+DL= 20.0 PLF 0'- 0.0" TO 23r- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" 0/ 1242V -42/ 42E 5.50" 1.32 DF ( 625) REQUIREMENTS OF CSC 2019 NOT BEING MET. 23- 0.0" 0/ 1242V 0/ OH 5.50" 1.32 DF ( 625) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP ERG @ 01- 0.0" 1.32 DF/ 2.04 HE/ 1.95 SPF AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. BAG @ 23- 0.0" 1.32 DF/ 2.04 HF/ 1.95 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.180" @ 11- 6.0" Allowed = 0.736" MAX DL DEFL =-0.180" @ 71- 8.0" Allowed = 1.104" MAX TL DEFL =-0.323" @ 111- 6.0" Allowed = 1.104" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)- 0.180" MAX HORIZ. LL DEFL = 0.033" @ 22- 6.5" MAX HORIZ. TL DEFL = 0.060" @ 221- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=19.9ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), 11-06 11-06 DOL=1.6, B=45ft, L=23ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads 1-11-02 3-09-14 5-09 5-09 3-09-14 1-11-02 in the plane of the truss only. 12 12 ax CSI: TC:0.97 BC:0.69 Web:0.27 4.00 1 M-4x5 a 9 00 4.0" Design checked for a 300 lb concentrated top chord live load per I3C 2018 due to maintenance workers 4�\ which is non -concurrent with other live loads. •�yl 7-08 7-08 7-08 L <PL: 17-07-12 23-00 JOB NAME: Andalusia at Coral Mountain - G64 Scale: 0.2484 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder antl eraction contractor shoultl be ativised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G64 2. 2.4 compression web bracing must be installed where shown 1. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to asum stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2, Impact Imaging or lateral bracing required where shown ++ ,S D' K 7 2 7 8 9 5 3 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ' TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes trusses are to be used in a non-comosive environment, and are for "dry condition' of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full beading at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Q�pFESS10�yq! C 70068 * \ • �) ","I / * January 28,2020 This design prepared from computer input by Spates Fabricators (SB) LUMBER SPECIFICATIONS TRUSS SPAN 16- 0.0" OND. 2: 100.00 PLF SEISMIC LOAD. TC: 2x4 IF #2 LOAD DURATION INCREASE = 1.25 BC: 2x4 DF #2 SPACED 24.0" O.C. Design conforms to main windforce-resisting WEBS: 2x4 DF #2 system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF Wind: 110 mph, h-15ft, TCDL=10.2,BCDL=9.2, ASCE 7-16, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 7.0 PSF (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), TOTAL LOAD = 44.0 PSF DOL=1.6, B=95ft, L=16ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads Staple or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. vertical members (uon). REQUIREMENTS OF CBC 2019 NOT BEING MET. Unbalanced live loads have been Note: Outlooker truss. Upper top chords require same material considered for this design. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP as structural top chord. Connect with M-3x5 AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. min typical 36"oc (uon). ote:Truss design requires continuous bearing wall for entire span UON. ax CSI: TC:0.41 BC:0.11 Web:0.D9 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers 8-00 8-00 which is non -concurrent with other live loads. 5-00-04 2-11-12 2-11-12 5-00-04 M-4x5 Gable end truss on continuous bearing wall UON. 6 7 < M-3x5 M-3x5 M-3x4 M-4x4 5-00-04 1-oo <PL: 9-00-12 5-11-08 16-00 JOB NAME: Andalusia at Coral Mountain - G65 Scale: 0.4536 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G65 2. 2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the lop and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 1 / 2 8 / 2 0 2 0 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. K 7 2 7 8 9 5 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ' fastenere are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-comosive environment, TRANS I D • LINK design loads be applied to any component. and are for "dry condition" of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. 7. Design assumes adequate drainage is d. 8. This design is furnished subject to the limitations set forth by on truss, an 8. Plates shall be located on both faces of truss, and placed so their center TPI/WTCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L),E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) 5-00-04 1-00 OQ�(OFESS/0& 0I G F D 2y9 �cm C 70068 *\ 7 \ / ) /* January 28,2020 This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TC: 2x4 DF #1&BTR BC: 2x4 DF #2 WEBS: 2x4 DF #2 TC LATERAL SUPPORT <= 12"OC. DON. BC LATERAL SUPPORT <= 12"OC. UON. LETINS: 1-00-00 1-00-00 OVERHANGS: 13.1" 13.1" TRUSS SPAN 16- 0.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD - 37.0 PSF DL ON BOTTOM CHORD - 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 8-00 8-00 CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( 0) 31 2- 8=(-22) 857 2- 3=(-1113) 141 2- 3=( -211) 52 8- 6=(-25) 857 8- 4=( 0) 312 3- 4=(-1001) 116 5- 6=(-1113) 141 4- 5=(-1001) 116 5- 6=( -211) 52 6- 7=( 0) 31 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0" 0/ 781V -30/ 30E 5.50" 0.83 DF ( 625) 16- 0.0" 0/ 781V 0/ OH 5.50" 0.83 DF ( 625) ERG @ 01- 0.0" 0.83 DF/ 1.29 HE/ 1.23 SPF BAG @ 16r- 0.0" 0.83 DF/ 1.29 HF/ 1.23 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.085" @ 81- 0.0" Allowed = 0.503" MAX DL DEFL = -0.062" @ 81- 0.0" Allowed = 0.754" MAX TL DEFL = -0.117" @ 8 0.0" Allowed = 0.754" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)- 0.062" MAX HORIZ. LL DEFL = 0.008" @ 15r- 6.5" MAX HORIZ. TL DEFL = 0.018" @ 151- 6.5" 0-11-12 7-00-04 7-00-04 0-11-12 12 12 4.00 M-4x5 a 4.00 4.0" 8-00 1-o0 <PL:10-00-12 16-00 JOB NAME: Andalusia at Coral Mountain - G67 8-00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=16ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. ax CSI: TC:0.77 BC:0.53 Web:0.11 Design checked for a 300 lb concentrated top chord live load per I3C 2018 due to maintenance workers which is non -concurrent with other live loads. 1-00 Scale: 0.3286 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder antl erection contractor should be adyi.sd of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G67 2. 2.4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2, Impact Imaging or lateral bracing required where shown ++ ,S D' K 7 2 7 8 9 5 5 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. . TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes trusses are to be used in a non-comosive environment, and are for "dry condition' of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full beading at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Q�(of ESSIO/V �,O OMING I F,y C 70068 * QP 9-30-2020 January 28,2020 This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TC: 2x4 DF #1&BTR BC: 2x4 IF #2 WEBS: 2x4 DF #2 TC LATERAL SUPPORT <= 12"OC. DON. BC LATERAL SUPPORT <= 12"OC. DON. LETINS: 3-00-00 0-00-00 OVERHANGS: 13.1" 2.0" Staple or equal at non-structural vertical members (uon). 0 I 0 ti I 2-10-08 TRUSS SPAN 15r- 4.5" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD - 37.0 PSF DL ON BOTTOM CHORD - 7.0 PSF TOTAL LOAD = 44.0 PSF ADDL: TC CONC LL+DL= 200.0 LBS @ 13r- 6.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CDC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR ICPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 2-03 5-01-08 5-01-08 12 200# 4.00 1- M-2x4 7-08-04 7-08-04 1-00 <PL:10-00-12 15-04-08 0-02 JOB NAME: Andalusia at Coral Mountain - G68 CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( 0) 31 2- 8=(-1745) 2659 2- 3=(-2916) 1896 2- 3=( -356) 335 8- 9=(-2917) 3554 4- 8=( -959) 841 3- 4=(-1929) 948 8- 5=( -544) 874 4- 5=(-1468) 609 5- 9=(-1380) 569 5- 6=( -771) 777 9- 6=( -429) 126 6- 7=( -14) 12 BEARING MAX VERT MAX HORZ ERG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0" -530/ 1162V -3844/ 3844E 5.50" 1.24 DF ( 625) 15- 4.5" -441/ 1311V -3844/ 3844E 5.50" 1.40 DF ( 625) ERG @ 01- 0.0" 1.24 DF/ 1.91 HE/ 1.82 SPF BAG @ 15r- 4.5" 1.40 DF/ 2.16 HF/ 2.06 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.036" @ 21- 9.4" Allowed = 0.482" MAX DL DEFL =-0.087" @ 51- 0.9" Allowed = 0.723" MAX TL DEFL =-0.057" @ 5 0.9" Allowed = 0.723" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)- 0.259" MAX HORIZ. LL DEFL = 0.055" @ 0' 5.5" MAX HORIZ. TL DEFL =-0.065" @ 01- 5.5" OND. 2: 250.00 PLF SEISMIC LOAD. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=15ft, E=4ft, Gable/Hip, Common, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. io ax CSI: TC:0.92 BC-0.62 Web:0.82 0 M-2.5x4 or equal at non-structural diagonal inlets. 0 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. Truss designed for 4x2 outlookers. 2x4 let -ins of the same size and grade as structural top chord. Insure tight fit at each end of let -in. Outlookers must be cut with care and are permissible at inlet board areas only. Scale: 0.3062 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder antl erection contractor should be adyi.sd of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G68 2. 2.4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2, Impact Imaging or lateral bracing required where shown ++ ,S D' K 7 2 7 8 9 5 6 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. . TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes trusses are to be used in a non-comosive environment, and are for "dry condition' of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full beading at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Q�Of ESS10�yq� o (30 N G Iy Fyc 90 C 70068 January 28,2020 This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TC: 2x4 IF #2 BC: 2x4 DF #2 WEBS: 2x4 DF #2 TC LATERAL SUPPORT <= 12"OC. DON. BC LATERAL SUPPORT <= 12"OC. UON. LETINS: 1-00-00 0-00-00 OVERHANGS: 13.1" 2.0" Unbalanced live loads have been considered for this design. - For hanger specs. - See approved plans ti 0 I 0 I TRUSS SPAN 15- 4.5" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD - 37.0 PSF DL ON BOTTOM CHORD - 7.0 PSF TOTAL LOAD = 44.0 PSF ADDL: TC CONC LL+DL= 200.0 LBS @ 13- 6.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CDC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR ICPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 0-11-12 3-06-04 4-06 5-01-12 1-02-12 1-oo <PL:10-00-12 12 _ 4.00 M-8x8 M-4x5 8-10-04 15-04-08 M-2x4+ 5-01-12 1-04-08 b6 0-02 JOB NAME: Andalusia at Coral Mountain - G69 CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( 0) 31 2- 9=(-225) 973 2- 3=(-1170) 116 7-12=(-141) 1589 2- 3=( -268) 39 9-11=(-104) 774 4- 9=( -263) 133 3- 4=(-1105) 79 11-12=(-101) 742 9- 5=( 0) 273 4- 5=( -870) 44 5-10=(-1462) 125 5- 6=( -196) 849 6-10=( -784) 30 6- 7=( -129) 626 11-10=( 0) 196 7- 8=( -19) 0 10- 7=(-1726) 172 10-12=(-2645) 192 BEARING MAX VERT MAX HORZ BRG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0., 0/ 788V -62/ 175H 5.50" 0.84 DF ( 625) 15- 4.5" 0/ 857V 0/ OH 5.50" 0.91 DF ( 625) ERG @ 01- 0.0" 0.84 DF/ 1.30 HF/ 1.24 SPF ERG @ 15- 4.5" 0.91 DF/ 1.41 HF/ 1.34 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.096" @ 8- 11.4" Allowed = 0.482" MAX DL DEFL =-0.125" @ 8'- 11.4" Allowed = 0.723" MAX TL DEFL =-0.221" @ 8- 11.4" Allowed = 0.723" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.125" MAX HORIZ. LL DEFL =-0.009 @ 15'- 1.0" MAX HORIZ. TL DEFL = 0.018" @ 15'- 1.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=15ft, E=4ft, Gable/Hip, Common, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 l m ax CSI: TC:0.82 BC:0.55 Web:0.55 0 I Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. Scale: 0.3163 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder antlerec!ion contractor shoultl be ativised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G69 2. 2.4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the lop and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2, Impact Imaging or lateral bracing required where shown ++ ,S D' K 7 2 7 8 9 5 7 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ' TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes trusses are to be used in a non-comosive environment, and are for "dry condition' of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full beading at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) O91pFESSIp/yq� 0I G F D 2ti9 ycm C 70068 January 28,2020 IJ This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TC: 2x4 DF #1&BTR BC: 2x4 IF #2 WEBS: 2x4 DF #2 TC MAX PURLIN SPACING 52"OC. DON. BC MAX PURLIN SPACING 120"OC. UON. LETINS: 1-00-00 0-00-00 OVERHANGS: 13.1" 2.0" Unbalanced live loads have been considered for this design. - For hanger specs. - See approved plans ti 0 I 0 I TRUSS SPAN 15- 4.5" LOAD DURATION INCREASE = 1.25 (Non -Rep) SPACED 28.2" O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD - 37.0 PSF DL ON BOTTOM CHORD - 7.0 PSF TOTAL LOAD = 44.0 PSF ADDL: TC CONC LL+DL= 200.0 LBS @ 13- 6.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CDC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR ICPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 0-11-12 3-06-04 4-06 5-01-12 1-02-12 1-oo <PL:10-00-12 12 _ 4.00 M-8x8 M-4x6 8-10-04 15-04-08 M-2x4+ 5-01-12 1-04-08 b6 0-02 JOB NAME: Andalusia at Coral Mountain - G70 CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( 0) 37 2- 9=(-266) 1142 2- 3=(-1372) 139 7-12=(-167) 1868 2- 3=( -315) 47 9-11=(-12(5) 900 4- 9=( -313) 155 3- 4=(-1297) 96 11-12=(-123) 863 9- 5=( 0) 325 4- 5=(-1014) 55 5-10=(-1717) 149 5- 6=( -228) 995 6-10=( -877) 50 6- 7=( -149) 746 11-10=( 0) 230 7- 8=( -22) 0 10- 7=(-2044) 199 10-12=(-3077) 238 BEARING MAX VERT MAX HORS ERG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0" 0/ 924V -73/ 206H 5.50" 0.99 DF ( 625) 15- 4.5" 0/ 977V 0/ OH 5.50" 1.04 DF ( 625) BAG @ 01- 0.0" 0.99 DF/ 1.52 HF/ 1.45 SPF BAG @ 15- 4.5" 1.04 DF/ 1.61 HF/ 1.53 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL --0.112" @ 8'- 11.4" Allowed - 0.482" MAX DL DEFL =-0.143" @ 8'- 11.4" Allowed = 0.723" MAX TL DEFL =-0.255" @ 8'- 11.4" Allowed = 0.723" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.143" MAX HORIZ. LL DEFL =-0.011 @ 15'- 1.0" MAX HORIZ. TL DEFL - 0.022" @ 15'- 1.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=15ft, E=4ft, Gable/Hip, Common, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 l m ax CSI: TC:1.00 BC:0.74 Web:0.64 0 I Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. Scale: 0.3163 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder antl erection contractor should be adyi.sd of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G7 O 2. 2.4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to asum stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2, Impact Imaging or lateral bracing required where shown ++ ,S D' K 7 2 7 8 9 5 8 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ' TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes trusses are to be used in a non-comosive environment, and are for "dry condition' of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full beading at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Q�pFESSIO/V ��o MIN G Ih, F.yc 90 C 70068 January 28,2020 This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TC: 2x4 DF #1&BTR BC: 2x4 IF #2 WEBS: 2x4 DF #2 TC LATERAL SUPPORT <= 12"OC. DON. BC LATERAL SUPPORT <= 12"OC. UON. LETINS: 1-06-00 0-00-00 OVERHANGS: 13.1" 2.0" ** For hanger specs. - See approved plans -05-07 TRUSS SPAN 15- 4.5" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING it( 20.0)+DL( 17.0) ON TOP CHORD - 37.0 PSF DL ON BOTTOM CHORD - 7.0 PSF TOTAL LOAD = 44.0 PSF ADDL: TC CONC LL+DL= 200.0 LBS @ 13r- 6.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 6-04-09 7-06-08 12 4 _00 1--- M-2x4 7-08-04 7-08-04 1-00 <PL:10-00-12 15-04-08 JOB NAME: Andalusia at Coral Mountain - G71 0-02 CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1-2=( 0) 31 2-7=(-156) 1010 2-3=(-1293) 89 2-3=( -74) 179 7-8=(-158) 1006 7-4=( 0) 301 3-4=(-1134) 68 4-8=(-1093) 120 4-5=( -149) 148 8-5=( -477) 36 5-6=( -13) 0 BEARING MAX VERT MAX HORS BRG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0- 0.0" 0/ 788V -62/ 176H 5.50" 0.84 DF ( 625) 15- 4.5" 0/ 856V 0/ OH 5.50" 0.91 DF ( 625) ERG @ 01- 0.0" 0.84 DF/ 1.30 HE/ 1.24 SPF ERG @ 15- 4.5" 0.91 DF/ 1.41 HE/ 1.34 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL --0.062" @ 1'- 4.3" Allowed - 0.482" MAX DL DEFL =-0.192" @ 7'- 8.2" Allowed = 0.723" MAX TL DEFL =-0.133" @ 7'- 8.2" Allowed = 0.723" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.192" MAX HORIZ. LL DEFL =-0.010" @ 15- 1.0" MAX HORIZ. TL DEFL 0.021" @ 15- 1.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=15ft, E=4ft, Gable/Hip, Common, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. ax CSI: TC:1.00 BC:0.52 Web:0.98 �o Design checked for a 300 lb concentrated top chord o live load per IBC 2018 due to maintenance workers rnwhich is non -concurrent with other live loads. Scale: 0.3188 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder antl erection contractor should be adyi.sd of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss : and Warnings before construction commences. building component. Applicability of design parameters and proper G7 1 2. 2.4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2, Impact Imaging or lateral bracing required where shown ++ ,S D' K 7 2 7 8 9 5 9 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ' TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes trusses are to be used in a non-comosive environment, and are for "dry condition' of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full beading at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Q�Of ESS10�yq� o (30 N G Iy Fyc 90 C 70068 January 28,2020 This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TC: 2x4 DF #1&BTR BC: 2x4 DF #2 WEBS: 2x4 DF #2 TC LATERAL SUPPORT <= 12"OC. DON. BC LATERAL SUPPORT <= 12"OC. UON. LETINS: 1-00-00 0-00-00 OVERHANGS: 13.1" 2.0" ** For hanger specs. - See approved plans 0-11 TRUSS SPAN 15r- 4.5" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD - 37.0 PSF DL ON BOTTOM CHORD - 7.0 PSF TOTAL LOAD = 44.0 PSF ADDL: TC UNIF LL+DL= 96.0 PLF 1 0.0" TO 4' 0.0" V ADDL: TC CONC LL+DL= 200.0 LBS @ 13- 6.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 6-10-04 7-06-08 12 4 _00 1--- M-2x4 7-08-04 7-08-04 1-00 <PL:10-00-12 15-04-08 JOB NAME: Andalusia at Coral Mountain - G72 0-02 CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1-2=( 0) 31 2-7=(-105) 1164 2-3=(-1513) 0 2-3=( -277) 0 7-8=(-108) 1160 7-4=( 0) 305 3-4=(-1375) 0 4-8=(-1259) 65 4-5=( -152) 145 8-5=( -458) 42 5-6=( -13) 0 BEARING MAX VERT MAX HORS BRG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0- 0.0" 0/ 1049V -62/ 176H 5.50" 1.12 DF ( 625) 15- 4.5" 0/ 899V 0/ OH 5.50" 0.96 DF ( 625) ERG @ 01- 0.0" 1.12 DF/ 1.73 HE/ 1.65 SPF ERG @ 15r- 4.5" 0.96 DF/ 1.48 HE/ 1.41 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL --0.059" @ 7' 8.2" Allowed - 0.482" MAX DL DEFL =-0.071" @ 7' 8.2" Allowed = 0.723" MAX TL DEFL =-0.090" @ 7' 8.2" Allowed = 0.723" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.071" MAX HORIZ. LL DEFL =-0.010" @ 15- 1.0" MAX HORIZ. TL DEFL 0.024" @ 15- 1.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=15ft, E=4ft, Gable/Hip, Common, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. ax CSI: TC:0.92 BC:0.57 Web:1.00 �o Design checked for a 300 lb concentrated top chord o live load per IBC 2018 due to maintenance workers rnwhich is non -concurrent with other live loads. Scale: 0.3188 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder antl erection contractor should be adyi.sd of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss : and Warnings before construction commences. building component. Applicability of design parameters and proper G72 2. 