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HomeMy WebLinkAboutTruss249 Maitland Avenue, Suite 3000 rF D S Altamonte Springs, Florida 32701 P: (321)972-0491 1 F: (321)972-72-0484 1 E: info@fdseng.com Website: www.fdseng.com ENGINEERING ASSOCIATES November 5, 2019 Building Department Ref: Lot: Subdivision: Address: Model: KA