2.4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2, Impact Imaging or lateral bracing required where shown ++ ,S D' K 7 2 7 8 9 6 0 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. . TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes trusses are to be used in a non-comosive environment, and are for "dry condition' of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full beading at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Q�pFESSIO/V ��o MIN G Ih, F.yc 90 C 70068 January 28,2020 This design prepared from computer input by Type in your company name here! LUMBER SPECIFICATIONS TO: 2x4 DF #1&BTR; 2x4 DF #2 T2 BC: 2x4 DF #2 WEBS: 2x4 DF #2 TO LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. LETINS: 2-00-00 2-00-00 OVERHANGS: 13.1" 0.0" TRUSS SPAN 23- 0.0" LOAD DURATION INCREASE - 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 11-06 11-06 1-11-02 3-09-14 5-09 5-09 5-09 12 12 4.00 M-4x5 a 4.00 a n" CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( 0) 31 2- 8=(-110) 1715 2- 3=(-2073) 149 2- 3=( -55) 218 8- 9=( -25) 1265 4- 8=( -258) 110 3- 4=(-1888) 159 9- 7=( -92) 1713 8- 5=( -18) 417 4- 5=(-1698) 155 5- 9=( -14) 416 5- 6=(-1697) 151 9- 6=( -258) 105 6-10=(-188(5) 150 10- 7=(-1984) 118 10- 7=( -29) 61 BEARING MAX VERT MAX HORZ ERG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0- 0,01, 0/ 1093V -43/ 49H 5.50" 1.17 DF ( 625) 23- 0.0" 0/ 1012V 0/ OF 5.50" 1.08 DF ( 625) ERG @ 0- 0.0" 1.17 DF/ 1.80 HF/ 1.71 SPF ERG @ 23- 0.0" 1.08 DF/ 1.67 HF/ 1.59 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.122" @ 11'- 6.0" Allowed = 0.736" MAX DL DEFL =-0.158" @ 71- 8.0" Allowed = 1.104" MAX TL DEFL =-0.271" @ ll'- 6.0" Allowed = 1.104" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)- 0.158" MAX HORIZ. LL DEFL = 0.023" @ 22- 6.5" MAX HORIZ. TL DEFL = 0.049" @ 22- 6.5" 7-08 7-08 5-08-14 1-11-02 1-oo <PL: 10-00-12 23-00 JOB NAME: Andalusia at Coral Mountain - G73 Truss: G73 DATE: 1 28 2020 SEQ.: K7278961 TRANS ID: LINK WARNINGS: 1. Builders, emction contractor should be advised of all General Notes and Warnings before construction commences. 2. 2.4 cempression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erecter. Additional permanent bracing of the overall structure is the responsibility of the builtling designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTms has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=23ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. ax CSI: TC:0.97 BC:0.54 Web:0.23 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. Scale: 0.2449 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper comoration of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). 3. 2, Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes busses are to be used in anon-comoaiw environment, and are for "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of buss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Q�pFESSIO/V �O OMING I F,y y90c� C 70068 * E 9- 0-2020 s L P TgTF V 0��\ 0 F F \ L CA January 28,2020 This design prepared from computer input by Type in your company name here! LUMBER SPECIFICATIONS TO: 2x4 DF #1&BTR; 2x4 DF #2 T2 BC: 2x4 DF #2 WEBS: 2x4 DF #2 TO LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. LETINS: 2-00-00 2-00-00 OVERHANGS: 29.1" 0.0" ti a TRUSS SPAN 23- 0.0" LOAD DURATION INCREASE - 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 11-06 11-06 1-11-02 3-09-14 5-09 5-09 5-09 12 12 4.00 1--- M-4x5 4 4.00 -M-nxJ (S) 7-08 7-08 2-04 <PL:10-00-12 23-00 JOB NAME: Andalusia at Coral Mountain - G73A Truss: G73A DATE: 1/28/2020 SEQ.: K7278962 TRANS ID: LINK WARNINGS: 1. Builder and emction contractor should be advised of all General Notes and Warnings before construction commences. 2. 2.4 cempression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTms has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations act forth by TPI/WTCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 5-08-14 1-11-02 CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( 0) 72 2- 8=(-137) 1720 2- 3=(-2324) 273 2- 3=( -216) 586 8- 9=( -33) 1265 4- 8=( -262) 124 3- 4=(-1893) 184 9- 7=( -97) 1713 8- 5=( -34) 419 4- 5=(-1702) 174 5- 9=( -16) 419 5- 6=(-1697) 158 9- 6=( -262) 107 6-10=(-188(5) 157 10- 7=(-1983) 124 10- 7=( -29) 61 BEARING MAX VERT MAX HORZ ERG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0- 0,01, -8/ 1201V -42/ 55H 5.50" 1.28 DF ( 625) 23- 0.0" 0/ 1012V 0/ OF 5.50" 1.08 DF ( 625) ERG @ 0- 0.0" 1.28 DF/ 1.98 HF/ 1.88 SPF ERG @ 23- 0.0" 1.08 DF/ 1.67 HF/ 1.59 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.128" @ 71- 8.0" Allowed = 0.736" MAX DL DEFL =-0.235" @ 71- 8.0" Allowed = 1.104" MAX TL DEFL =-0.282" @ 7 8.0" Allowed = 1.104" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)- 0.235" MAX HORIZ. LL DEFL = 0.023" @ 22r- 6.5" MAX HORIZ. TL DEFL = 0.049" @ 22r- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=23ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane cf the truss only. ax CSI: TC:0.99 BC:0.54 Web:0.26 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. Scale: 0.2268 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper moretion of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood shealhing(TC) andlor drywall(SC). 3. 2, Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes busses are to be used in anon-comoaiw environment, and are for "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of buss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) OQ�pFESSIp/yq� %I G F O 2y�0 C 70068 January 28,2020 LUMBER SPECIFICATIONS TC: 2x9 OF #2 BC: 2x9 DF #2 WEBS: 2x4 DF #2 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. Staple or equal at non-structural vertical members (uon). M-3x5 where shown; Jts:3,9,12-19 Unbalanced live loads have been considered for this design. TRUSS SPAN 38- 0.0" LOAD DURATION INCREASE - 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF ADDL: BC UNIF LL+DL= 20.0 PLF 0'- 0.0" TO 9' 10.0" V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CST 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. This design prepared from computer input by Spates Fabricators (SB) OND. 2: 240.00 PLF SEISMIC LOAD. SHEARWALL 0.00 to 38.00 NOTE: TRUSS DESIGN ASSUMES UNIFORM SHEAR TRANSFER Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=38ft, E=9ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. Note: Outlooker truss. Upper top chords require same material as structural top chord. Connect with M-3x5 min typical 36"oc (uon). ote:Truss design requires continuous bearing wall for entire span DON. Max CSI: TC:0.67 BC:0.59 Web:0.39 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. 19-00 19-00 9-06-03 9-05-13 9-05-13 9-06-03 3-07-02 2-08 5-04 5-09 2-00-19 2-00-19 5-04 5-04 2-08 3-07-02 ,11 12 12 12 13 14 15 16 17 18 19 M-5x8- M-3x5(S) earing wall UON. tail for c 0 I M-4x8- 3-07-02 2-08 5-04 5-04 4-01-12 5-04 5-04 2-08 3-07-02 18-00 <PL: 9-00-12 38-00 20-00 JOB NAME: Andalusia at Coral Mountain - G74 Scale: 0.2162 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G743. 2. 2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. Adtlitional temporary bracing to insure stability tluring construction 2. Design assumes the lop and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 1 / 2 8 / 2 0 2 O the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown + + SEQ. K 7 2 7 8 9 6 3 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ' fastenere are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-comosive environment, TRANS I D • LINK design loads be applied to any component. and are for "dry condition" of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. 7. Design assumes adequate drainage is d. 8. This design is furnished subject to the limitations set forth by on truss, an 8. Plates shall be located on both faces of truss, and placed so their center TPI/WTCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CofnpuTrus Software 7.7.0-SP2(1 L),E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) N G (erC o 70068 January 28,2020 LUMBER SPECIFICATIONS TRUSS SPAN 38r- 0.0" TC: 2x4 DF #2; LOAD DURATION INCREASE = 1.25 2x4 OF #1&BTR T4 SPACED 24.0" O.C. BC: 2x4 OF #2 WEBS: 2x4 OF #2 LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 7.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 44.0 PSF LETINS: 1-00-00 1-00-00 BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PSF 19r- 1.7" TO 24r- 1.7" V ADDL: TC UNIF LL+DL= 72.0 PLF 25r- 0.0" TO 28r- 0.0" V ADDL: BC UNIF LL+DL= 20.0 PLF 0'- 0.0" TO 15- 0.0" V Unbalanced live loads have been considered for this design. BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY CBC 2019. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0-11-1'2 I I 19-00 5-08-10 13-03-06 4-00-14 5-00-09 5-05-13 12 4.00 %M-4x4 c �M-3x5 M-3x5(S) ~ M-2x4 d M-3x4 r 0-11-'12 I I 19-00 13-03-06 5-08-10 3-05 5-03-08 4-08 4-06-04 3-06-08 12 M-6x16 a 4.00 M-7x8 10.5" �T M-4x10 M-3x5 a' M-3x6(S) + M-2x4 5-00 0 c 1 12 I13 14 ' 16 17 o < -3x6 M-3x4 M-5x10 0.25" M-4x6 M-3x4 -M-5x5(S) M-2x4 M-2x4 M-2x4 L 7-06-08 7-10-12 3-08-08 5-01-12 6-09-06 <PL: 14-00-12 38-00 JOB NAME: Andalusia at Coral Mountain - G75 This design prepared from computer input by Spates Fabricators (SE) CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( -78) 37 1-12=( -40) 378 1- 2=( -498) 73 16- 8=( -832) 30 2- 3=( -448) 93 12-13=(-502) 0 3-12=( -392) 94 8-17=( -7) 292 3- 4=( -156) 226 13-14=( 0) 596 12- 4=( 0) 828 17- 9=( -105) 132 4- 5=( 0) 1489 14-16=( 0) 607 4-13=(-1041) 33 10-11=(-1475) 32 5- 6=( 0) 3126 16-17=( 0) 1256 13- 5=( 0) 582 6- 7=( 0) 3185 17-11=( -6) 1346 13-15=(-3195) 0 7- 8=( -769) 53 5-15=(-1597) 46 8- 9=(-1447) 15 14-15=( 0) 241 9-10=(-1521) 46 15- 6=(-2179) 0 10-11=( -385) 0 15- 7=(-3478) 0 7-16=( 0) 699 BEARING MAX VERT MAX HORZ ERG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0.. -1/ 496V -80/ 80H 5.50" 0.53 DF ( 625) 151- 5.2" 0/ 3014V 0/ OH 3.50" 2.90 DF ( (525) 381- 0.0" 0/ 919V 0/ OH 5.50" 0.98 IF ( 625) BRG @ 0'- 0.0" 0.53 DF/ 0.82 HF/ 0.78 SPF ERG @ 15- 5.2" 2.90 DF/ 4.48 HF/ 4.27 SPF ERG @ 381- 0.0" 0.98 DF/ 1.51 HF/ 1.44 SPF M-3x4 d I r 11 � M-4x5 0 6-11-02 PROVIDE FULL BEARING'Jts:l 13 11 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.117" @ 24- 5.2" Allowed = 0.732" MAX DL DEFL =-0.225" @ 24- 5.2" Allowed = 1.098" MAX TL DEFL =-0.342" @ 24r- 5.2" Allowed = 1.098" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.2251' MAX HORIZ. LL DEFL = 0.010" @ 37- 6.5" MAX HORIZ. TL DEFL = 0.027" @ 37- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=17.6ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=38ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. ax CSI: TC:0.89 BC:0.75 Web:0.99 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. Scale: 0.1358 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder antlerec!ion contractor shoultl be ativised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G75 2. 2.4 compression web bracing must be installed where shown 1. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the lop and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2, Impact Imaging or lateral bracing required where shown ++ ,S D' K 7 2 7 8 9 6 4 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ' TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes trusses are to be used in a non-comosive environment, and are for "dry condition' of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full beading at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Q�pF ESSIp/yq� ��o OM1NG 2,y F�c <v }P �0 2� C 70068 * EXP.9-302020 January 28,2020 LUMBER SPECIFICATIONS TRUSS SPAN 38- 0.0" TC: 2x4 DF #2; LOAD DURATION INCREASE = 1.25 2x4 OF #1&BTR T4 SPACED 24.0" O.C. BC: 2x4 OF #2 WEBS: 2x4 OF #2 LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 7.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 44.0 PSF LETINS: 1-00-00 1-00-00 BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PSF 19- 1.7" TO 24- 1.7" V ADDL: TC UNIF LL+DL= 72.0 PLF 25- 0.0" TO 28- 0.0" V ADDL: BC UNIF LL+DL= 20.0 PLF 0'- 0.0" TO 15- 0.0" V Unbalanced live loads have been considered for this design. BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY CBC 2019. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0-11-12 0-11-12 19-00 19-00 5-08-10 13-03-06 13-03-06 5-08-10 4-00-14 5-00-09 5-02-05 3-08-08 5-03-08 4-08 4-06-04 3-06-08 12 12 4.00 M-6x16 a 4.00 M-7x8 10.5" M-3x5 M-4x10 c M-3x5 D>M-3x5 M-3x5(S) d' M-3x6(S) M-2x4 + I M 5-00 -2x4 M-3x4 a, M-3x4 I r -- 1 12 13 14 16 17 11 o < -3x6 M-3x4 -5x10 0.25" M-4x6 M-3x4 M-4x5 -M-5x5(S) M-2x4 M-2x4 M-2x4 7-06-08 7-07-04 4-00 5-01-12 6-09-06 6-11-02 <PL: 14-00-12 38-00 JOB NAME: Andalusia at Coral Mountain - G76 Truss: G76 DATE: 1/28/2020 SEQ.: K7278965 TRANS ID: LINK WARNINGS: 1. Builders, erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2.4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the builtling designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTms has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTi us Software 7.7.0-SP2(1 L)-E This design prepared from computer input by Spates Fabricators (SE) CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( -67) 45 1-12=( -57) 344 1- 2=( -466) 75 16- 8=( -826) 30 2- 3=( -422) 95 12-13=(-553) 0 3-12=( -405) 95 8-17=( -8) 281 3- 4=( -111) 258 13-14=( 0) 650 12- 4=( 0) 829 17- 9=( -97) 141 4- 5=( 0) 1492 14-16=( 0) 660 4-13=(-1004) 30 10-11=(-1514) 28 5- 6=( 0) 3026 16-17=( 0) 1306 13- 5=( 0) 493 6- 7=( 0) 3080 17-11=( -2) 1386 13-15=(-3159) 0 7- 8=( -825) 50 5-15=(-1494) 51 8- 9=(-1512) 0 14-15=( 0) 252 9-10=(-1563) 42 15- 6=(-2127) 0 10-11=( -402) 0 15- 7=(-3451) 0 7-16=( 0) 697 BEARING MAX VERT MAX HORZ ERG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0.. -2/ 485V -80/ 80H 5.50" 0.52 DF ( 625) 151- 1.7" 0/ 3006V 0/ OH 3.50" 2.90 DF ( (525) 381- 0.0" 0/ 946V 0/ OH 5.50" 1.01 IF ( 625) BRG @ 0'- 0.0" 0.52 DF/ 0.80 HF/ 0.76 SPF ERG @ 15- 1.7" 2.90 DF/ 4.47 HF/ 4.26 SPF ERG @ 38- 0.0" 1.01 DF/ 1.56 HF/ 1.48 SPF PROVIDE FULL BEARING'Jts:l 13 11 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.119" @ 24- 5.2" Allowed = 0.742" MAX DL DEFL =-0.227" @ 24- 5.2" Allowed = 1.113" MAX TL DEFL =-0.345" @ 24- 5.2" Allowed = 1.113" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.227" MAX HORIZ. LL DEFL = 0.011" @ 37- 6.5" MAX HORIZ. TL DEFL = 0.028" @ 37- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=17.6ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=38ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. ax CSI: TC:0.89 BC:0.80 Web:0.98 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. Scale: 0.1358 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper moration of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). 3. 2, Impact Imaging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes busses are to be used in anon -ohm e1w environment, and are for "dry condition' of use. 6. Design assumes full beading at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of buss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Q�pFESSIO/V �O OMING I F,y y90 c� C 70068 January 28,2020 LUMBER SPECIFICATIONS TRUSS SPAN 38- 0.0" TC: 2x4 DF #2; LOAD DURATION INCREASE = 1.25 2x4 OF #1&BTR T4 SPACED 24.0" O.C. BC: 2x4 OF #2 WEBS: 2x4 OF #2 LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 7.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 44.0 PSF LETINS: 1-00-00 1-00-00 BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PSF 19- 1.7" TO 24- 1.7" V ADDL: TC UNIF LL+DL= 72.0 PLF 25- 0.0" TO 28- 0.0" V ADDL: BC UNIF LL+DL= 20.0 PLF 0- 0.0" TO 15- 0.0" V Unbalanced live loads have been considered for this design. BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY CBC 2019. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0-11-1'2 I I 19-00 5-08-10 13-03-06 4-00-14 5-00-09 5-02-05 12 4.00 M-3x5 c M-3x5 M-3x5(S) ~ M-2x4 d M-3x4 r 0-11-'12 I I 19-00 13-03-06 5-08-10 08-08 5-03-08 4-08 4-06-04 3-06-08 12 M-6x16 a 4.00 M-7x8 10.5" �T M-4x10 �M-3x5 a' M-3x6(S) + 00 M-2x4 5-0 c 1 12 13 14 ' 16 17 o < -3x6 M-3x4 M-5x10 0.25" M-4x6 M-3x4 -M-5x5(S) M-2x4 M-2x4 M-2x4 L 7-06-08 7-07-04 4-00 5-01-12 6-09-06 <PL: 14-00-12 38-00 JOB NAME: Andalusia at Coral Mountain - G78 Truss: G78 DATE: 1/28/2020 SEQ.: K7278966 TRANS ID: LINK WARNINGS: 1. Builders, erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2.4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the builtling designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTms has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTi us Software 7.7.0-SP2(1 L)-E This design prepared from computer input by Spates Fabricators (SE) CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( -67) 45 1-12=( -57) 344 1- 2=( -466) 75 16- 8=( -826) 30 2- 3=( -422) 95 12-13=(-553) 0 3-12=( -405) 95 8-17=( -8) 281 3- 4=( -111) 258 13-14=( 0) 650 12- 4=( 0) 829 17- 9=( -97) 141 4- 5=( 0) 1492 14-16=( 0) 660 4-13=(-1004) 30 10-11=(-1514) 28 5- 6=( 0) 3026 16-17=( 0) 1306 13- 5=( 0) 493 6- 7=( 0) 3080 17-11=( -2) 1386 13-15=(-3159) 0 7- 8=( -825) 50 5-15=(-1494) 51 8- 9=(-1512) 0 14-15=( 0) 252 9-10=(-1563) 42 15- 6=(-2127) 0 10-11=( -402) 0 15- 7=(-3451) 0 7-16=( 0) 697 BEARING MAX VERT MAX HORZ ERG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0.. -2/ 485V -80/ 80H 5.50" 0.52 DF ( 625) 151- 1.7" 0/ 3006V 0/ OH 5.50" 3.00 DF ( (525) 381- 0.0" 0/ 946V 0/ OH 5.50" 1.01 IF ( 625) BRG @ 0- 0.0" 0.52 DF/ 0.80 HF/ 0.76 SPF ERG @ 15- 1.7" 3.00 DF/ 4.63 HF/ 4.41 SPF ERG @ 38- 0.0" 1.01 DF/ 1.56 HF/ 1.48 SPF M-3x4 d I r 11 � M-4x5 0 6-11-02 PROVIDE FULL BEARING'Jts:l 13 11 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.119" @ 24- 5.2" Allowed = 0.736" MAX DL DEFL =-0.227" @ 24- 5.2" Allowed = 1.104" MAX TL DEFL =-0.345" @ 24'- 5.2" Allowed = 1.104" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.227" MAX HORIZ. LL DEFL = 0.011" @ 37- 6.5" MAX HORIZ. TL DEFL = 0.028" @ 37- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=17.6ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=38ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. ax CSI: TC:0.89 BC:0.80 Web:0.98 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. Scale: 0.1358 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper moration of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). 3. 2, Impact Imaging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes busses are to be used in anon -ohm e1w environment, and are for "dry condition' of use. 6. Design assumes full beading at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of buss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Q�(of ESSIO/V �,O OMING I F,y y90 c� C 70068 January 28,2020 LUMBER SPECIFICATIONS TC: 2x4 IF #2 BC: 2x4 DF #2 WEBS: 2x4 DF #2 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. Staple or equal at non-structural vertical members (uon). M-3x5 where shown; Jts:10-15 Unbalanced live loads have been considered for this design. TRUSS SPAN 38- 0.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF ADDL: TC UNIF LL+DL= 72.0 PLF 25- 0.0" TO 28- 0.0" V ADDL: BC UNIF LL+DL= 20.0 PLF 0' 0.0" TO 15- 0.0" V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. This design prepared from computer input by Spates Fabricators (SB) COND. 2: 100.00 PLF SEISMIC LOAD. SHEARWALL 0.00 to 38.00 NOTE: TRUSS DESIGN ASSUMES UNIFORM SHEAR TRANSFER Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=38ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. Note: Outlooker truss. Upper top chords require same material as structural top chord. Connect with M-3x5 min typical 36"oc (uon). ote:Truss design requires continuous bearing wall for entire span UON. Max CSI: TC:0.64 BC:0.22 Web:0.2D Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. 19-00 19-00 9-06-03 9-05-13 9-05-13 9-06-03 6-03-02 5-04 5-04 2-00-14 2-00-14 5-04 5-04 6-03-02 12 12 10 11 12 13 14 15 < M-3x4 M-4x5 M-3x5(S) 6-03-02 5-04 5-04 4-01-12 5-04 5-04 6-03-02 <PL: 9-00-12 18-00 20-00 38-00 JOB NAME: Andalusia at Coral Mountain - G81 Scale: 0.2146 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G81 2. 2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the lop and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 1 / 2 8 / 2 O 2 0 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown + + SEQ. K 7 2 7 8 9 6 7 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ' fastenere are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-comosive environment, TRANS I D • LINK design loads be applied to any component. and are for "dry condition" of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. 7. Design assumes adequate drainage is d. 8. This design is furnished subject to the limitations set forth by on truss, an 8. Plates shall be located on both faces of truss, and placed so their center TPI/WTCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CofnpuTrus Software 7.7.0-SP2(1 L),E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) :ing wall UON. 1 for NG (erC700 o68 January 28,2020 This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TC: 2x4 DF #1&BTR BC: 2x9 DF #1&BTR; 2x4 DF #2 B1 WEBS: 2x4 IF #2 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. LETINS: 3-00-00 3-00-00 TRUSS SPAN 26- 5.5" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF ADDL: BC UNIF LL+DL= 20.0 PLF 10r- 5.5" TO 26r- 5.5" V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CST 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 13-02-12 13-02-12 2-10-08 3-08-14 6-07-06 6-07-06 3-08-14 2-10-08 12 4.00 1--- 12 M-4x5 a 4.00 M-Sx/(S) 8-09-13 8-09-13 8-09-13 <PL:14-00-12 26-05-08 JOB NAME: Andalusia at Coral Mountain - G83 CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( -85) 76 1- 8=(-48) 2297 1- 2=(-2608) 46 2- 3=(-249(5) 101 8- 9=( 0) 1711 3- 8=( -309) 134 3- 4=(-2286) 94 9- 7=( -4) 2416 8- 4=( -5) 560 4- 5=(-2421) 50 4- 9=( 0) 750 5- 6=(-2625) 59 9- 5=( -293) 139 6- 7=( -80) 81 6- 7=(-2744) 1 BEARING MAX VERT MAX HORZ ERG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0" 0/ 1259V -53/ 53E 5.50" 1.34 DF ( 625) 26- 5.5" 0/ 1390V 0/ OH 5.50" 1.48 DF ( 625) ERG @ 01- 0.0" 1.34 DF/ 2.07 HE/ 1.97 SPF BAG @ 26r- 5.5" 1.48 DF/ 2.29 HF/ 2.18 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.126" @ 13r- 2.8" Allowed = 0.851" MAX DL DEFL =-0.380" @ 171- 7.7" Allowed = 1.277" MAX TL DEFL =-0.335" @ 17r- 7.7" Allowed = 1.277" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)- 0.380" MAX HORIZ. LL DEFL = 0.029" @ 26r- 0.0" MAX HORIZ. TL DEFL = 0.072" @ 26r- 0.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=16.6ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=26ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. ax CSI: TC:0.98 BC:0.83 Web:0.93 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. Scale: 0.2137 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder antlerec!ion contractor shoultl be ativised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G83 2. 2.4 compression web bracing must be installed where shown 1. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the lop and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2, Impact Imaging or lateral bracing required where shown ++ ,S D' K 7 2 7 8 9 6 8 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. . TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes trusses are to be used in a non-comosive environment, and are for "dry condition' of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full beading at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) O91pFESSIp/yq� 0I G F D 2ti9 ycm C 70068 January 28,2020 IJ LUMBER SPECIFICATIONS TC: 2x4 OF #2 BC: 2x4 DF #2 WEBS: 2x4 DF #2 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. Staple or equal at non-structural vertical members (uon). Unbalanced live loads have been considered for this design. TRUSS SPAN 19- 0.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF ADDL: TC UNIF LL+DL= 48.0 PLF 15- 4.5" TO 18- 4.5" V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 9-06 This design prepared from computer input by Spates Fabricators (SB) OND. 2: 100.00 PLF SEISMIC LOAD. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=9.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=95ft, L=19ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. Note: Outlooker truss. Upper top chords require same material as structural top chord. Connect with M-3x5 min typical 36"oc (uon). ote:Truss design requires continuous bearing wall for entire span UON. ax CSI: TC:0.29 BC:0.14 Web:0.19 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. 9-06 3-05-02 4-00 2-00-14 2-00-14 4-00 3-05-02 12 4.00 F_ Gable end truss on continuous bearing wall UON. M-A,c5 Refer to CompuTrus gable end detail for 8 9 10 11 M-3x5 M-3x5 M-3x5 M-3x5 M-3x4 4-00 <PL: 9-00-12 4-01-12 19-00 JOB NAME: Andalusia at Coral Mountain - G84 Scale: 0.4211 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G84 2. 2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the lop and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 1 / 2 8 / 2 0 2 0 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. K 7 2 7 8 9 6 9 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ' fastenere are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-comosive environment, TRANS I D • LINK design loads be applied to any component. and are for "dry condition" of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. 7. Design assumes adequate drainage is d. 8. This design is furnished subject to the limitations set forth by on truss, an 8. Plates shall be located on both faces of truss, and placed so their center TPI/WTCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L),E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) 4-00 3-05-02 OQ�OFESSIp/yq� M1NG F 2y�0�c�cn C 70068 *\ r > / / /* January 28,2020 This design prepared from computer input by Spates Fabricators (SB) LUMBER SPECIFICATIONS TRUSS SPAN 17- 0.0" OND. 2: 240.00 PLF SEISMIC LOAD. TC: 2x4 IF #2 LOAD DURATION INCREASE = 1.25 BC: 2x4 DF #2 SPACED 24.0" O.C. Design conforms to main windforce-resisting WEBS: 2x4 DF #2 system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF Wind: 110 mph, h-15ft, TCDL=10.2,BCDL-4.2, ASCE 7-16, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 7.0 PSF (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), TOTAL LOAD = 44.0 PSF DOL=1.6, B=45ft, L=17ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads Staple or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. vertical members (uon). REQUIREMENTS OF CBC 2019 NOT BEING MET. Unbalanced live loads have been BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Note: Outlooker truss. Upper top chords require same material considered for this design. AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY as structural top chord. Connect with M-3x5 min typical 36"oc (uon). ote:Truss design requires continuous bearing wall for entire span UON. Ma. CSI: TC:0.41 BC:0.26 Web:0.21 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. 8-06 8-06 3-02 4-00 1-04 1-04 4-00 3-02 12 4.00 F_-_ Gable end truss on continuous bearing wall UON. detail for 8 9 10 11 <-M-5x5- M-3x5 M-3x5 M-3x5 M-3x5 -M-4x4 3-02 4-00 2-08 4-00 3-02 <PL: 9-00-12 17-00 JOB NAME: Andalusia at Coral Mountain - G86 Scale: 0.4462 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G86 2. 2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the lop and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 1 / 2 8 / 2 0 2 0 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ . �, SEQ.K.� L .7 8 9 7 0 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. " ' fastenere are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-comosive environment, TRANS I D • LINK design loads be applied to any component. and are for "dry condition" of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. 7. Design assumes adequate drainage is d. 8. This design is furnished subject to the limitations set forth by an 8. Plates shall be located on both faces of truss, and placed so their center on truss, TPI/WTCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L),E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) OQ�OFESSlp�yq� M1NG F 2y�0�c�cn C 70068 -EXP. 9-30-2020 January 28,2020 This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TRUSS SPAN 17- 0.0" TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.25 BC: 2x4 IF #2 SPACED 24.0" O.C. WEBS: 2x4 DF #2; 2x4 IF #1&BTR A LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD - 37.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 7.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 8-06 8-06 4-03 4-03 4-03 4-03 12 12 4.00 M-4x5 a 4.00 A nrr c N O I M � I r 0 0 < 8-06 <PL:10-00-12 17-00 JOB NAME: Andalusia at Coral Mountain - G87 8-06 CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1-2=(-1223) 161 1-6=(-122) 1059 2-6=(-213) III 2-3=( -998) 114 6-5=(-114) 1059 6-3=( 0) 318 3-4=( -998) 114 6-4=(-213) III 4-5=(-1223) 161 BEARING MAX VERT MAX HORZ BRG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0- 0.0" 0/ 748V -29/ 29H 5.50" 0.80 DF ( 625) 17r- 0.0" 0/ 748V 0/ OH 5.50" 0.80 DF ( 625) BRG @ 0'- 0.0" 0.80 DF/ 1.23 HF/ 1.17 SPF ERG @ 17- 0.0" 0.80 DF/ 1.23 HE/ 1.17 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.134" @ 81- 6.0" Allowed = 0.536" MAX DL DEFL = -0.153" @ 81- 6.0" Allowed = 0.804" MAX TL DEFL = -0.284" @ 8'- 6.0" Allowed = 0.804" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)- 0.153" MAX HORIZ. LL DEFL = 0.012" @ 16- 6.5" MAX HORIZ. TL DEFL = 0.024" @ 161- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=17ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. ax CSI: TC:1.00 BC:0.58 Web:0.07 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. Scale: 0.3337 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G87 2. 2.4 comprassion web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2, Impact bridging or lateral bracing required where shown ++ ,S D' K •� 2 •� 9 0 I 0 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ' TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for "dry condition' of use. 5. CompuTms has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Q�Of ESS10�yq� o (30 N G Iy Fyc 90 C 70068 * : P.9-30-2020 January 28,2020 LUMBER SPECIFICATIONS TC: 2x4 IF #2 BC: 2x4 IF #2 WEBS: 2x4 DF #2 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. Staple or equal at non-structural vertical members (uon). Unbalanced live loads have been considered for this design. 5-11-02 12 4.00 1--- 8-00 TRUSS SPAN 16'- 0.0" LOAD DURATION INCREASE - 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 2-00-14 2-00-14 This design prepared from computer input by Spates Fabricators (SB) FOND, 2: 100.00 PLF SEISMIC LOAD. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=16ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. Note: Outlooker truss. Upper top chords require same material as structural top chord. Connect with M-3x5 min typical 36"oc (uon). ote:Truss design requires continuous bearing wall for entire span DON. Max CSI: TC:0.60 BC:0.09 Web:0.05 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers 8-00 which is non -concurrent with other live loads. 5-11-02 Gable end truss on continuous bearing wall DON. c,---- -- ------ -us gable end detail for rations. 6 7 M-3x5 M-3x5 M-3x4 6 1. 5-11-02 4-01-12 5-11-02 <PL: 9-00-12 JOB NAME: Andalusia at Coral Mountain WARNINGS: 1. Builder an erection contractor should be advised of all General Notes Truss: ings G106 2x4and essionoro bracing mustbemences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of DATE: 1 / 2 8 / 2 0 2 0 the overall structure is the responsibility of the building designer. SEQ. : K 7 2 7 9 011 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than TRANS I D • LINK design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L),E 16-00 - G106 Scale: 0.4369 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper corporation of component is the responsibility of the building designer. 2. Design assumes the lop and boftom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes tmsses are to be used in a non -corrosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311. ESR-1988 (MiTek) OQ�OFESSIp/yq� M1NG F O'Lc�� C 70068 January 28,2020 This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TC: 2x4 DF #1&BTR BC: 2x4 IF #2 WEBS: 2x4 DF #1&BTR; 2x4 IF #2 A TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. TRUSS SPAN 16- 0.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING it( 20.0)+DL( 17.0) ON TOP CHORD - 37.0 PSF DL ON BOTTOM CHORD - 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 8-00 8-00 12 12 4.00 M-4x5 a 4.00 n n r, 8-00 8-00 <PL: 10-00-12 16-00 JOB NAME: Andalusia at Coral Mountain - G107 CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1-2=(-1010) 120 1-4=(-40) 847 4-2=(0) 305 2-3=(-1010) 120 4-3=(-38) 847 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" 0/ 704V -26/ 26H 5.50" 0.75 DF ( 625) 16- 0.0" 0/ 704V 0/ OH 5.50" 0.75 DF ( 625) ERG @ Or- 0.0" 0.75 DF/ 1.16 HF/ 1.10 SPF BRG @ 16- 0.0" 0.75 DF/ 1.16 HF/ 1.10 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL - -0.109" @ 8' 0.0" Allowed - 0.503" MAX DL DEFL = -0.095" @ S' 0.0" Allowed = 0.754" MAX TL DEFL = -0.205" @ 8' 0.0" Allowed = 0.754" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.095" MAX HORIZ. LL DEFL = 0.008" @ 151- 6.5" MAX HORIZ. TL DEFL 0.018" @ 15- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=16ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. Max CSI: TC:0.97 BC:0.49 Web:0.08 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. Scale: 0.3497 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Suilderantl erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G107 2. 2.4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability Burin construction 2. Design es the to and bottom chords to be lateral) braced at g a p y is the responsibility of the a eclor. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 28 2020 the overall structure is the responsibility of the building designer. Po ty 9 9 r 3. 2. Impact bridging or lateral bracing required where shown ++ Pa 9 9 9 q S E K 7 2 7 9 012 4 4. No load should applied b any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ' TRANS I D • LINK fasteners are complete and at no time should any loads greater than m design loads be applied to any component. 5. Design assumes busses are b be used in anon-corzosive environment, and are for "dry condition' of use. 5. CompuTms has no control over and assumes no responsibility for the 6. Design assumes full beading at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of buss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Q�pFESSIO/V �O OMING I F,y C 70068 * E 9- 0-2020 s L P 0 F F \ L CA January 28,2020 This design prepared from computer input by Type in your company name here! LUMBER SPECIFICATIONS TO: 2x4 DF #1&BTR; 2x4 DF #2 T1 BC: 2x4 DF #2 WEBS: 2x4 DF #2; 2x4 DF #1&BTR A TO LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. LETINS: 1-07-00 0-00-00 OVERHANGS: 29.1" 0.0" TRUSS SPAN 16- 0.0" LOAD DURATION INCREASE - 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 8-00 8-00 1-06-05 6-05-11 8-00 12 12 4.00 M-4x5 a 4.00 n nrr 8-00 2-04 <PL:10-00-12 16-00 JOB NAME: Andalusia at Coral Mountain - G107A 8-00 CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1-2=( 0) 72 2-6=(-56) 859 2-3=(-1455) 272 2-3=( -214) 533 6-5=(-52) 851 6-4=( 0) 310 3-4=( -989) 122 4-5=(-1014) 136 BEARING MAX VERT MAX HORS ERG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" -22/ 899V -23/ 38H 5.50" 0.96 DF ( 625) 161- 0.0" 0/ 704V 0/ OR 5.50" 0.75 DF ( 625) BRG @ 0'- 0.0" 0.96 DF/ 1.48 HF/ 1.41 SPF BRG @ 16- 0.0" 0.75 DF/ 1.16 HF/ 1.10 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL - 0.140" @ 1'- 5.2" Allowed - 0.503" MAX DL DEFL = -0.272" @ 8'- 0.0" Allowed = 0.754" MAX TL DEFL = -0.151" @ 1'- 5.2" Allowed = 0.754" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.272" MAX HORIZ. LL DEFL = 0.008" @ 15- 6.5" MAX HORIZ. TL DEFL 0.018" @ 15- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=16ft, E=417t, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. Max CST: TC:1.00 BC:0.54 Web:0.15 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. Scale: 0.3107 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builders, erection contector should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G107A 2 2.4 compression web bracing must be installed where shown 1. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability Burin construction 2. Design es the to and bottom chords to be lateral) braced at g a p y is the responsibility of the e e tor. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 2a 2020 the overall structure is the responsibility of the building designer. Po ty 9 9 r 3. 2. Impact bridging or lateral bracing required where shown ++ Pa 9 9 9 q S E K 7 2 7 9 013 4 4. No lead should applied b any component until after all bracing and 4. Installation of is the responsibility of the respective contractor. ' TRANS I D • LINK m fasteners are complete and at no time should any loads greater than design loads be applied to any component. ess r 5. Design assumes busses are b be used in anon-cerzosive environment, and are for "dry condition' of use. 5. CompuTms has no control over and assumes no responsibility for the 6. Design assumes full beading at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of buss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Q�pFESSIO/V �O OMING I F,y C 70068 * E 9- 0-2020 s L P 0 F F \ L CA January 28,2020 This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TC: 2x4 OF #2 BC: 2x4 OF #2 WEBS: 2x4 OF #2; 2x6 OF SS A TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. LETINS: 1-00-00 1-00-00 ** For hanger specs. - See approved plans TRUSS SPAN 15- 4.5" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF ADDL: TO UNIF LL+DL= 96.0 PLF 1' 0.0" TO 4'- 0.0" V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CST 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( -332) 31 1- 8=(-665) 1886 1- 2=(-1415) 29 2- 3=(-1400) 92 8- 7=(-942) 1701 3- 8=( -643) 232 3- 4=( -955) 92 8- 4=( 0) 315 4- 5=( -943) 94 8- 5=( -364) 453 5- 6=( -993) 131 6- 7=(-1185) 127 6- 7=( -220) 27 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0" 0/ 925V -1650/ 1650E 5.50" 0.99 DF ( 625) 15- 4.5" 0/ 716V -1650/ 1650E 5.50" 0.76 DF ( 625) ERG @ 01- 0.0" 0.99 DF/ 1.52 HF/ 1.45 SPF BAG @ 15- 4.5" 0.76 DF/ 1.18 HF/ 1.12 SPF 8-00 7-04-08 0-11-12 2-11-06 4-00-14 3-09-02 2-08-01 0-11-05 12 4.00 1- M-4x5 A n" 8-00 7-04-08 <PL: 10-00-12 15-04-08 JOB NAME: Andalusia at Coral Mountain - G108 12 a 4.00 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.069" @ 11'- 9.7" Allowed = 0.482" MAX DL DEFL =-0.093" @ 81- 0.0" Allowed = 0.723" MAX TL DEFL =-0.161" @ 8'- 0.0" Allowed = 0.723" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)- 0.161" MAX HORIZ. LL DEFL = 0.018" @ 0'- 5.5" MAX HORIZ. TL DEFL =-0.031" @ 01- 5.5" END. 2: 1650.00 LBS SEISMIC LOAD. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=15ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. ax CSI: TC:0.88 BC:0.53 Web:0.19 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. Scale: 0.3567 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder antlerec!ion contractor shoultl be ativised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G108 2. 2.4 compression web bracing must be installed where shown 1. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2, Impact Imaging or lateral bracing required where shown ++ SEQ. K 7 2 7 9 014 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes busses are to be used in a non-c000sive environment, and are for "dry condition' of use. • 5. CompuTms has no control over and assumes no responsibility for the 6. Design assumes full beading at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of buss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) OQ�OFESSIO/yq� 0I G F � 2y�0 C 70068 * EXP. 9-30-202(1- January 28,2020 11L11- �P CAL�F�� This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TC: 2x4 DF #1&BTR; 2x4 IF #2 T2 BC: 2x4 DF #2 WEBS: 2x4 DF #2; 2x6 DF SS A TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. LETINS: 1-00-00 1-00-00 OVERHANGS: 29.1" 0.0" ** For hanger specs. - See approved plans 0-11- 2-11-06 TRUSS SPAN 15- 4.5" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING it( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF ADDL: TC UNIF LL+DL= 96.0 PLF 1' 0.0" TO 4'- 0.0" V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CST 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 8-00 4-00-14 3-09-02 7-04-08 2-08-01 12 12 4.00 1- M-4x5 4 4.00 4.0" S I 8-00 2-04 <PL:10-00-12 15-04-08 JOB NAME: Andalusia at Coral Mountain - G108A 7-04-08 CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( 0) 72 2- 9=(-660) 1885 2- 3=(-1649) 119 2- 3=( -337) 264 9- 8=(-942) 1701 4- 9=( -642) 228 3- 4=(-1404) 138 9- 5=( 0) 317 4- 5=( -956) 98 9- 6=( -364) 453 5- 6-( -943) 108 7- 8-(-1186) 138 6- 7=( -994) 134 7- 8=( -220) 23 BEARING MAX VERT MAX HORZ ERG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0" -11/ 1121V -1650/ 1650E 5.50" 1.20 DF ( 625) 15- 4.5" 0/ 716V -1650/ 1650H 5.50" 0.76 DF ( 625) BAG @ 01- 0.0" 1.20 DF/ 1.85 HF/ 1.76 SPF BRG @ 15- 4.5" 0.76 DF/ 1.18 HF/ 1.12 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL --0.078" @ -2'- 4.6" Allowed - 0.162" MAX DL DEFL --0.096" @ 8'- 0.0" Allowed - 0.723" MAX TL DEFL =-0.169" @ 8'- 0.0" Allowed = 0.723" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.156" MAX HORIZ. LL DEFL = 0.018" @ 0'- 5.5" MAX HORIZ. TL DEFL-0.031" @ 0'- 5.5" GND. 2: 1650.00 LBS SEISMIC LOAD. Design conforms to main windforce-resisting system and components and cladding criteria. 0-11-05 Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, I (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL-1.6, 3-45ft, L-15ft, E-4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. ax CSI: TC10.94 BC10.53 Web:0.19 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. 4 Scale: 0.3130 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder antl eraction contractor shoultl be ativised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G108A 2. 2.4 compression web bracing must be installed where shown 1. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to asum stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2, Impact Imaging or lateral bracing required where shown ++ ,S D' K 7 2 7 9 0 I rJ 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ' TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes busses are to be used in a non-c000sive environment, and are for "dry condition' of use. 5. CompuTms has no control over and assumes no responsibility for the 6. Design assumes full beading at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of buss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) OQ�OFESSIp/yq� M1NG F 2y�0 C 70068 *\ '54N - -- �* January 28,2020 This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TC: 2x4 OF #2 BC: 2x4 DF #2 WEBS: 2x4 DF #2; 2x6 DF SS A TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. LETINS: 1-09-00 1-09-00 OVERHANGS: 29.1" 0.0" ** For hanger specs. - See approved plans 1-08-04 2-03-12 TRUSS SPAN 15- 4.5" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF ADDL: TC UNIF LL+DL= 96.0 PLF 1' 0.0" TO 4'- 0.0" V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CST 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 8-00 7-04-08 4-00 3-09-02 1-11-09 1-07-13 12 12 4.00 1- M-4x5 4 4.00 4.0" S I 8-00 2-04 <PL:10-00-12 15-04-08 JOB NAME: Andalusia at Coral Mountain - G109A Truss: G10 9A DATE: 1/28/2020 SEQ.: K7279016 TRANS ID: LINK WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2.4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTms has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations act forth by TPI/WTCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 7-04-08 CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( 0) 72 2- 9=(-101) 1240 2- 3=(-1805) 166 2- 3=( -227) 590 9- 8=( -86) 881 4- 9=( -468) 84 3- 4=(-1397) 135 9- 5=( 0) 339 4- 5=( -967) 97 9- 6=( -117) 113 5- 6-( -956) 108 7- 8-(-1165) 125 6- 7=(-1012) 134 7- 8=( 0) 63 BEARING MAX VERT MAX HORZ ERG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0" -11/ 1123V -21/ 43E 5.50" 1.20 DF ( 625) 15- 4.5" 0/ 717V 0/ OH 5.50" 0.77 DF ( 625) BAG @ 01- 0.0" 1.20 DF/ 1.85 HF/ 1.76 SPF BRG @ 15- 4.5" 0.77 DF/ 1.18 HF/ 1.13 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL - -0.078" @ -2'- 4.6" Allowed - 0.162" MAX DL DEFL - -0.098" @ 3'- 11.4" Allowed - 0.723" MAX TL DEFL = -0.104" @ 8'- 0.0" Allowed = 0.723" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.098" MAX HORIZ. LL DEFL = 0.009" @ 14- 11.0" MAX HORIZ. TL DEFL 0.022" @ 14- 11.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=15ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. Max CSI: TC:0.75 BC:0.56 Web:0.19 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. Scale: 0.3130 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper moretion of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). 3. 2, Impact Imaging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes busses are to be used in anon -ohm e1w environment, and are for "dry condition' of use. 6. Design assumes full beading at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of buss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) OQ�OFESSIp/yq� M1NG F 2y�0�c?n C 70068 *\ r;b, - -- �* January 28,2020 This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TC: 2x4 DF #1&BTR; 2x4 DF #2 T1 BC: 2x4 DF #2 WEBS: 2x4 DF #2; 2x6 DF SS A TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. LETINS: 1-09-00 0-00-00 OVERHANGS: 29.1" 0.0" Unbalanced live loads have been considered for this design. r+t TRUSS SPAN 15- 4.5" CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 LOAD DURATION INCREASE = 1.25 1- 2=( 0) 72 2- 8=(-148) 918 2- 3=(-1437) 266 SPACED 24.0" O.C. 2- 3=( -224) 580 8- 9=( -90) 826 4- 8=( 0) 172 3- 4=(-1035) 182 9- 7=( -81) 711 9- 6=( 0) 165 LOADING 4- 5=( -844) 163 LL( 20.0)+DL( 17.0) ON TOP CHORD - 37.0 PSF 5- 6-( -851) 175 DL ON BOTTOM CHORD = 7.0 PSF 6- 7=( -868) 139 TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH REQUIREMENTS OF CST 2019 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0" -23/ 873V -21/ 43E 5.50" 0.93 DF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 15- 4.5" 0/ 676V 0/ OH 5.50" 0.72 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. ERG @ 01- 0.0" 0.93 DF/ 1.44 HF/ 1.37 SPF BAG @ 15r- 4.5" 0.72 DF/ 1.11 HF/ 1.06 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.110" @ 10r- 7.7" Allowed = 0.482" MAX DL DEFL =-0.203" @ 10r- 7.7" Allowed = 0.723" MAX TL DEFL =-0.246" @ 10r- 7.7" Allowed = 0.723" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)- 0.203" MAX HORIZ. LL DEFL = 0.008" @ 14- 11.0" MAX HORIZ. TL DEFL = 0.017" @ 14r- 11.0" Design conforms to main windforce-resisting system and components and cladding criteria. 8-00 7-04-08 Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), 1-08-04 3-08 2-07-12 2-07-12 4-08-12 DOL=1.6, B=45ft, L=15ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. 12 12 4.00 a 4.00 M-4x6 ax CSI: TC:0.99 BC:0.36 Web:0.60 Design checked for a 300 lb concentrated top chord - - live load per IBC 2018 due to maintenance workers ea_o.,o ea_o.,e which is non -concurrent with other live loads. 5-06 2-04 <PL:10-00-12 5-00 15-04-08 JOB NAME: Andalusia at Coral Mountain - G110A 4-10-08 Scale: 0.3130 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder antl eraction contractor shoultl be ativised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G113. 0 2. 2.4 compression web bracing must be installed where shown 1. incorporation of component is the responsibility of the building designer. Additional temporary bracing to asum stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2, Impact Imaging or lateral bracing required where shown ++ ,S D' 4 K 7 2 7 9 0 I •% 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. . TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes busses are to be used in a non-c000sive environment, and are for "dry condition' of use. • 5. CompuTms has no control over and assumes no responsibility for the 6. Design assumes full beading at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of buss, and placed so their center TPINdTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Q�pFESSIO/V pMIN G Zy Fyc 90 C 70068 It \ •••�:� / � � 7� January 28,2020 This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TRUSS SPAN 15- 4.5" TC: 2x4 OF #2 LOAD DURATION INCREASE = 1.25 (Non -Rep) BC: 2x4 OF #2 SPACED 28.2" O.C. WEBS: 2x4 OF #2; 2x6 OF SS A LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD - 37.0 PSF TC MAX PURLIN SPACING 56"OC. UON. DL ON BOTTOM CHORD = 7.0 PSF BC MAX PURLIN SPACING 120"OC. UON. TOTAL LOAD = 44.0 PSF LETINS: 1-09-00 1-09-00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2019 NOT BEING MET. OVERHANGS: 29.1" 0.0" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. Unbalanced live loads have been considered for this design. ** For hanger specs. - See approved plans r+t 8-00 7-04-08 1-08-04 3-08 2-07-12 2-07-12 3-00-15 1-07-13 12 12 4.00 1- a 4.00 M-4x8 5-06 2-04 <PL:10-00-12 5-00 15-04-08 JOB NAME: Andalusia at Coral Mountain - G111A 4-10-08 CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( 0) 85 2- 9=(-175) 1081 2- 3=(-1693) 313 2- 3=( -264) 683 9-10=(-107) 979 4- 9=( 0) 202 3- 4=(-1219) 214 10- 8=(-104) 947 10- 6=( 0) 218 4- 5=( -999) 193 7- 8=(-1263) 154 5- 6=(-1006) 207 6- 7=(-1094) 172 7- 8=( 0) 75 BEARING MAX VERT MAX HORZ ERG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0" -27/ 1027V -25/ 51E 5.50" 1.10 OF ( 625) 15- 4.5" 0/ 796V 0/ OH 5.50" 0.85 DF ( 625) BAG @ 01- 0.0" 1.10 DF/ 1.69 HF/ 1.61 SPF BRG @ 15- 4.5" 0.85 DF/ 1.31 HF/ 1.25 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL --0.091" @ -2'- 4.6" Allowed - 0.162" MAX DL DEFL =-0.168" @ 10- 7.7" Allowed = 0.723" MAX TL DEFL =-0.186" @ 5'- 4.3" Allowed = 0.723" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.168" MAX HORIZ. LL DEFL = 0.009" @ 14- 11.0" MAX HORIZ. TL DEFL 0.021" @ 14- 11.0" Design conforms to main windforce-resisting system and components and cladding criteria. �I Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=15ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. Max CSI: TC:1.00 BC:0.46 Web:0.71 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. Scale: 0.3130 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder antlerec!ion contractor shoultl be ativised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G11 1A 2. 2.4 compression web bracing must be installed where shown 1. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2, Impact Imaging or lateral bracing required where shown ++ ,S D' K 7 2 7 9 0 18 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ' TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes trusses are to be used in a non-comosive environment, and are for "dry condition' of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full beading at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) OQ�OFESSIp/yq� M1NG F C 70068 January 28,2020 This design prepared from computer input by Type in your company name here! LUMBER SPECIFICATIONS TC: 2x4 DF #1&BTR; 2x9 DF #2 T2 BC: 2x9 DF #2 WEBS: 2x9 DF #2; 2x6 DF SS A TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. LETINS: 1-03-08 1-09-00 OVERHANGS: 29.1" 0.0" ** For hanger specs. - See approved plans 1-03-01 TRUSS SPAN 15- 4.5" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD - 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CST 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 8-00 6-08-15 7-04-08 5-08-11 1-07-13 12 12 4.00 1- M-4x5 4 4.00 4.0" a �( 8-00 2-04 <PL:10-00-12 15-04-08 JOB NAME: Andalusia at Coral Mountain - G112A 7-04-08 CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1-2=( 0) 72 2-7=(-64) 790 2-3=(-1348) 263 2-3=(-192) 441 7-6=(-63) 783 7-4=( 0) 297 3-4=(-922) 123 5-6=(-1048) 107 4-5=(-907) 142 5-6=( 0) 64 BEARING MAX VERT MAX HORZ BRG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0- 0.0" -23/ 873V -21/ 43H 5.50" 0.93 DF ( 625) 15- 4.5" 0/ 676V 0/ OH 5.50" 0.72 DF ( 625) ERG @ 01- 0.0" 0.93 DF/ 1.44 HF/ 1.37 SPF ERG @ 15r- 4.5" 0.72 DF/ 1.11 HF/ 1.06 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL - 0.101" @ 1' 2.0" Allowed - 0.482" MAX DL DEFL = -0.209" @ 8' 0.0" Allowed = 0.723" MAX TL DEFL = -0.121" @ 8' 0.0" Allowed = 0.723" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.209" MAX HORIZ. LL DEFL = 0.007" @ 14- 11.0" MAX HORIZ. TL DEFL 0.016" @ 14- 11.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=15ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. ax CSI: TC10.95 BC:0.51 Web:0.19 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. Scale: 0.3130 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Suilderantl erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G112A� 2 2x4 compression web bracing must be installed where shown + incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the ereIXor. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2, Impact bridging or lateral bracing required where shown ++ ,S D' 4 K 7 2 7 9 019 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. . TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for "dry condition' of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Q�(of ESSIO/V �,O OMING I F,y C 70068 January 28,2020 This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TRUSS SPAN 18r- 6.5" TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.25 BC: 2x4 DF #2 SPACED 24.0" O.C. WEBS: 2x4 DF #2; 2x6 DF SS A LOADING It( 20.0)+DL( 17.0) ON TOP CHORD - 37.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 7.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 44.0 PSF LETINS: 2-00-00 1-06-00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2019 NOT BEING MET. OVERHANGS: 0.0" 29.1" BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. ** For hanger specs. - See approved plans c m M CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( -232) 286 1- 9=(-2221) 3289 1- 2=(-2122) 804 2- 3=(-1381) 147 9-10=(-1593) 2457 3- 9=( -598) 531 3- 4=(-1267) 150 10- 7=(-2051) 3218 9- 4=( -468) 722 4- 5=(-1353) 176 4-10=( -459) 791 5- 6=(-1515) 248 10- 5=( -595) 472 6- 7=( -187) 500 6- 7=(-2123) 790 7- 8=( 0) 72 BEARING MAX VERT MAX HORZ ERG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0" -142/ 854V -3708/ 3708H 3.50" 0.91 DF ( 625) 18- 6.5" -142/ 1006V -3708/ 3708H 3.50" 1.07 DF ( 625) BAG @ 01- 0.0" 0.91 DF/ 1.41 HF/ 1.34 SPF BRG @ 18r- 6.5" 1.07 DF/ 1.66 HF/ 1.58 SPF 9-00-09 9-05-15 1-10-14 2-07-06 4-06-05 4-09 3-03-09 1-05-07 12 12 4.00 M-4x5 a 4.00 4.0" a 4� 6-02-03 <PL:10-00-12 6-02-03 18-06-08 JOB NAME: Andalusia at Coral Mountain - G114 6-02-03 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL --0.078" @ 20- 11.1" Allowed - 0.162" MAX DL DEFL =-0.141" @ 13- 10.1" Allowed = 0.898" MAX TL DEFL =-0.164" @ 12- 4.3" Allowed = 0.898" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.141" MAX HORIZ. LL DEFL = 0.049" @ 181- 3.0" MAX HORIZ. TL DEFL 0.066" @ 181- 3.0" OND. 2: 200.00 PLF SEISMIC LOAD. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=19ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. ax CSI: TC10.94 BC10.55 Web:0.18 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. Scale: 0.3077 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder antlerec!ion contractor shoultl be ativised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G1143. 2. 2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2, Impact Imaging or lateral bracing required where shown ++ S D' K 7 2 7 9 0 2 0 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. . TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes trusses are to be used in a non-comosive environment, and are for "dry condition' of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full beading at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) 2-04 Q�pFESS10�yq! C 70068 * \ • �) ","I / * January 28,2020 This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TRUSS SPAN 18- 6.5" CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.25 1- 2=( -311) 24 1- 9=( -75) 1128 1- 2=(-1434) 132 BC: 2x4 DF #2 SPACED 24.0" O.C. 2- 3=(-1294) 140 9-10=( -37) 951 3- 9=( -135) 86 WEBS: 2x4 DF #2; 3- 4=(-1175) 145 10- 7=(-136) 1276 9- 4=( -13) 241 2x6 DF SS A LOADING 4- 5=(-1287) 175 4-10=( -45) 346 LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF 5- 6=(-1423) 181 10- 5=( -202) 111 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 7.0 PSF 6- 7=( -198) 486 6- 7=(-1759) 242 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 44.0 PSF 7- 8=( 0) 72 LETTNS: 1-00-00 1-06-00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2019 NOT BEING MET. BEARING MAX VERT MAX HORZ ERG REQUIRED ERG LENGTH OVERHANGS: 0.0" 29.1" LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 0'- 0.0" 0/ 816V -44/ 30E 5.50" 0.87 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 18- 6.5" -17/ 1008V 0/ OH 5.50" 1.08 DF ( 625) ** For hanger specs. - See approved plans BAG @ 01- 0.0" 0.87 DF/ 1.34 HF/ 1.28 SPF BRG @ 181- 6.5" 1.08 DF/ 1.66 HF/ 1.58 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL --0.107" @ 6'- 2.2" Allowed - 0.587" MAX DL DEFL =-0.171" @ 12- 4.3" Allowed = 0.881" MAX TL DEFL =-0.235" @ 6'- 2.2" Allowed = 0.881" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.171" MAX HORIZ. LL DEFL = 0.013" @ 181- 1.0" MAX HORIZ. TL DEFL 0.028" @ 181- 1.0" Design conforms to main windforce-resisting system and components and cladding criteria. 9-00-09 9-05-15 Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, 0-11-08 3-06-12 4-06-05 4-09 3-03-09 1-05-07 (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=19ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads 12 12 in the plane of the truss only. 4.00 I1- M-4x5 a 4.00 4.0" 4 47` Max CST: TC:0.96 BC:0.35 Web:0.17 II Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers M-2x4 M-2x4 which is non -concurrent with other live loads. 0 I M-3x4 M-3x5 I I II a � � 1 ** p 1 9 10 0 < M-3x8 M-3x4 M-3x4 M-3x6 6-02-03 <PL:10-00-12 6-02-03 18-06-08 JOB NAME: Andalusia at Coral Mountain - G115 Truss: G115 DATE: 1/28/2020 SEQ.: K7279021 TRANS ID: LINK WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2.4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTms has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations act forth by TPI/WTCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 6-02-03 2-04 Scale: 0.2952 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper moretion of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). 3. 2, Impact Imaging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes busses are to be used in anon -ohm e1w environment, and are for "dry condition' of use. 6. Design assumes full beading at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of buss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Q�(of ESSIO/V �,O OMING I F,y y90 c� C 70068 * QP 9-30-2020 January 28,2020 This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TC: 2x4 DF #1&BTR; 2x4 IF #2 T2 BC: 2x4 DF #2 WEBS: 2x4 DF #2; 2x6 IF SS A TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. I�Q�IrIIrIr�QrIrIIrIk; ** For hanger specs. - See approved plans 0-11-08 3-06-12 rn 0 M 'Ilk � I m 0 0 < 6 6-02-03 <PL:10-00-12 TRUSS SPAN 18- 6.5" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD - 37.0 PSF DL ON BOTTOM CHORD - 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 9-00-09 9-05-15 4-06-05 4-09 3-09-04 0-11- 12 12 4.00 11- M-4x5 a 4.00 A n,, 6-02-03 18-06-08 JOB NAME: Andalusia at Coral Mountain - G115A 6-02-03 CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( -312) 27 1- 8=(-90) 1129 1- 2=(-1436) 123 2- 3=(-1295) 134 8- 9=(-32) 950 3- 8=( -134) 81 3- 4=(-1176) 135 9- 7=(-92) 1255 8- 4=( -7) 243 4- 5=(-1270) 143 4- 9=( -18) 325 5- 6=(-1414) 140 9- 5=( -186) 87 6- 7=( -361) 28 6- 7=(-1369) 116 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0" 0/ 816V -33/ 32E 5.50" 0.87 DF ( 625) 18- 6.5" 0/ 816V 0/ OH 5.50" 0.87 DF ( 625) ERG @ 01- 0.0" 0.87 DF/ 1.34 HF/ 1.28 SPF BAG @ 18r- 5.5" 0.87 DF/ 1.34 HF/ 1.28 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.113" @ 61- 2.2" Allowed = 0.587" MAX DL DEFL = -0.144" @ 61- 2.2" Allowed = 0.881" MAX TL DEFL = -0.249" @ 6 2.2" Allowed = 0.881" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)- 0.144" MAX HORIZ. LL DEFL = 0.013" @ 18- 1.0" MAX HORIZ. TL DEFL = 0.028" @ 18r- 1.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=19ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. ax CSI: TC:0.99 BC:0.35 Web:0.13 Design checked for a 300 lb concentrated top chord live load per I3C 2018 due to maintenance workers which is non -concurrent with other live loads. Scale: 0.2952 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder antlerec!ion contractor shoultl be ativised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G115A 2. 2.4 compression web bracing must be installed where shown 1. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2, Impact Imaging or lateral bracing required where shown ++ .S D' 4 K •� 2 •� 9 0 2 2 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. . TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes busses are to be used in a non-c000sive environment, and are for "dry condition' of use. 5. CompuTms has no control over and assumes no responsibility for the 6. Design assumes full beading at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of buss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) OQ�pFESSIp/yq� 0I G F D 2ti9 �cm C 70068 *\ 7 \ / / /* January 28,2020 This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TRUSS SPAN 18- 1.0" CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.25 1- 2=( -301) 27 1- 8=(-93) 1094 1- 2=(-1394) 121 BC: 2x4 DF #2 SPACED 24.0" O.C. 2- 3=(-125(5) 133 8- 9=(-36) 900 3- 8=( -138) 81 WEBS: 2x4 DF #2; 3- 4=(-1138) 136 9- 7=(-86) 1091 8- 4=( -11) 255 2x6 DF SS A LOADING 4- 5=(-1136) 136 4- 9=( -11) 253 LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF 5- 6=(-1253) 132 9- 5=( -136) 80 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 7.0 PSF 6- 7=( -300) 27 6- 7=(-1396) 121 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 44.0 PSF LETTNS: 1-00-00 1-00-00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ ERG REQUIRED ERG LENGTH REQUIREMENTS OF CBC 2019 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0" 0/ 796V -32/ 32E 5.50" 0.85 DF ( 625) ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 181- 1.0" 0/ 796V 0/ OH 5.50" 0.85 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. BRG @ Or- 0.0" 0.85 DF/ 1.31 HF/ 1.25 SPF BAG @ 18- 1.0" 0.85 DF/ 1.31 HF/ 1.25 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.114" @ 91- 0.6" Allowed = 0.572" MAX DL DEFL =-0.143" @ 12- 0.7" Allowed = 0.858" MAX TL DEFL =-0.251" @ 9 0.6" Allowed = 0.858" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)- 0.143" MAX HORIZ. LL DEFL = 0.012" @ 17- 7.5" MAX HORIZ. TL DEFL = 0.025" @ 17- 7.5" Design conforms to main windforce-resisting system and components and cladding criteria. 9-00-09 9-00-07 Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), 0-11-08 3-06-12 4-06-05 4-06-03 3-06-12 0-11-08 DOL=1.6, B=45ft, L=18ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads 12 12 in the plane of the truss only. 4.00 1- M-4x5 a 4.00 4.0" kax CST: TC:0.94 BC:0.32 Web:0.07 4� Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. 4 1- 8 9 ** 7 < M-3x8 M-3x4 M-3x4 M-3x8 6-00-05 6-00-05 6-00-05 <PL:10-00-12 18-01 JOB NAME: Andalusia at Coral Mountain - G116 Truss: G116 DATE: 1/28/2020 SEQ.: K7279023 TRANS ID: LINK WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2.4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTms has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations act forth by TPI/WTCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E Scale: 0.3061 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper moretion of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). 3. 2, Impact Imaging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes busses are to be used in anon -ohm e1w environment, and are for "dry condition' of use. 6. Design assumes full beading at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of buss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Q�(of ESSIO/V �,O OMING I F,y y90 c� C 70068 * QP 9-30-2020 January 28,2020 This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TC: 2x9 DF #1&BTR; 2x9 IF #2 Tl BC: 2x9 DF #2 WEBS: 2x9 IF #2 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. LETINS: 1-06-00 0-00-00 ** For hanger specs. - See approved plans TRUSS SPAN 18- 6.5" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD - 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CST 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 11-06 7-00-08 1-05-07 4-06-11 5-05-14 7-00-08 12 12 4.00 M-4x5 a 4.00 A n" 5-10-06 5-07-10 7-00-08 <PL : 10-00-12 18-06-08 JOB NAME: Andalusia at Coral Mountain - G117 CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1-2=( -27) 66 1-6=(-107) 526 1-2=(-654) 101 5-8=(-156) 115 2-3=(-613) 129 6-7=(-109) 523 6-3=( 0) 189 3-4=( 0) 469 7-8=( -22) 27 3-7=(-742) 102 4-5=( 0) 448 7-4=(-585) 74 7-5=(-400) 4 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0" 0/ 504V -40/ 82H 5.50" 0.54 DF ( 625) 11'- 6.0" 0/ 1054V 0/ OH 5.50" 1.05 DF ( 625) 18- 6.5" -75/ 197V 0/ OH 6.00" 0.21 DF ( 625) ERG @ 01- 0.0" 0.54 DF/ 0.83 HE/ 0.79 SPF ERG @ 11'- 6.0" 1.05 DF/ 1.62 HE/ 1.55 SPF BAG @ 18- 5.5" 0.21 DF/ 0.32 HF/ 0.31 SPF PROVIDE FULL BEARING•Jts:l 7 8 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL --0.021" @ 1'- 4.3" Allowed - 0.368" MAX DL DEFL =-0.042" @ 5'- 10.4" Allowed = 0.552" MAX TL DEFL =-0.027" @ 5'- 10.4" Allowed = 0.552" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.142" MAX HORIZ. LL DEFL = 0.005" @ 18- 4.7" MAX HORIZ. TL DEFL 0.008" @ 18- 4.7" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=19ft, E=4ft, Gable/Hip, Common, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Max CSI: TC10.86 BC10.36 Web:0.92 Design checked for a 300 lb concentrated top chord 3x5 live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. ri rl O N Scale: 0.3008 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder antlerec!ion contractor shoultl be ativised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2.4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' oG117.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2, Impact Imaging or lateral bracing required where shown ++ ,S D' K 7 2 7 9 0 2 4 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. • TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes trusses are to be used in a non-comosive environment, and are for "dry condition' of use. 5. CompuTms has no control over and assumes no responsibility for the 6. Design assumes full beading at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) OQ�OFESSIp/yq� M1NG F C 70068 *\ r J z 1 1* January 28,2020 This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TRUSS SPAN 23- 0.0" TC: 2x4 OF #2 LOAD DURATION INCREASE = 1.25 BC: 2x9 OF #2 SPACED 24.0" O.C. WEBS: 2x9 OF #2 LOADING TC LATERAL SUPPORT <= 12"OC. DON. it( 20.0)+DL( 17.0) ON TOP CHORD - 37.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 7.0 PSF TOTAL LOAD = 44.0 PSF LETINS: 1-00-00 1-00-00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OVERHANGS: 29.1" 29.1" REQUIREMENTS OF CBC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 11-06 11-06 0-11-12 5-00-06 5-05-14 5-08-10 4-09-10 0-11-1 12 12 4.00 1- M-4x5 a 4.00 5-10-06 2-04 <PL:10-00-12 5-07-10 5-10-06 23-00 JOB NAME: Andalusia at Coral Mountain - G118 CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( 0) 72 2-10=(-199) 394 2- 3=(-517) 153 2- 3=(-1(55) 473 10-11=(-203) 390 10- 4=( 0) 205 3- 4=(-477) 226 11-12=(-183) 395 4-11=(-783) 123 4- 5=( -20) 900 12- 8=(-179) 399 11- 5=(-879) 57 5- 6=( -22) 903 11- 6=(-798) 129 6- 7=(-482) 202 6-12=( 0) 205 7- 8=(-161) 465 7- 8=(-520) 163 8- 9=( 0) 72 BEARING MAX VERT MAX HORZ BRG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" -20/ 445V -53/ 53H 5.50" 0.47 DF ( 625) 11r- 6.0" 0/ 1538V 0/ OH 5.50" 1.64 DF ( 625) 23r- 0.0" -201 442V 0/ OR 5.50" 0.47 DF ( 625) BRG @ 0'- 0.0" 0.47 DF/ 0.73 HF/ 0.70 SPF BRG @ 11- 6.0" 1.64 DF/ 2.53 HF/ 2.41 SPF BEG @ 23- 0.0" 0.47 DF/ 0.73 HF/ 0.69 SPF PROVIDE FULL BEARING-Jts:2 11 8 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.078" @ -21- 4.6" Allowed = 0.162" MAX DL DEFL =-0.035" @ -21- 4.6" Allowed = 0.243" MAX TL DEFL =-0.078" @ -2'- 4.6" Allowed = 0.243" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)- 0.035" MAX HORIZ. LL DEFL =-0.008" @ 22- 6.5" MAX HORIZ. TL DEFL = 0.009" @ 22- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=23ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. ax CSI: TC10.73 BC:0.23 Web:0.98 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. a 0 0 5-07-10 2-04 Scale: 0.2228 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder antlerec!ion contractor shoultl be ativised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G11 8 2. 2.4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the lop and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2, Impact Imaging or lateral bracing required where shown ++ ,S D' K 7 2 7 9 0 2 5 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ' TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes trusses are to be used in a non-comosive environment, and are for "dry condition' of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full beading at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Q�pFESSIO/V pMIN G Zy Fyc 90 C 70068 * \ 4 •}•. / ! /* January 28,2020 This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TRUSS SPAN 23r- 0.0" TC: 2x4 IF #2 LOAD DURATION INCREASE = 1.25 BC: 2x9 DF #2 SPACED 24.0" O.C. WEBS: 2x9 DF #2 LOADING TC LATERAL SUPPORT <= 12"OC. DON. It( 20.0)+DL( 17.0) ON TOP CHORD - 37.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 7.0 PSF TOTAL LOAD = 44.0 PSF LETINS: 1-00-00 1-00-00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OVERHANGS: 0.0" 29.1" REQUIREMENTS OF CBC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 11-06 11-06 0-11-12 5-00-06 5-05-14 5-08-10 4-09-10 0-11-1 12 12 4.00 1--- M-4x5 4 4.00 c I N O a' M-: 5-10-06 5-07-10 5-10-06 5-07-10 <PL:10-00-12 23-00 JOB NAME: Andalusia at Coral Mountain - G118A CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( -81) 49 1- 9=( -74) 394 1- 2=(-517) III 2- 3=(-477) 140 9-10=( -76) 390 9- 3=( 0) 205 3- 4=( -46) 698 10-11=(-183) 395 3-10=(-820) 102 4- 5=( -44) 705 11- 7=(-179) 399 10- 4=(-748) 84 5- 6=(-482) 202 10- 5=(-798) 107 6- 7=(-175) 465 5-11=( 0) 205 7- 8=( 0) 72 6- 7=(-578) 121 BEARING MAX VERT MAX HORZ ERG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0" 0/ 445V -55/ 42E 5.50" 0.47 DF ( 625) ill- 6.0" 0/ 1420V 0/ OH 5.50" 1.51 DF ( 625) 23r- 0.0" -39/ 491V 0/ OH 5.50" 0.52 DF ( 625) BRG @ 0' 0.0" 0.47 DF/ 0.73 HF/ 0.70 SPF BRG @ 11- 6.0" 1.51 DF/ 2.34 HF/ 2.23 SPF BRG @ 23- 0.0" 0.52 DF/ 0.81 HF/ 0.77 SPF PROVIDE FULL BEARING•Jts:l 10 7 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL --0.078" @ 25- 4.6" Allowed - 0.162" MAX DL DEFL =-0.035" @ 25- 4.6" Allowed = 0.243" MAX TL DEFL =-0.078" @ 25- 4.6" Allowed = 0.243" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.03511 MAX HORIZ. LL DEFL =-0.008" @ 221- 6.5" MAX HORIZ. TL DEFL 0.009" @ 221- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=23ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. ax CSI: TC:0.73 BC:0.23 Web:0.98 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. 2-04 Scale: 0.2381 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Suilderantl erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G11 8A 2. 2.4 compression web bracing must be installed where shown 1. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the ereIXor. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2, Impact bridging or lateral bracing required where shown ++ ,S D' K 7 2 7 9 0 2 6 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. . TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for "dry condition' of use. 5. CompuTms has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Q�(of ESSIO/V �,O OMING I F,y C 70068 *\_7C / 1 /* January 28,2020 LUMBER SPECIFICATIONS TC: 2x4 DF #1&BTR BC: 2x4 IF #2 WEBS: 2x4 DF #2 TC LATERAL SUPPORT <= 12"OC. DON. BC LATERAL SUPPORT <= 12"OC. DON. LETINS: 4-00-00 3-06-00 OVERHANGS: 0.0" 29.1" TRUSS SPAN 23- 0.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD - DL ON BOTTOM CHORD = TOTAL LOAD = This design prepared from computer input by Spates Fabricators (SB) CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( -444) 369 1- 9=(-2222) 2538 1- 2=(-2627) 2335 2- 3=(-1677) 1367 9-10=(-2224) 2534 9- 3=( 0) 206 3- 4=(-1363) 1686 10-11=(-2370) 2701 3-10=(-1382) 715 4- 5=(-1254) 1577 11- 7=(-2368) 2704 10- 4=( -817) 368 37.0 PSF 5- 6=(-1600) 1264 10- 5=(-1409) 727 7.0 PSF 6- 7=( -391) 636 5-11=( 0) 206 44.0 PSF 7- 8=( 0) 72 6- 7=(-2519) 2172 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CST 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 11-06 11-06 3-09-14 2-02-04 5-05-14 5-08-10 2-05-03 3-04-03 12 12 4.00 1-- M-4x5 a 4.00 BEARING MAX VERT MAX HORZ ERG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0" -670/ 1008V -4600/ 4600E 5.50" 1.07 DF ( 625) 11- 6.0" -237/ 1327V 0/ OH 5.50" 1.42 DF ( 625) 23- 0.0" -621/ 959V -4600/ 4600H 5.50" 1.02 DF ( 625) BRG @ 0'- 0.0" 1.07 DF/ 1.66 HF/ 1.58 SPF BRG @ 11- 6.0" 1.42 DF/ 2.18 HF/ 2.08 SPF BRG @ 23- 0.0" 1.02 DF/ 1.58 HF/ 1.50 SPF PROVIDE FULL BEARING'Jts:l 10 7 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL --0.078" @ 25- 4.6" Allowed - 0.162" MAX DL DEFL =-0.035" @ 25- 4.6" Allowed = 0.243" MAX TL DEFL =-0.082" @ 3'- 8.8" Allowed = 0.552" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.035" MAX HORIZ. LL DEFL = 0.053" @ 0'- 5.5" MAX HORIZ. TL DEFL-0.060" @ 0'- 5.5" GND. 2: 200.00 PLF SEISMIC LOAD. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), L.6, B=45ft, L=23ft, E=4ft, Gable/Hip, Common, a designed for wind loads ae plane of the truss only. ax CSI: TC:0.95 BC:0.46 Web:0.63 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. 5-10-06 5-07-10 5-10-06 5-07-10 <PL : 10-00-12 23-00 2-04 JOB NAME: Andalusia at Coral Mountain - G119 Truss: G119 DATE: 1/28/2020 SEQ.: K7279027 TRANS ID: LINK WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fast'nom are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L),E Scale: 0.2518 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper corporation of component is the responsibility of the building designer. 2. Design assumes the lop and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2z Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-comosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) OQ�pFESSlp�yq� 0I G F D 2y9 �cm C 70068 January 28,2020 LUMBER SPECIFICATIONS TC: 2x4 IF #2 BC: 2x4 DF #2 WEBS: 2x4 DF #2 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. Staple or equal at non-structural vertical members (non). Unbalanced live loads have been considered for this design. —M-4x4 2-04 <PL: 9-00-12 TRUSS SPAN 16— 0.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 8-00 5-11-04 2-00-12 2-00-12 5-11-04 M-15x5 M-4x5 4-01-08 16-00 M-15x5 This design prepared from computer input by Spates Fabricators (SB) OND. 2: 100.00 PLF SEISMIC LOAD. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=16ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. JOB NAME: Andalusia at Coral Mountain - G120 Scale: 0.4224 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder an erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G120 2. 2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the lop and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 1 / 2 8 / 2 O 2 0 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ S �', K •� 2 •� 9 0 2 8 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. " ' fastenere are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-comosive environment, TRANS I D • LINK design loads be applied to any component. and are for "dry condition" of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. 7. Design assumes adequate drainage is d. 8. This design is furnished subject to the limitations set forth by an 8. Plates shall be located on both faces of truss, and placed so their center on truss, TPI/WTCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L),E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Note: Outlooker truss. Upper top chords require same material as structural top chord. Connect with M-3x5 min typical 36"oc (uon). ote:Truss design requires continuous bearing wall for entire span UON. ax CSI: TC:0.60 BC:0.09 Web:O.D$ Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. Gable end truss on continuous bearing wall UON. Refer to CompuTrus gable end detail for 5-11-04 5-11-04 M-Jx4 2-04 Q�(of ESSIO/V �,O OMING I F,y y90 c� C 70068 *\_7C / 1 /* January 28,2020 This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TRUSS SPAN 16- 0.0" CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 TC: 2x4 OF #2 LOAD DURATION INCREASE = 1.25 1-2=( -59) 60 1-6=(-40) 862 1-2=(-1068) 89 BC: 2x4 DF #2 SPACED 24.0" O.C. 2-3=(-994) 122 6-5=(-39) 862 6-3=( 0) 313 WEBS: 2x4 DF #2 3-4=(-994) 122 4-5=(-1068) 89 LOADING 4-5=( -59) 60 TC LATERAL SUPPORT <= 12"OC. DON. LL( 20.0)+DL( 17.0) ON TOP CHORD - 37.0 PSF BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD - 7.0 PSF TOTAL LOAD = 44.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG LENGTH LETINS: 1-06-00 1-06-00 LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0- 0.0" 0/ 704V -26/ 26H 5.50" 0.75 DF ( 625) REQUIREMENTS OF CBC 2019 NOT BEING MET. 161- 0.0" 0/ 704V 0/ OH 5.50" 0.75 DF ( 625) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP BRG @ 0'- 0.0" 0.75 DF/ 1.16 HF/ 1.10 SPF AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. ERG @ 16- 0.0" 0.75 DF/ 1.16 HF/ 1.10 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.114" @ 141- 7.7" Allowed = 0.503" MAX DL DEFL =-0.126" @ 141- 7.7" Allowed = 0.754" MAX TL DEFL =-0.131" @ 14- 7.7" Allowed = 0.754" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)- 0.126" MAX HORIZ. LL DEFL = 0.008" @ 15- 6.5" MAX HORIZ. TL DEFL = 0.019" @ 151- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 8-00 8-00 Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), 1-05-07 6-06-09 6-06-09 1-05-07 DOL=1.6, B=45ft, L=16ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads 12 12 in the plane of the truss only. 4.00 1- M-4x5 a 4.00 ax CSI: TC:1.00 BC:0.55 Web:0.11 4.0" 3 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. 8-00 8-00 <PL: 10-00-12 16-00 JOB NAME: Andalusia at Coral Mountain - G121 Scale: 0.3497 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Suilderantl erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G12 1 2. 2.4 compression web bracing must be installed where shown 1. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2, Impact bridging or lateral bracing required where shown ++ ,S D' K 7 2 7 9 0 2 9 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ' TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes busses are to be used in a non -corrosive environment, and are for "dry condition' of use. 5. CompuTms has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of buss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTi us Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Q�pFESS10�yq! C 70068 * \ • �) ","I / * January 28,2020 This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TC: 2x4 OF #2 BC: 2x6 OF SS WEBS: 2x4 OF #2 TC LATERAL SUPPORT <= 12"OC. DON BC LATERAL SUPPORT <= 12"OC. UON ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x6 bottom chords 9" oc in 1 row(s) throughout 2x4 webs. TRUSS SPAN 16- 0.0" LOAD DURATION INCREASE = 1.25 (Non -Rep) SPACED 24.0" O.C. LOADING ADDL: TC UNIF it( 20.0)+DL( 17.0)= 37.0 PLF 0'- 0.0" TO 16- 0.0" V ADDL: TO UNIF LL( 20.0)+DL( 17.0)= 37.0 PLF 0'- 0.0" TO 16- 0.0" V ADDL: BC UNIF LL( 182.2)+DL( 218.7)= 400.9 PLF 0'- 0.0" TO 16- 0.0" V ADDL: BC UNIF LL+DL= 7.0 PLF 0- 0.0" TO 16- 0.0" V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CDC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1-2=(-6462) 192 1-6=(-158) 5842 2-6=(-66) 462 2-3=(-(5488) 130 6-7=( -74) 4458 6-3=( 0) 2514 3-4=(-6488) 130 7-5=(-158) 5842 3-7=( 0) 2514 4-5=(-6462) 192 7-4=(-66) 462 BEARING MAX VERT MAX HORZ ERG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0 -86/ 3855V -20001 2000H 5.50 2.06 DF ( 625) 16'- 0.0" -86/ 3855V -2000/ 2000H 5.50" 2.06 DF ( 625) BRG @ 01- 0.0" 2.06 DF/ 3.17 HF/ 3.02 SPF ERG @ 16- 0.0" 2.06 DF/ 3.17 HE/ 3.02 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.061" @ 10- 6.7" Allowed = 0.503" MAX DL DEFL =-0.071" @ 101- 6.7" Allowed = 0.754" MAX TL DEFL =-0.132" @ 101- 6.7" Allowed = 0.754" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)- 0.072" MAX HORIZ. LL DEFL = 0.014" @ 15- 6.5" MAX HORIZ. TL DEFL = 0.031" @ 151- 6.5" GND. 2: 2000.00 LBS SEISMIC LOAD. Design conforms to main windforce-resisting 8-00 8-00 system and components and cladding criteria. 4-01-02 3-10-14 3-10-14 4-01-02 Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=16ft, E=4ft, Gable/Hip, Common, 12 12 Truss designed for wind loads 4.00 1- M-4x6 4 4.00 in the plane of the truss only. 4.0" 3 CSI- TC:0.31 BC:0.52 Web:0.22 I I Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers M_9v4 M_ixd which is non -concurrent with other live loads. 5-05-05 <PL:10-00-12 5-01-06 16-00 JOB NAME: Andalusia at Coral Mountain - G122 5-05-05 Scale: 0.3497 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Suilderantl erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G122 2. 2.4 compression web bracing must be installed where shown 1. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2, Impact bridging or lateral bracing required where shown ++ ,S D' K 7 2 7 9 0 3 0 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. . TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes busses are to be used in a non -corrosive environment, and are for "dry condition' of use. 5. CompuTms has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of buss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Q�(of ESSIO/V �,O OMING I F,y C 70068 * QP 9-30-2020 January 28,2020 LUMBER SPECIFICATIONS TC: 2x9 OF #2 BC: 2x9 DF #2 WEBS: 2x9 DF #2 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. Staple or equal at non-structural vertical members (non). Unbalanced live loads have been considered for this design. 12 4.00 1-- 4-08 TRUSS SPAN 12- 0.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF ADDL: BC UNIF LL+DL= 20.0 PLF 0' 0.0" TO 12- 0.0" V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 6-00 1-04 1-04 6-00 4-08 This design prepared from computer input by Spates Fabricators (SB) OND. 2: 240.00 PLF SEISMIC LOAD. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=12ft, E=9ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. Note: Outlooker truss. Upper top chords require same material as structural top chord. Connect with M-3x5 min typical 36"oc (uon). ote:Truss design requires continuous bearing wall for entire span UON. Max CSI: TC:0.41 BC:0.15 Web:O.09 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. 6 7 GM-4x4 M-3x5 M-3x5 M-3x4 4-08 <PL: 9-00-12 2-08 12-00 4-08 JOB NAME: Andalusia at Coral Mountain - G123 Scale: 0.5049 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before wmmences. building component. Applicability of design parameters and proper G123 bracing mu 2. 2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of me building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the lop and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywan(BC). DATE: 1 / 2 8 / 2 0 2 0 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. K 7 2 7 9 0 31 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ' fastenere are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-cor osive environment, TRANS I D • LINK design loads be applied to any component. and are for "dry condition" of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. 7. Design assumes adequate drainage is d. 8. This design is furnished subject to the limitations set forth by on truss, an 8. Plates shall be located on both faces of truss, and placed so their center TPI/WTCA in BGSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L),E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Gable end truss on continuous bearing wall UON. Refer to CompuTrus gable end detail for complete specifications. Q�pFESSlO/yq� <v }P �0 2� C 70068 EXP. 9-30-2020 4 b CIV1'- �FOF CAL January 28,2020 This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TRUSS SPAN 12r- 0.0" TC: 2x4 IF #2 LOAD DURATION INCREASE = 1.25 BC: 2x4 DF #2 SPACED 24.0" O.C. WEBS: 2x4 DF #2; 2x4 IF #1&BTR A LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD - 37.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 7.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 44.0 PSF ADDL: BC UNIF LL+DL= 20.0 PLF 0' 0.0" TO 12r- 0.0" V Unbalanced live loads have been considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CDC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 6-00 6-00 2-04 3-08 3-08 2-04 12 12 4.00 [-- a 4.00 M-4x5 a 0" 3-09-12 2-00-08 7-11 <PL:17-00-12 12-00 3-09-12 JOB NAME: Andalusia at Coral Mountain - G124 CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( -33) 299 1- 6=(-226) 33 6- 2=(-534) 124 2- 3=(-335) 96 6- 7=(-180) 56 2- 7=( -19) 348 3- 4=(-335) 96 7- 8=(-180) 56 7- 3=( -65) 35 4- 5=( -31) 299 8- 5=(-226) 30 7- 4=( -19) 348 4- 8=(-534) 125 BEARING MAX VERT MAX HORZ BRG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 2'- 0.5" -24/ 6(57V -201 20H 5.50" 0.67 DF ( 625) 91- 11.5" -5/ 667V 0/ OH 7.50" 0.71 DF ( 625) BRG @ 2' 0.5" 0.67 DF/ 1.03 HF/ 0.98 SPF ERG @ 9' 11.5" 0.71 DF/ 1.10 HE/ 1.05 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.012" @ Or- 0.0" Allowed = 0.136" MAX DL DEFL =-0.003" @ 61- 0.0" Allowed = 0.342" MAX TL DEFL =-0.015" @ Or- 0.0" Allowed = 0.204" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)=-0.016" MAX HORIZ. LL DEFL =-0.001" @ 91- 9.8" MAX HORIZ. TL DEFL =-0.001" @ 91- 9.8" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=18.4ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=12ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. ax CSI: TC:0.29 BC:0.09 Web:0.06 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. C 5 I 0 0 6 2-00-08 Scale: 0.4251 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Suilderantl erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper G124 2. 2.4 compression web bracing must be installed where shown 1. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2, Impact bridging or lateral bracing required where shown ++ ,S D' K 7 2 7 9 0 3 2 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. . TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes busses are to be used in a non -corrosive environment, and are for "dry condition' of use. 5. CompuTms has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of buss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) OQ�OFESSIp/yq� M1NG F C 70068 January 28,2020 LUMBER SPECIFICATIONS TC: 2x4 IF #2 BC: 2x4 DF #2 WEBS: 2x4 DF #2 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. Staple or equal at non-structural vertical members (uon). Unbalanced live loads have been considered for this design. TRUSS SPAN 21- 0.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. This design prepared from computer input by Spates Fabricators (SB) FOND, 2: 240.00 PLF SEISMIC LOAD. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=21ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. Note: Outlooker truss. Upper top chords require same material as structural top chord. Connect with M-3x5 min typical 36"oc (uon). ote:Truss design requires continuous bearing wall for entire span UON. Max CSI: TC:0.53 BC:0.39 Web:0.32 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. 10-06 10-06 3-01-02 5-04 2-00-14 2-00-14 5-04 3-01-02 12 8 9 13 10 11 < M-5x6- M-3x5 M-3x5 M-3x5(S) M-3x5 M-3x5 M-4x5 3-01-02 5-04 4-01-12 5-04 3-01-02 10-00 11-00 6 � <PL: 9-00-12 21-00 JOB NAME: Andalusia at Coral Mountain - G125 Truss: G125 DATE: 1/28/2020 SEQ.: K7279033 TRANS ID: LINK WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fast' name neare complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L),E Scale: 0.3821 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper corporation of component is the responsibility of the building designer. 2. Design assumes the lop and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2z Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-comosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) .ring wall UON. it for -9�OFESslp�yq� 0I G F 0 Iy9 ycm C 70068 *\ lc1�/ J January 28,2020 LUMBER SPECIFICATIONS TC: 2x4 OF #2 BC: 2x4 DF #2 WEBS: 2x4 DF #2 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. Staple or equal at non-structural vertical members (uon). Unbalanced live loads have been considered for this design. TRUSS SPAN 10- 5.5" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF ADDL: BC UNIF LL+DL= 20.0 PLF 0'- 0.0" TO 10- 5.5" V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 5-02-12 5-02-12 3-10-12 1-04 1-04 3-10-12 12 4.00 1-- This design prepared from computer input by Spates Fabricators (SB) OND. 2: 240.00 PLF SEISMIC LOAD. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=10ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. 6 7 '--M-4x4 M-3x5 M-3x5 M-3x4 Note: Outlooker truss. Upper top chords require same material as structural top chord. Connect with M-3x5 min typical 36"oc (uon). ote:Truss design requires continuous bearing wall for entire span UON. Wax CSI: TC:0.30 BC:0.14 Web:D.03 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers �( which is non -concurrent with other live loads. 3-10-12 2-08 3-10-12 L <PL: 9-00-12 10-05-08 JOB NAME: Andalusia at Coral Mountain - G126 Truss: G12 6 DATE: 1/28/2020 SEQ.: K7279034 TRANS ID: LINK WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fast' name neare complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L),E Scale: 0.5405 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper corporation of component is the responsibility of the building designer. 2. Design assumes the lop and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2z Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-comosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Gable end truss on continuous bearing wall UON. Refer to CompuTrus gable end detail for complete specifications. OQ�pFESSlp�yq� 0I G F D 2y9 �cm C 70068 January 28,2020 This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TRUSS SPAN 26r- 5.5" CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 TC: 2x4 DF #1&BTR; LOAD DURATION INCREASE = 1.25 1- 2=( -628) 484 1- 7=(-3423) 5613 1- 2=(-3609) 1349 2x4 IF #2 T2 SPACED 24.0" O.C. 2- 3=(-2496) 100 7- 8=(-2553) 4205 3- 7=( -921) 723 BC: 2x4 DF #1&BTR 3- 4=(-2318) 91 8- 6=(-3229) 5667 7- 4=( -594) 1192 WEBS: 2x4 IF #2 LOADING 4- 5=(-2492) 47 4- 8=( -388) 1335 LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF 5- 6=( -643) 321 8- 5=( -859) 643 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 7.0 PSF 5- 6-(-3420) 1095 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 44.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED ERG LENGTH LETINS: 5-00-00 0-00-00 ADDL: BC UNIF LL+DL= 20.0 PLF 101- 5.5" TO 261- 5.5" V LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0- 0.0" -199/ 1366V -6350/ 6350H 5.50" 1.46 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 261- 5.5" -121/ 1497V -6350/ 6350H 5.50" 1.60 DF ( 625) Staple or equal at non-structural REQUIREMENTS OF CDC 2019 NOT BEING MET. vertical members (con). ERG @ 01- 0.0" 1.46 DF/ 2.25 HE/ 2.14 SPF BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP ERG @ 26r- 5.5" 1.60 DF/ 2.46 HE/ 2.35 SPF AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL --0.084" @ 8' 9.8" Allowed - 0.851" MAX DL DEFL =-0.229" @ 8' 9.8" Allowed = 1.277" MAX TL DEFL =-0.215" @ 17- 7.7" Allowed = 1.277" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.308" MAX HORIZ. LL DEFL = 0.104" @ 261- 0.0" MAX HORIZ. TL DEFL 0.146" @ 261- 0.0" OND. 2: 240.00 PLF SEISMIC LOAD. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=16.6ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, 13-02-12 13-02-12 (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=26ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads 4-09-04 1-10-02 6-07-06 6-07-14 6-06-14 in the plane of the truss only. M-4x6 ax CSI: TC10.91 BC10.90 Web:0.90 4 0" M-2.5x4 or equal at non-structural diagonal inlets. M-3xa M-3x5 M-3X6+ 1 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers M-3X5 M-2x4 M-2x4 M-3X5 which is non -concurrent with other live loads. M-2x4 M-4X5 rh Truss designed for 9x2 outlookers. 2x9 let -ins M-3X7 of the same size and grade as structural top chord. Insure tight fit at each end of let -in. M-3X6+ M-2x4 M -2x4 outlookers must be cut with care and are n permissible at inlet board areas only. c M-3X6+ c 1 < 8 HS-6x12 0.25" -M-4x4 MHS-6xl2 6 MHS-5x14(S) M-3x6+ M-3X10+ 8-09-13 8-09-13 8-09-13 <PL:14-00-12 26-05-08 JOB NAME: Andalusia at Coral Mountain - G127 Scale: 0.2022 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder antlerec!ion contractor shoultl be ativised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' oG127.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2, Impact Imaging or lateral bracing required where shown ++ ,S D' K 7 2 7 9 0 3 5 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. . TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes busses are to be used in a non-c000sive environment, and are for "dry condition' of use. 5. CompuTms has no control over and assumes no responsibility for the 6. Design assumes full beading at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of buss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Q�pFESSIO/V ��o MIN G Ih, F.yc 90 C 70068 January 28,2020 This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TRUSS SPAN 18r- 3.0" CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 TC: 2x4 DF #1&BTR; LOAD DURATION INCREASE = 1.25 1- 2=( -305) 27 1- 8=(-92) 1106 1- 2=(-1409) 122 2x9 DF #2 T2 SPACED 24.0" O.C. 2- 3=(-12(59) 134 8- 9=(-35) 918 3- 8=( -138) 81 BC: 2x4 DF #2 3- 4=(-1149) 134 9- 7=(-89) 1157 8- 4=( -7) 248 WEBS: 2x9 DF #2; LOADING 4- 5=(-1196) 139 4- 9=( -15) 288 2x6 DF SS A LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF 5- 6=(-1313) 135 9- 5=( -156) 83 DL ON BOTTOM CHORD - 7.0 PSF 6- 7=( -188) 19 6- 7=(-1395) 116 TC LATERAL SUPPORT <= 12"OC. DON. TOTAL LOAD = 44.0 PSF BC LATERAL SUPPORT <= 12"OC. DON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LETINS: 1-00-00 1-02-11 REQUIREMENTS OF CBC 2019 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0" 0/ 803V -32/ 32E 5.50" 0.86 DF ( 625) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 181- 3.0" 0/ 803V 0/ OH 5.50" 0.86 DF ( 625) ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. ERG @ 01- 0.0" 0.86 DF/ 1.32 HE/ 1.26 SPF BAG @ 181- 3.0" 0.86 DF/ 1.32 HF/ 1.26 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.109" @ 61- 2.2" Allowed = 0.578" MAX DL DEFL =-0.139" @ 61- 2.2" Allowed = 0.867" MAX TL DEFL =-0.241" @ 6'- 2.2" Allowed = 0.867" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)- 0.139" MAX HORIZ. LL DEFL = 0.012" @ 17- 9.5" MAX HORIZ. TL DEFL = 0.026" @ 17- 9.5" Design conforms to main windforce-resisting system and components and cladding criteria. 9-00-08 9-02-08 Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), 0-11-08 3-06-12 4-06-04 4-09 3-03-09 1-01-15 DOL=1.6, B=45ft, L=18ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads 12 12 in the plane of the truss only. 4.00 M-4x5 a 4.00 4.0" ax CST: TC:0.95 BC:0.33 Web :0.19 L 4 Design checked for a 300 lb concentrated top chord 1 live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. N 6-02-03 6-02-03 5-10-11 <PL:10-00-12 18-03 JOB NAME: Andalusia at Coral Mountain - G128 1 Scale: 0.3021 WARNINGS: GENERAL NOTES, unless otherwise noted: be d of all General Notes erection contractoron This design is based only upon the parameters individual ra shown and is for Truss: and Wrantl co nces. and Warnings before construction commences. r building component. Applicability of design parameters and proper p G128 2. 2.4 compression web bracing must be installed where shown 1. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to asum stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2, Impact Imaging or lateral bracing required where shown ++ ,S D' K 7 2 7 9 0 3 6 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. . TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes trusses are to be used in a non-comosive environment, and are for "dry condition' of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full beading at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MITak) O91pFESSIp/yq� 0I G F D 2ti9 ycm C 70068 January 28,2020 IJ This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TRUSS SPAN 18- 3.0" TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.25 BC: 2x4 DF #2 SPACED 24.0" O.C. WEBS: 2x4 DF #2; 2x6 DF SS A LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD - 37.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 7.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 44.0 PSF LETINS: 2-00-00 1-06-00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CST 2019 NOT BEING MET. ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. < 9-00-08 9-02-08 1-10-14 2-07-06 4-06-04 4-09 3-00-02 1-05-06 12 12 4.00 M-4x5 a 4.00 4 nrr 6-02-03 6-02-03 5-10-11 <PL:10-00-12 18-03 JOB NAME: Andalusia at Coral Mountain - G129 Truss: G12 9 DATE: 1/28/2020 SEQ.: K7279037 TRANS ID: LINK WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2.4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTms has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations act forth by TPI/WTCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1- 2=( -156) 184 1- 8=(-2212) 3195 1- 2=(-1984) 759 2- 3=(-1283) 155 8- 9=(-1546) 2348 3- 8=( -606) 558 3- 4=(-1177) 136 9- 7=(-2181) 3191 8- 4=( -499) 736 4- 5=(-1208) 140 4- 9=( -539) 789 5- 6=(-1330) 213 9- 5=( -593) 534 6- 7=( -78) 29 6- 7=(-1933) 707 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0" -158/ 859V -3650/ 3650E 5.50" 0.92 DF ( 625) 181- 3.0" -158/ 859V -3650/ 3650H 5.50" 0.92 DF ( 625) ERG @ Or- 0.0" 0.92 DF/ 1.41 HE/ 1.35 SPF BAG @ 18r- 3.0" 0.92 DF/ 1.41 HF/ 1.35 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.073" @ 121- 4.3" Allowed = 0.578" MAX DL DEFL =-0.091" @ 121- 4.3" Allowed = 0.867" MAX TL DEFL =-0.163" @ 12r- 4.3" Allowed = 0.867" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)- 0.218" MAX HORIZ. LL DEFL = 0.046" @ 17- 9.5" MAX HORIZ. TL DEFL = 0.060" @ 17r- 9.5" OND. 2: 200.00 PLF SEISMIC LOAD. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=18ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. ax CSI: TC:1.00 BC:0.55 Web:0.20 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. 1 Scale: 0.3021 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper moretion of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). 3. 2, Impact Imaging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes busses are to be used in anon -ohm e1w environment, and are for "dry condition' of use. 6. Design assumes full beading at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of buss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) OQ�pFESSIp/yq� %I G F O 2y�0 C 70068 January 28,2020 LUMBER SPECIFICATIONS TC: 2x8 IF #2 BC: 2x10 IF #2 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. Unbalanced live loads have been considered for this design. Lumber must be free and clear of knots and splits TRUSS SPAN 1'- 10.4" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. M-2x8+ M-2x8+ 2 This design prepared from computer input by Spates Fabricators (SB) OND. 2: 200.00 PLF SEISMIC LOAD. ote:Truss design requires continuous bearing wall for entire span UON. All connections and attachments of components to form the structural system for imposed seismic loading is the responsibility of the engineer of record. Design assumes shear panel to align with verticals in adjacent trusses. Note: Attachments as stated above must account for the component overturning moment. ax CSI: TC:0.01 BC:0.01 Web:0.D0 1-10-06 <PL : 0-0 0-0 0 �,,aFESSIO�yq� Q 00I G Zy 16, JOB NAME: Andalusia at Coral Mountain - GH �� _ 90 Scale: 1.2193 J C �oo 6 8 WARNINGS: GENERAL NOTES, unless otherwise noted: li V T ru9 1. Builder an erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual building Applicability design 9.3Q52020 S : GH and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+, component. of parameters and proper incorporation of component is the responsibility of me building designer. . 3. Additional temporary bracing to insure stability during construction 2. Design assumes the lop and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by drywall(BC). DATE: 1 / 2 8 / 2 0 2 0 e overall s. thtructure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC) and/or 32z I mpact bridging or lateral bracing required where shown ++ SEQ. K 7 2 7 9 0 3 8 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ' fastenere are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-comosive environment, F� TRANS I D • LINK design loads be applied to any component. and are for "dry condition" of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if January 28,2020 fabrication, handling, shipment and installation of components. necessary. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPI/WTCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software +7,7.0-SP3(1 L}E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) This design prepared from computer input by Spates Fabricators (SE) LUMBER SPECIFICATIONS TC: 2x4 OF #2 BC: 2x4 OF #2 WEBS: 2x4 OF #2 TC LATERAL SUPPORT <= 12"OC. DON. BC LATERAL SUPPORT <= 12"OC. UON. �i L.�I Q�IrIIrlr=rIDDIDP) TRUSS SPAN 1' 6.4" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING 12 LL( 20.0)+DL( 17.0) ON TOP CHORD - 37.0 PSF 4.00 DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 1-06-06 <PL:10-00-12 M-2x4 JOB NAME: Andalusia at Coral Mountain - GJ CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1-2=( -64) 51 1-4=(-293) 294 1-2=(-431) 393 2-3=(-154) 154 3-4=(-268) 241 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" -222/ 300V -306/ 306H 5.50" 0.32 DF ( 625) 1 6.4" -236/ 276V -306/ 306H 5.50" 0.29 DF ( 625) BRG @ 0' 0.0" 0.32 DF/ 0.49 HF/ 0.47 SPF BRG @ I' 6.4" 0.29 DF/ 0.45 HF/ 0.43 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX TC PANEL LL DEFL --0.001" @ 0' 10.1" Allowed - 0.059" MAX TC PANEL TL DEFL --0.001" @ 0' 9.2" Allowed - 0.089" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.000" MAX HORIZ. LL DEFL = 0.000" @ 0' 5.5" MAX HORIZ. TL DEFL =-0.000" @ 0' 5.5" DND. 2: 200.00 PLF SEISMIC LOAD. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=2ft, E=4ft, Gable/Hip, Common, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Scale: 1.1776 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Suilderantl erection contractor should be ativised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: Warnings before construction commences. building component. Applicability of design parameters and proper GJand 2. 2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2, Impact bridging or lateral bracing required where shown ++ ,S D' K 7 2 7 9 0 3 9 4 4. No lead should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. . TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for "dry condition' of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) ax CSI: TC:0.23 BC:0.04 Web:0.05 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. O91pFESSIp/yq� 0I G F D 2ti9 ycm C 70068 January 28,2020 IJ LUMBER SPECIFICATIONS TRUSS SPAN 1' 10.4" TC: 2x4 OF #2 LOAD DURATION INCREASE = 1.25 BC: 2x4 OF #2 SPACED 24.0" O.C. WEBS: 2x4 OF #2 LOADING TC LATERAL SUPPORT <= 12"OC. DON. 12 LL( 20.0)+DL( 17.0) ON TOP CHORD - 37.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. 4.00 1- DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CST 2019 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 0 0 4 < 1-10-06 <PL:10-00-12 M-2x4 JOB NAME: Andalusia at Coral Mountain - GK This design prepared from computer input by Spates Fabricators (SE) CBC2019/IBC2018 MAX MEMBER FORCES 4WR/DDF80/Cq=1.00 1-2=(-214) 218 4-5=(-337) 340 4-1=(-423) 382 2-3=( 0) 0 1-5=(-481) 471 5-2=(-192) 122 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" -374/ 433V -373/ 373H 3.50" 0.46 DF ( 625) 1 10.4" -364/ 449V -373/ 373H 3.50" 0.48 DF ( 625) BRG @ 0' 0.0" 0.46 DF/ 0.71 HF/ 0.68 SPF BRG @ 1' 10.4" 0.48 DF/ 0.74 HF/ 0.70 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX TC PANEL LL DEFL --0.001" @ 0' 11.3" Allowed - 0.069" MAX TC PANEL TL DEFL --0.002" @ 0' 10.7" Allowed - 0.103" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.001" MAX HORIZ. LL DEFL = 0.001" @ 11- 5.2" MAX HORIZ. TL DEFL = 0.001" @ 1' 5.2" DND. 2: 200.00 PLF SEISMIC LOAD. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.C, MWFRS(Dir), DOL=1.6, B=45ft, L=2ft, E=4ft, Gable/Hip, Common, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Scale: 1.0180 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be ativised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper GK 2. 2.4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 / 2 8 / 2 020 the overall structure is the responsibility of the building designer. 3. 2, Impact bridging or lateral bracing required where shown ++ ,S D' K 7 2 7 9 0 4 0 4 4. No lead should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. . TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for "dry condition' of use. • 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTi us Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) ax CSI: TC:0.06 BC:0.06 Web:0.07 Design checked for a 300 lb concentrated top chord live load per IBC 2018 due to maintenance workers which is non -concurrent with other live loads. Q�pFESSIO/V pMIN G Zy Fyc 90 C 70068 It \ •••�:� / � � 7� January 28,2020 This design prepared from computer input by Type in your company name here! LUMBER SPECIFICATIONS TO: 2x4 DF #2 BC: 2x4 DF #2 WEBS: 2x4 DF #2; 2x4 DF #15BTR A TO LATERAL SUPPORT <= 12"OC. DON. BC LATERAL SUPPORT <= 12"OC. DON. TRUSS SPAN 1'- 10.4" LOAD DURATION INCREASE - 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. M-3x4 M-2x4 M-3x5+ < 3 4 M-3x4 M-3x4 1-10-06 <PL: 0-00-00 JOB NAME: Andalusia at Coral Mountain - GM Scale: 0.9881 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and eraction contmctor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: Warnings before construction commences. building component. Applicability of design parameters and proper GMand 2. 2.4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to iasum stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the ereIXor. Additional permanent bracing of 2' o.c. and at 10' o.c. mspectiv ly unless braced thmughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 1 28 2020 the overall structure is the responsibility of the building designer. Po ty 9 9 r 3. 2. Impact bridging or lateral bracing required where shown ++ SEQ. K 7 2 7 9 0 41 4. No lead should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. TRANS I D • LINK fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes trusses are to be used in a non-com alw environment, and are for "dry condition• of use. • 5. CompuTms has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. ]. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both laces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) OND. 2: 200.00 PLF SEISMIC LOAD. ote: Truss design requires continuous bearing wall for entire span UON. All connections and attachments of components to form the structural system for imposed seismic loading is the responsibility of the engineer of record. Design assumes shear panel to align with verticals in adjacent trusses. Note: At as stated above must account for the component overturning moment. ax CSI: TC:0.03 BC:0.04 Web:0.08 Q�pFESSlO�yq� <v }P �0 2� C 70068 EXP. 9-30-2020 4 i•�/• Civi\_ F0 FOAL January 28,2020 LUMBER SPECIFICATIONS TC: 2x8 IF 225OF BC: 2x10 DF #2 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. Unbalanced live loads have been considered for this design. Lumber must be free and clear of knots and splits TRUSS SPAN 2'- 6.9" LOAD DURATION INCREASE - 1.25 SPACED 24.0" O.C. LOADING it( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 2-06-14 M-2x8+ M-2x8+ < 1 <PL: 0-00-00 2-06-14 I This design prepared from computer input by Spates Fabricators (SB) OND. 2: 200.00 PLF SEISMIC LOAD. ote:Truss design requires continuous bearing wall for entire span UON. All connections and attachments of components to form the structural system for imposed seismic loading is the responsibility of the engineer of record. Design assumes shear panel to align with verticals in adjacent trusses. Note: At as stated above must account for the component overturning moment. Ma. CSI: TC:0.00 BC:0.01 Web:0.00 Q�pFESSIO/V �O OMING I F,y cam` JOB NAME: Andalusia at Coral Mountain - GT } Sale: 1.0955 J=� C 7006890 WARNINGS. GENERAL NOTES, unless otherwise noted. Truss: 1. Builder an tl erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual building Applicability design R 9-30- 020 GTand Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+, component. of parameters and proper incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the lop and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). ` DATE: 1 / 2 8 / 2 0 2 0 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ S E 4 K 7 2 7 9 0 4 2 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. c " ' fastenere are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-comosive environment, TRANS I D • LINK design loads be applied to any component. and are for "dry condition" of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if January 28,2020 fabrication, handling, shipment and installation of components. necessary. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPI/WTCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CofnpuTrus Software 7.7.0-SP2(1 L),E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) LUMBER SPECIFICATIONS TC: 2x8 IF 225OF BC: 2x8 DF 2250F TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. Unbalanced live loads have been considered for this design. Lumber must be free and clear of knots and splits TRUSS SPAN 1'- 10.4" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. M-2x8+ M-2x8+ < i <PL: 0-00-00 1-10-06 2 JOB NAME: Andalusia at Coral Mountain - GU Scale: 1.2739 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder an erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper GU 2. 2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the lop and bottom chords to be laterally braced at is the maponsibili of the erector. Additional permanent of ty p rma g 2' o.c. and at 10' o.c. respectively unless braced throughout their length b Pe Y 9 9 Y continuous sheathing such as plywood and/or tlrywall(BC). DATE: 1 / 2 8 / 2 0 2 0 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ mead here s SEQ. K 7 2 7 9 0 4 3 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fastenere are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-comosive environment, TRANS I D • LINK design loads be applied to any component. and are for "dry condition" of use. • 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. 7. Design assumes adequate drainage is 8. This design is furnished subject to the limitations set forth by twss,etl. 8. Plates shall be located on both faces of truss, and placed so their center on TPI/WTCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.7.0-SP2(1 L),E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) This design prepared from computer input by Spates Fabricators (SB) OND. 2: 200.00 PLF SEISMIC LOAD. ote:Truss design requires continuous bearing wall for entire span UON. All connections and attachments of components to form the structural system for imposed seismic loading is the responsibility of the engineer of record. Design assumes shear panel to align with verticals in adjacent trusses. Note: At as stated above must account for the component overturning moment. Ma. CSI: TC:0.00 BC:0.00 Web:O.OD Q�pFESSlO/yq� <v }P �0 2� C 70068 EXP. 9-30-2020 4 i•�/• s c - T ivi q J' F 0 FOAL January 28,2020 LUMBER SPECIFICATIONS TC: 2x8 IF #2 BC: 2x8 DF #2 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. Unbalanced live loads have been considered for this design. Lumber must be free and clear of knots and splits TRUSS SPAN 1'- 10.4" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. M-2x8+ M-2x8+ < i <PL: 0-00-00 1-10-06 2 JOB NAME: Andalusia at Coral Mountain - GV Scale: 1.2739 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper �� 2. 2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the lop and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 1 / 2 8 / 2 0 2 0 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. K 7 2 7 9 0 4 4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ' fastenere are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-comosive environment, TRANS I D • LINK design loads be applied to any component. and are for "dry condition" of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. 7. Design assumes adequate drainage is 8. This design is furnished subject to the limitations set forth by twss,etl. 8. Plates shall be located on both faces of truss, and placed so their center on TPI/WTCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CofnpuTrus Software 7.7.0-SP2(1 L),E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) This design prepared from computer input by Spates Fabricators (SB) OND. 2: 200.00 PLF SEISMIC LOAD. ote:Truss design requires continuous bearing wall for entire span UON. All connections and attachments of components to form the structural system for imposed seismic loading is the responsibility of the engineer of record. Design assumes shear panel to align with verticals in adjacent trusses. Note: At as stated above must account for the component overturning moment. Ma. CSI: TC:0.01 BC:0.01 Web:0.0D Q�pF ESSIp/yq� ��o oM1NG Z,y F�c <v }P �0 2� C 70068 * EXP.9-302020 January 28,2020 MiTek® eupl F rcm (2) BRACING FOR GABLE END DRAG GABLE 90C (- 6'-n DES. BY: MJ DATE: 3/19/2015 SEC?.: 6212763 TRANS ID: 419298 :6t7C:3/IBC2012 FOR GABLE ENOS UNDER 6'-1' :N HEIGH' "MINIMUM GABLE STUD GRADE- 2A STUD GRADE DOUG- FIR CONDITION 2 GABLE END TRUSS MAY RESIST UP TO 180 PLF DRAG LOAD, PROVIDED 1 STUCCOOR OTHER SHEAR RESISTING MATERIAL ADEQUATE TO RESIST 180 PLF IS ATTACHED TO ONE FACE, STUCCO MUST BE ATTACHED IN ACCORDANCE WITH IBC TABLE 2306.4.5, 2 GABLE END TRUSS IS ADEQUATELY AND CONTINUOUSLY CONNECTED TO SUPPORTING BEARING WALL. AGE AT 16'-0' o.c. OR AT '.RLI.NE. ATTACH WITH 16d SHOWN IN (). iRAL 4TE W2. i OFF S TU D CUTOUT FOR 44 OUTLOOKER Design eonforms to Main Windforce-Resisting Systsm also Components and Cladding crbr1s. Wind: Vult,-115 mph max, h=30ft max, ASCE 7-10 (All Heights , Enclosed, Cat 2, Exp B o: C. Load Duration Factor=1.6. 1)d ADD -ON, ATTACH WITH 8d NAILS AT D' o.c. 41Q OUTLDOKER DFT II 42 5 z4 CENTER VERTICALS VARY AS REQUIRED BY VENT SIZE OR OUTLOOKER CUTOUT FOR 44 OUTLOOKER wi e MiTek9 2x4 CONTINUOUS BACKING ATTACHED WITH 16d r DRAG GABLE 90C (+ 6'-1') DES. BY: MJ DATE: 3/19/21,15 SEQ.: 6212764 TRANS ID: 419298 CBC2013/:BC2011 FOR GABLE ENDS OVERB-1' IN HEIGHT •• MINIMUM GABLE STUD GRADE 2x4 CONSTRUCTION GRADE DOZY -FIR GABLE STUD SPACING 16- cc �� 2x4 BRACES. BRACED AT 6'-0' MAXIMUM Design conforms to Main VVlndforce-Resisting System also Components and Cladding criteria. Wind: Vult.=115 mph max, h=30ft max, ASCE 7-10 (All Heights), Enclosed, Cat 2, Exp B or C. Load Duration Factor=:.6. T-W o.c. MAX M-2.5x4 CONDITION 2 GABLE END TRUSS MAY RESIST UP TO 180 PLF DRAG LOAD, PROVIDED 1 STUCCO OR OTHER SHEAR RESISTING MATERIAL ADEQUATE TO RESIST 180PLF ISATTACHEDTOONE FACE. STUCCO MUST BEATTACHEDIN ACCORDANCE NTH IBC TABLE 2306.7. 2 GABLE END TRUSS ISADEQUATELYAND CONTINUOUSLY CONNECTED TO SUPPORTING BEARING WALL. M-2.5x4 SHEATHINGTO GABLE END 2x4 BLOCKS WITH 3.16d NAILS EACH END t r 8d NAIL AT 6 o.c. GABLE STUD r 1-16d 16a at 24' o.c. 20 BLOCK 2-18d i NTH 2-16d 8d NAIL AT 6' c.c. NOTCHED PER OUT LOOKER SPACING 2x4 BRACE 4NTH 4.16d NAILS I 1 TOE NAIL 2-16d EACH END. 2-16d 16d 24" O.C. CompuTrus. Inc. Custom Software Engineering Manufacturing Plate Pitch A 2.82-3.00 M-3x8 M-3x5 M-3x8 3.00-4.50 M-3x8 M-3x5 M-3x8 4.50-6.00 1 M-3x6 M-3x5 M-3x8 Deflection Criteria: Live Load = 1-/240 Dead Load = U180 12 2.82-6.00F�7' VIb Extensions must be supported every 4-" max. Extensions may be plated as shown for additional length Use M-34 plate for 2x4 lumber, M-5x8 for 24. Refer to Max Setback X Varies with pitch 0 - Do not overcut ripped chords. § - Shim all supports solid to bearing R = 347# max. W =1.5" min. 4 over 2 supports - R = 694# max. W =1.5" min. Ffl_E NO: Hip Rafter-2x6(1.25) DATE: 07/01109 SEQ: 2787668 IBC 2009tCBC 2010 Cantilever Lumber Grades TC LUDL Max Setback TC LUDL Max Setback SPF1650F(1.5E) 20/7 = 27# '8-8-0 2014 = 34# '8-0-0 SPF2100F(1.8E) 20R = 27# '8-10-0 20114 = 34# `8-4-0 Note: Max Setback is from inside of bearings. _zr_m Conventional framing is not the responsibility of the truss designer, plate manufacturer nor the truss fabricator. Framers erecting trusses are cautioned to seek the advice of a local, professional engineer regarding conventional framing. ALTERNATE FRAMING DETAIL AROUND 30" ACCESS CompOrrus. Inc. Custom Software Engineering Manufacturing TYPICAL ROOF TRUSS LAYOUT 1 24' L 4' L 24' L 24' 1 24 1 24" L 24' t NOTE: REFER TO APPROPRIATE ENGINEERING DETAIL FOR TRUSS TYPES DESIGNED FOR OVERSPACING. ADJUSTED ROOF TRUSS LAYOUT single member common (net 24° o.c.) Ladner Frame A Between trusses wits 2x4 at 48" o.c. L 24' L 4L 21" L 30" Deer I 21" t 24' L 24 1 Section A -A FILE NO: 30" ATTIC ACCESS DATE: 07/23/08 REF: 25-1 R 7/17r14 MJ CBC2013/IBC2012 SEQ: S5480563 Section A -A (bottom v:ew) F pFESSIC\ *� EXR ST CIV1�.. ��P "FCFCALIF� -7/) 7// 4 ZicompiiTrus, Inc. Custom Software Engineering Manufacturing 3-1( I, Bottom chord of Hip 2'-0- oc typical ' No. 1 truss PRESSURE BLOCKING DETAIL FOR END JACK BOTTOM CHORD UP TO 8'-0" AT HIP NO. 1 WITH CEILING LOAD OF 10psf NOTE: Attach 2x4 Doug Fir pressure block to bottom chord of hip no. 1 with 4-16d nails. Bottom chords of end joints are attached with 3-10d nails at each end of the pressure block. FILE NO: PRESSURE BLOCKING DATE: 01 /20/08 REF: 15, 25-1 SEQ: S5480564 Od Hip No. 1 truss 3-10d 99,0FESS/0, U , C 66864 in a *� EXP. DETAIL FOR COMMON AND END JACKS =Im I •2-0-0 _..a. 8/31/2005 PAGE 1 MAX LOADING (Psf) RPACING 20-0 BRACING MiTek Industries, Inc. TCLL 16.0 lutes Increase 1.15 Western Division rCDL 1s.o Lumber increase1.15 TOP CHORD Sheathed. BCCL 0.0 Rep Stress Incr YES BOT CHORD Rigid ceiling directly applied. BCDL 10.0 MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 X 4 HF, DF-L No.t BOT CHORD 2 X 4 SPF, HF, DF-L No.2 NOTE: TOP CHORD PITCH: 3/12-8/12 BOTTOM CHORD PITCH: 0/12-4/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.C. MIVSAC - 8 -20PSF LENGTH OF EXTENSION AS DESIGN REQ'D 20'-0e MAX SPLICE CAN EITHER BE 3X6 MT20 PLATES OR 22" LONG 2X4 SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE W/ (A31"X3.0" MIN) NAILS @ 3- O.C. 2 ROWS i /SUPPORT AND CONNECTION BY OTHERS OR 2-16d COMMON WIRE (0.162.OIA. X 3.5' LGT TOE NAILS SUPPORTS SHALL BE PROVIDED 4'-0- O.C. ALONG THE EXTENSION OF TOP CHORD. CONN, W/316d COMMON WIRE (0.162-DIA. X 3.S- LGT) TOE NAILS CONN. W216d COMMON WIRE (062"01A. X 3.5` LGT) TOE NAILS 60-0 B•D-0 _I rrr, l f l _ - 2-� - --- 4-0-0 EXT, - 22-0-00 _ EXT. _ - •L EXT. 2.0-0 •/ EXT. 2,0•0 -�.--- ,.•,... i CONN. W13 16d COMMON WIRE (0.167DIA X 3.5- LGT) TOENAILS I 2,- 3X4 BOTTOM CHORD LENGTH MAY BE T-0' OR A BEARING BLOCK. CONN. W/216d COMMON WIRE(o.162-DIA X 3.5-) LGT TOE NAILS OR SEE DETAIL MWSAC-7 FOR 2.0-0 80-0 PRESSUREBLOCKING INFO. NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. w 6686 RT * EXP. S>. CIVIL j _ - 4 T 4z c ` WARy77Jir - Verlfy design parameters and REND NDTESI ON 7717S AND WLUDED 6BTF.X RF.FF:RF.NC^ PAGE V.1f 7G77 BPJ'0RE I :SF. i 7." SteenWdit lane ! Oesign wId low use anly with Wick conneclors, this design is based Only upon paromMDrs shown. and a for an indrvdual buidin j convomenl. Suite 109 A abU a! do - n y . SI s4 a irn7 shown Citrus Naighls, epic fig ySi pwpmenl ern and rea'.>er 'vs,-ayxOlbn d COrtrpanent is resparrSibiJl �f buYdinr deli ner - nal Iru:s de' -new. & w is for lote•ol supp-t nl ndmidunl web member. ony. Addf xnd femporory bracing to msure slabilily during conslruclion is the responsil0my of the j pr meclof. p, zn-1 braci , of III wane'hur l Ora is the re4oes%1NRy al Dte bu" :g (1-9- er. Far ye-01 grwdOhk a regeraing fabrk-ation. quotly control. ;I wage. deivcry. erection and txacing, torah ANSI/TFII Quallty UN do. 055-S? and 5CSI1 SuWnp Component 1 l Safety Inf—anon ovoioble from Truss Pble ksfitute. %3 D'Onoldo Or9ve. Madison. W: S$71y. iTe2 {{ —_ — I August 10, 2010 MiTek USA, Inc. Page 1 of 1 Note: T-Bracing / I -Bracing to be used when continuous lateral bracing is impractical. T-Brace / I -Brace must cover 90% of web length. nNote: This detail NOT to be used to convert T-Brace / I -Brace MiTek USA, Inc. webs to continuous lateral braced webs. Nailing Pattern T-Brace size Nail Size Nail Spacing 2x4 or 2x6 or 2x8 10d 6" o.c. Note: Nail along entire length of T-Brace / I -Brace (On Two-Ply's Nail to Both Plies) WEB Nails Nails t _A SPACING k k t � Section Detail Nails Web I -Brace Nails Brace Size for One -Ply Truss Specked Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 T-Brace 2x4l-Brace 2x6 IM T-Brace MI -Brace 2x8 IM T-Brace MI -Brace Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 T-Brace 2x4 I -Brace 2x6 2x6 T-Brace M- -Brace 2x8 2x8 T-Brace 2x8l-Brace T-Brace / I -Brace must be same species and grade (or better) as web member. FEBRUARY 14, 2012 1 CONVENTIONAL VALLEY FRAMING DETAIL E/mVIEoo D o0 �a MiTek USA, Inc. ST-VALLEYI MiTek USA, Inc. RIDGE BOARD GABLE END, COMMON TRUSS ( SEE NOTE #6) OR GIRDER TRUSS -' li ., I, 1� I I VALLEY PLATE ( SEE NOTE #4 ) 1 POST VALLEY RAFTERS i I (SEE NOTE 08 ) ( SEE NOTE #2) PLAN DRAWING r-LHIN OCU I IVIN GENERAL SPECIFICATIONS 1. WITH BASE TRUSSES ERECTED (INSTALLED), APPLY SHEATHING TO POST ( 24" O.C. ) - - GABLE END, COMMON TRUSS TRUSS MUST BE SHEATHED NOTE: 48' O.C. MAXIMUM POST SPACING TOP CHORD OF SUPPORTING (BASE) TRUSSES. LIVE LOAD = 30 PSF (MAX) 2. BRACE BOTTOM CHORD AND WEB MEMBERS PER TRUSS DESIGNS. DEAD LOAD = 15 PSF (MAX) D.O.L. INC = 1.15 3. DEFINE VALLEY RIDGE BY RUNNING A LEVEL STRING FROM THE INTERSECTING RIDGE OF ASCE 7-98, ASCE 7-02, ASCE 7-05 90 MPH (MWFRS) THE (a.) GABLE END, (b.) GIRDER TRUSS OR (c.) COMMON TRUSS TO THE ROOF SHEATHING. ASCE7-10 115 MPH (MW FRS I. 4. INSTALL 2 x 4 VALLEY PLATES. FASTEN TO EACH SUPPORTING TRUSS WITH (2) 16d (3.5" X 131') NAILS. _,�� 5. SET 2 x 6 #2 RIDGE BOARD. SUPPORT WITH 2 x 4 POSTS SPACED 48' O.C.. BEVEL BOTTOM OF POST TO SET EVENLY ON THE SHEATHING. FASTEN POST TO RIDGE WITH (4) 10d (3" X. 13 V)NAILS. FASTEN POST TO ROOF SHEATHING WITH (3) 10d (3' X.131-)TOE-NAILS. 6. FRAME VALLEY RAFTERS FROM VALLEY PLATE TO RIDGE BOARD. MAXIMUM RAFTER SPACING IS 24" O.C.. FASTEN VALLEY RAFTER TO RIDGE BEAM WITH (3) 16d (3.5" X .13V) TOE -NAILS. FASTEN VALLEY RAFTER TO VALLEY PLATE WITH (3) 16d (3.5- X .131 ") TOE -NAILS. 7. SUPPORT THE VALLEY RAFTERS WITH 2 x 4 POSTS 48' O.0 (OR LESS) ALONG EACH RAFTER. INSTALL POSTS IN A STAGGERED PATTERN AS SHOWN ON PLAN DRAWING. ALLIGN POSTS WITH TRUSSES BELOW. FASTEN VALLEY RAFTER TO POST WITH (4) 10d (3- X .131') NAILS. FASTEN POST THROUGH SHEATHING TO SUPPORTING TRUSS WITH (2) 16d (3.5- X .131') NAILS. 8, POSTS SHALL BE 2 x 4 #2 OR BETTER SPRUCE PINE FIR, DOUG FIR LARCH OR SOUTHERN YELLOW PINE. POSTS EXCEEDING 75' SHALL BE INCREASED TO 4 x 4 OR BE PRE -ASSEMBLED (2) PLY 2 x 4's FASTENED TOGETHER WITH 2 ROWS OF 10d NAILS 6" O.C.. MARCH 12, 2009 WEB BRACING RECOMMENDATIONS ST-WEBBRACE OO n MiTek USA, Inc. Page 1 of 1 �laa a o0 0 00 a MiTek USA, Inc. MAXIMUM TRUSS WEB FORCE (Ibs.)(See note 7) BRACE BAY SIZE 24"O.C, 48"O.C. 72" O.C. BRACING MATERIAL TYPE BRACING MATFRIAI TYPE BRACING MATERIAL TYPE A B C D A B C D C 0 101-0 1610 t886 1886 2829 Sri of ♦ ]O ` Gk- ! . ::,: ti-i'�:d•1,.-%.A. 'tr`` �' y^"':4;.-». "`;:%;h %L•..;•pwv., a;, c -�. L'^T. ' 1p: �ti`�;��•.r.'r ;,,- •.t•�,;,�.?'c"..v�Fe��;i;:.�t. _r. - . '"L�`+.1.. =c.'�q -.•.er:•S'�.✓... . 4ti;'C � _1.`j�.*: :r:-... � yam: 12'-0' 1342 1572 1572 2358 .S'Ae'i„? "= :•Fiw��i 3143 3143 4715 4715 7074 14'-0' 1150 1347 1347 2021 ; ..,ti :'�``., v�— �4. . •,:y f ri••.,. lx�. t`j .L f r:.) '�cK ti �;: ,? : `` u::'.,;� ; .EerY^."!✓n'Y.i". �04 s ,.••:.�:{A� ��.tc'\ .a-y-ir`''•"`•` !::i" 16-0" 1006 1179 1179 1768 Y 2358 2358 3536 Y3 K;±�'� t+��c� .ij � } ~• ' y4?�"ti 18'-0" 894 1048 1048 1572 } ' h`:;��i7st' s �,s=4s•-+t+u'� ` ' a .�< 3143 4715 «, e , 1 1886 2829tti:T•>^A»:wki� 805 943 943 14141886 •. ' -, ry.:�.i . :/ f3:?•�:-ice •u�-:.�. Bay size shall be measured in between the centers of pairs of diagonals. GENERAL NOTES TYPE BRACING MATERIALS 1. DIAGONAL BRACING IS REWIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF ANDA7R CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED PROFESSIONAL 1 X 4 IND. 45 SP 2, THESE CALCULATIONS ARE BASED ON LATERAL. BRACE CARRYING 2%OF THE WEB FORCE A - -OR. 3. DIAGONAL 8KA[:ING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER. AS THE. LATERAL BRACE MATERIAL, AND SHALL BE INSTALLED IN SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS 1 X 4 02 SRB (OF, HF, SPF) AT APPROL 45 DEGREES AND SMALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2.5d (0.131-a.5-) FOR 1 x4 BRACES, 2-10d (0.131 •x:n FOR lid and 2x4 BRACES. AND 390d (0.131'.3') FOR 24 BRACFS, 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-W (0-131'X2.5') NAILS FOR 1.4 LATERAL BRACES, 2-1Od (0.131-.0-) NAILS FOR 24 and 2x4 LATERAL BRACES, AND 3-1Od (0.131-,Q-) FOR 2A LATERAL BRACES, B 2 X 303, STD, CONST (SPF, OF, HF, OR SP) 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. 6. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTAI IATION OF BRACING, CONSULT OF, HF, OR SP) OSB-00 TEMPORARY BRACING OF META. PLATE CONNECTED WOOD TRUSSES AND SCSI 1 C 2 X a x3, STD, CONST (SPF, WIDE TO GOOU PRACTICE. FOR HANDLING, INSTALLING a BRACING OF METAL PITS. CONNECTED W000 TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AAERICA.4 TRUSS PLATE INSTITUTE. ww A..A..by_e and w .IpfnM.ag D 2 X 6 Y3 OR BETTER (SPF, OF, HF, OR SP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. I, TABULATED VALUES ARE BASED ON A DOL. - 1.15 FOR STABILIZERS: FOR A SPACING OF 24' O.C. ONLY, MITEK'STABIUZER' TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A, B. C AND D BRACING MATERIAL DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVL. WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS, STABILQERS MAYBE REPLACED WITH WOOD BLOCKING. SEE'STABILQER' To, r¢C uGxPlur_ W¢Tx� 1 xTYY.I nl xnF xNn �[Ylnl InT CGC!`JC1fxT✓w MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bradng may still be required for the stability of the overall roof system. The method shown here is just one method that can be used to provide stability against web buckling. CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE. 4) MINIMUM LUMBER SPECIFICATIONS (DF ONLY) TC: 2x4 DF #2 BC: 2x4 DF #2 WEBS: 2x4 DF STD/STUD TC LATERAL SUPPORT <= 12"OC. UON. PIGGYBACK TRUSS SPAN UP TO 16'- 0.0" LOAD DURATION INCREASE = 1.25 MAX. SPACING = 24.0" O.C. LOADING LL( 20.0)+DL( 15.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 1.0 PSF TOTAL LOAD = 36.0 PSF MAXIMUM WIND SPEED = 110mph, MAX MEAN ROOF HEIGHT = 20ft. CATEGORY II, BUILDING EXPOSURE B or C ENCLOSED STRUCTURE, GABLE END ZONE ASCE 7-10, DURATION OF LOAD INCREASE = 1.60 ** 2x4 stripping required as shown. NOTE: STRUCTURAL TRUSS SHOWN BELOW PIGGYBACK TRUSS IS Join to bottom section of truss with FOR ILLUSTRATION PURPOSES ONLY. REFER TO APPLIC- 2-16d nails and top section with 2-16d ABLE COMPUTRUS DESIGN FOR STRUCTURAL TRUSS BELOW. toenailed to stripping. Stripping spaced at 2'-0" oc maximum. Connections are for vertical loads only. 16'-0" max 4'-0" max 4'-0" max 4'-0" max 4'-0" max M-4x4 4.0" 12 12 3to677' a3to6 RS - ROOF SHEATHING TO BE CONTINUOUS M-2x4 M-2x4 OVER JOINT. SHEATHING TO OVERLAP A MINIMUM OF 12" OVER JOINT. I I I M-2x4 I I ** ** I I ** I RS - I JOB NAME: STANDARD CAP TRUSS Truss: CAP DES. BY: MJ DATE: 3/16/2015 SEQ.: 6209598 TRANS ID: 419042 DF TOP CHORD AT STRUCTURAL TRUSS BELOW 1A B de ere to on ra uld be advised all neral Notes bef n m r� s. x4 c n a m e ailed wn +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software +7.5.2.2F(1 L)-Z GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) M-2x4 iA] C 603" * i5 S'T CIVIC �P gTFCF CAtIF�� TIMBER ODUCTS INSPECTION October 13, 2016 Spates Fabricators, Inc. 85 — 435 Middleton Street Thermal, CA 92274 To Whom It May Concern, Timber Products Inspection, Inc. is proud to announce that the following truss manufacturing facility, Spates Fabricators, Inc. is a subscriber to our nationally accredited "Truss Quality Auditing Program". The TP Truss Quality Auditing Program is accredited under the IAS AA696 Evaluation Report and conforms to requirements for independent inspection of trusses under the International Building Code and International Residential Code. The TP program involves daily in -plant quality control checks by plant personnel and periodic unannounced inspections by TP personnel for conformance to engineering and industry standards for fabricators. The TP quality stamp on each truss bearing the registered GTI log is your assurance that the trusses were fabricated in accordance with the TP Truss Quality Auditing Program and applicable sections of the IBC and IRC. Specific design loads and installation requirements are not covered by the TP Auditing Program. Please note that the quality programs are automatically renewed unless requested otherwise. Any questions about this program, the facilities status in the program or the use of the TP registered quality stamps may be directed to Timber Products Inspection, Inc. at (770) 922-8000. Sincerely, Timber Products Inspection _7Z4�_� Patrick C. Edwards, P.E. Director of Engineering P.O.Box 919. 1641 Sigman Road • Conyers, Georgia 30012. 770/922-8000 • FAX: 770/922-1290 105 S.E. 12411 Avenue • Vancouver, WA 98684. 360/449-3138 • FAX: 360/449-3953 DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES SECTION: 06 17 53—SHOP-FABRICATED WOOD TRUSSES REPORT HOLDER: MITEK USA, INC. 16023 SWINGLEY RIDGE ROAD CHESTERFIELD, MISSOURI 63017 EVALUATION SUBJECT: MITEK° TRUSS CONNECTOR PLATES: TL18, MT18, MT18HSTM, M18SHSTM, TL20 AND MT20 ICC EVALUATION ICC ICC ICC SERVICE n� C PMG LISTED Look for the trusted marks of Conformity! 0 �\W "2014 Recipient of Prestigious Western States Seismic Policy Council ■�� (WSSPC) Award in Excellence" A Subsidiary of ouE OUNCir snaa.m ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not cc ,ed c8;; specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation.for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as <,, t,; to any finding or other matter in this report, or as to any product covered by the report. ��d��,�.�,�, n«.aiaccN Copyright ° 2017 ICC Evaluation Service, LLC. All rights reserved. IMES Evaluation Report ESR-1988 www.1cc-es.orp 1 (800) 423-6587 1 (562) 699-0543 DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 06 17 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK USA, INC. 16023 SWINGLEY RIDGE ROAD CHESTERFIELD, MISSOURI 63017 (314) 434-1200 www.mitek-us.com A%1It11_1t0107►x01F MiTek® TRUSS CONNECTOR PLATES: TL18, MT18, MT18HSTM' M18SHSTM, TL20 AND MT20 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2018, 2015, 2012, 2009 and 2006 International Building Code° (IBC) ■ 2018, 2015, 2012, 2009 and 2006 International Residential Codee (IRC) Property evaluated: Structural 2.0 USES MiTek° metal truss connector plates are used as joint connector components of light wood -frame trusses. 3.0 DESCRIPTION 3.1 MiTek° TL18 and MT18: Models TL18 and MT18 metal truss connector plates are manufactured from minimum No. 18 gage [0.0466 inch total thickness (1.18 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0456 inch (1.16 mm). The plates have teeth 3/8 inch (9.5 mm) long, punched in pairs formed at right angles to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on center. The transverse centerlines of adjacent slots are staggered 0.10 inch (2.54 mm). The distance between longitudinal centerlines of the slots is 0.25 inch (6.35 mm). There are eight teeth per square inch (645 mm2) of surface area. Plates are available in 1/2-inch (12.7 mm) width increments, up to 12 inches (304.8 mm), and lengthwise in 1-inch (25.4 mm) multiples. See Figure 1 for details. Reissued December 2016 Revised October 2017 This report is subject to renewal December 2018. A Subsidiary of the International Code Council° 3.2 MiTek° MT18HSTM: Model MT18HSTM metal truss connector plates are manufactured from minimum No. 18 gage [0.0466 inch total thickness (1.18 mm)], ASTM A653, Grade 60, high -strength, low -alloy steel (HSLAS) with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0456 inch (1.16 mm). The plate has teeth 3/8 inch (9.5 mm) long, punched in pairs formed at right angles to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on center. The transverse centerlines of adjacent slots are staggered 0.10 inch (2.54 mm). The distance between longitudinal centerlines of the slots is 0.25 inch (6.35 mm). There are eight teeth per square inch (645 mm2) of surface area. Plates are available in 1/2-inch (12.7 mm) width increments, up to 12 inches (304.8 mm), and lengthwise in 1-inch (25.4 mm) multiples. See Figure 1 for details. 3.3 MiTek° M18SHS'm: Model M18SHSTM metal truss connector plates are manufactured from minimum No. 18 gage [0.0466-inch (1.18 mm) total thickness], hot -dipped galvanized steel that meets the requirements of ASTM A653 SS, Grade 80 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base metal thickness of 0.0456 inch (1.16 mm). The plates have 3/8 -inch-long (9.5 mm) teeth, punched in pairs formed at right angles to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on center. The transverse centerlines of adjacent slots are staggered 0.10 inch (2.54 mm). The distance between longitudinal centerlines of slots is 0.25 inch T.35 mm). There are eight teeth per square inch 645 mm ) of surface area. Plates are available in /2-inch-width (12.7 mm) increments, up to 12 inches (304.8 mm), and lengthwise in 1-inch (25.4 mm) multiples. See Figure 1 for details. 3.4 MiTek° TL20 and MT20TM: Models TL20 and MT20TM metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have teeth 3/8 inch (9.5 mm) long, punched in pairs formed at right angles to the face of the parent metal so that two teeth per hole ICGES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed on as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ]CC Evaluation Service, LLC, express or implied, as �_= to any finding or other matter in this report, or as to any product covered by the report. oniiaueii[ Copyright © 2017 ICC Evaluation Service, LLC. All rights reserved. Page 1 of 5 ESR-1988 I Most Widely Accepted and Trusted Page 2 of 5 occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on center. The transverse centerlines of adjacent slots are staggered 0.10 inch (2.54 mm). The distance between longitudinal centerlines of the slots is 0.25 inch (6.35 mm). There are eight teeth per square inch (645 mm2) of surface area. Plates are available in 1/2-inch width (12.7 mm) increments, up to 12 inches (304.8 mm), and lengthwise in 1-inch (25.4 mm) multiples. See Figure 1 for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. Trusses must be assembled within the tolerances provided by the Truss Plate Institute's (TPI) Quality Criteria for the Manufacture of Metal Plate Connected Wood Trusses, shown as Chapter 3 in ANSI/TPI 1 National Design Standard for Metal Plate Connected Wood Truss Construction. 4.2 Allowable Design Values: Allowable design values for MiTek° metal truss connector plates to be used in the design of metal plate connected wood roof and floor trusses are shown in Tables 1 and 2. Allowable design values are applicable when the connection is made with identical plates on opposite sides of the joint. This evaluation report is limited to the evaluation of connection capacity of the MiTek° metal truss connector plates listed in this report. The design, manufacture, and installation of trusses employing the truss plates have not been evaluated. Allowable values shown in Tables 1 and 2 have not been adjusted for metal connector plates embedded in fire - retardant -treated or preservative -treated lumber. Proper adjustments must be made in accordance with the requirements indicated in a current ICC-ES evaluation report issued to the chemical treatment manufacturer. If the evaluation report does not contain information on the adjustments, the chemical manufacturer must be contacted for this information. Compliance with Section 2304.10.5 of the 2018 and 2015 IBC (Section 2304.9.5 of the 2012, 2009 and 2006 IBC) and Section R317.3 of the 2018, 2015, 2012 and 2009 IRC (Section R319.3 of the 2006 IRC) is also required. 5.0 CONDITIONS OF USE The MiTek° metal truss connector plates described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 This evaluation report and the manufacturer's published installation instructions, when required by the code official, must be submitted at the time of permit application. In the event of a conflict between the manufacturer's published installation instructions and this document, the instructions in this document govern. 5.2 Each application for a building permit, using these truss plate connectors, must be accompanied by documentation showing that the design, manufacture, and proposed installation conform to the requirements of the applicable code. 5.3 This report establishes plate design values only. For items not covered by this report, such as truss design, fabrication, quality assurance and special inspection, refer to ANSI/TPI 1, engineering drawings and the applicable code. 5.4 The design values (lateral resistance values, effective tension strength ratios, and effective shear resistance ratios) used in the design of trusses, using MiTek° metal truss connector plates, must not exceed those listed in Tables 1 and 2 of this report. Load combination reductions must be in accordance with the applicable code. 5.5 All lumber used in the fabrication of trusses using MiTek° metal truss connector plates must be graded in compliance with the applicable building code, and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSI/TPI 1 Section 6.4 must be applied to the table values when the lumber moisture content exceeds 19 percent. 5.6 Metal truss connector plates must be installed in pairs on opposite faces of truss members. 5.7 Galvanized G60 metal truss plate connectors subject to corrosive environments must be protected in accordance with Section 6.5 of ANSI/TPI 1. 5.8 MiTek° metal truss connector plates are manufactured in Saint Charles, Missouri; Tolleson, Arizona; Tampa, Florida; Edenton, North Carolina; and Bradford, Ontario, Canada, under a quality - control program with inspections by ICC-ES. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1-2002, 2007 and 2014. 6.2 Manufacturer's descriptive literature. 6.3 A quality control manual. 7.0 IDENTIFICATION The MiTek° connectors are identified by an imprint of the plate name embossed into the surface of the plate (for example, the MT20TM plate is embossed "MT20"). Additionally, boxes containing the connector plates must be labeled with the MiTek° name, the metal connector plate model, and the evaluation report number (ESR-1988). TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (lb/in2/PLATE) LUMBER SPECIES SG I AA EA AE EE TL18, MT18, MT18HSTM, M18SHSTM, TL20 and MT20TM Douglas fir -larch 0.49 248 203 170 171 Hem -fir 0.43 188 159 133 141 Spruce -pine -fir 0.42 206 162 125 122 Southern pine 0.55 244 192 171 178 For Sk 1lb/in 2 = 6.9 kPa. ESR-1988 I Most Widely Accepted and Trusted Page 3 of 5 NOTES: 'Tooth -holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. 'AA = Plate parallel to load, wood grain parallel to load. EA = Plate perpendicular to load, wood grain parallel to load. AE = Plate parallel to load, wood grain perpendicular to load. EE = Plate perpendicular to load, wood grain perpendicular to load. 3All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial -embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES' PROPERTY FORCE TL18 AND MT18 MT18HSTM^ M18SHSTM^ TL20 AND MT20M DIRECTION Efficiency Pounds/ inch/Pair of Connector Plates Efficiency Pounds/ inch/Pair of Connector Plates Efficiency Pounds/ inch/Pair of Connector Plates Efficiency Pounds/ inch/Pair of Connector Plates Tension values in accordance with Section 5.4.4.2 of TPI-1 (Minimum Net Section over the joint)Z Tension @ 0° 0.5 1149 0.538 1809 0.532 2299 0.499 873 Tension @ 900 0.52 1208 0.550 1847 0.533 2301 0.492 860 Tension Values in Accordance with Section 5.4.4.2.1 of TPI-1 (Maximum Net Section Over the Joint)3 Tension @ 00 SG=0.42 0.613 2060 0.579 2502 0.629 1100 Tension @ 0° SG=0.50 - - 0.623 2094 0.584 2522 0.654 1144 Shear Values Shear @ 00 0.56 874 0.55 1099 0.53 1363 0.51 604 Shear @ 300 0.66 1023 0.57 1153 0.57 1482 0.74 876 Shear @ 600 0.83 1283 0.74 1492 0.7 1805 0.82 970 Shear @ 900 0.49 757 0.52 1052 0.39 1012 0.58 686 Shear @ 1200 1 0.39 1 608 1 0.4 802 0.41 1073 1 0.42 498 Shear @ 150° 1 0.45 1 702 1 0.37 1 745 0.33 868 1 0.5 592 For SI: 1 lb/inch = 0.175 N/mm, 1 inch = 25.4 mm. NOTES: 'Minimum coated thickness is 0.0356 inch (0.904 mm) for 20 gage, or 0.0466 inch (1.184 mm) for 18 gage. Minimum coating thickness for G60 is 0.0010 inch �0.025 mm) total for both sides in accordance with Section 6.3.4.1.3 of ANSI/TPI 1. Minimum Net Section - A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a line of holes. 'Maximum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. E o E O N E E v N 0125" 0.250" 0125" 0.375" 3.2mm 64mm 32mm 95mm 000000000000 000000000000 0000000000ao 0000000000ao 0000000000ao a000aoa00000 WDTH MT18, TL18, MT18HS, M18SHS, MT20, TL20 FIGURE 1-APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (inches) (1 inch = 25.4 mm) IMES Evaluation Report ESR-1988 CBC AND CRC Supplement Reissued December 2016 Revised October 2017 This report is subject to renewal December 2018. www.1cc-es.orp 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council° DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK USA, INC. 16023 SWINGLEY RIDGE ROAD CHESTERFIELD, MISSOURI 63017 (314) 434-1200 www.mitek-us.com EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: TL18, MT18, MT18HSTM, M18SHSTM, TL20 AND MT20 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTeke Truss connector plates TL18, MT18, MT18HSTM, M18SHSTM, TL20 and MT20, recognized in ICC-ES master evaluation report ESR-1988, have also been evaluated for compliance with the codes noted below. Applicable code editions: ■ 2016 California Building Code (CBC) ■ 2016 California Residential Code (CRC) 2.0 CONCLUSIONS 2.1 CBC: The MiTek° Truss connector plates TL18, MT18, MT18HSTM, M18SHSTM, TL20 and MT20, described in Sections 2.0 through 7.0 of the master evaluation report ESR-1988, comply with CBC Chapter 23, provided the design and installation are in accordance with the 2015 International Building Code° (2015 IBC) provisions noted in the master report and the additional requirements of CBC Chapters 16, 16A, 17, 17A and 23, as applicable 2.2 CRC: The MiTeke Truss connector plates TL18, MT18, MT18HSTM, M18SHSTA°, TL20 and MT20, described in Sections 2.0 through 7.0 of the master evaluation report ESR-1988, comply with CRC Sections R502.11 and R802.10, provided the design and installation are in accordance with the 2015 International Residential Codee (2015 IRC) provisions noted in the master report. This supplement expires concurrently with the master report, reissued December 2016 and revised September 2017. ICGES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed �� as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ]CC Evaluation Service, LLC, express or implied, as ::�� to any finding or other matter in this report, or as to any product covered by the report. oni-Eauitcii Copyright © 2017 ICC Evaluation Service, LLC. All rights reserved. Page 4 of 5 IMES Evaluation Report ESR-1988 FBC Supplement Reissued December 2016 Revised October 2017 This report is subject to renewal December 2018. www.1cc-es.orq 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council° DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK USA, INC. 16023 SWINGLEY RIDGE ROAD CHESTERFIELD, MISSOURI 63017 (314) 434-1200 www.mitek-us.com EVALUATION SUBJECT: MiTek®TRUSS CONNECTOR PLATES: TL18, MT18, MT18HSTM, M18SHSTM, TL20 AND MT20 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek° Truss Connector Plates TL18, MT18, MT18HSTM, M18SHSTM, TL20 and MT20, recognized in ICC-ES master report ESR-1988, have also been evaluated for compliance with the codes noted below. Applicable code editions: ■ 2017 Florida Building Code —Building ■ 2017 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTek° Truss Connector Plates TL18, MT18, MT18HSTM, M18SHSTM, TL20 and MT20, described in Sections 2.0 through 7.0 of the master evaluation report ESR-1988, comply with the Florida Building Code —Building and the Florida Building Code —Residential, provided the design and installation are in accordance with the 2015 International Building Code° (IBC) provisions noted in the master report. Use of the MiTek°Truss Connector Plates TL18, MT18, MT18HSTM, M18SHSTM, TL20 AND MT20 has also been found to be in compliance with the High -Velocity Hurricane Zone provisions of the Florida Building Code —Building and the Florida Building Code —Residential. For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by a quality assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued December 2016, revised October 2017. ICGES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed �� as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ]CC Evaluation Service, LLC, express or implied, as ::�� to any finding or other matter in this report, or as to any product covered by the report. oniEauitcii Copyright © 2017 ICC Evaluation Service, LLC. All rights reserved. Page 5 of 5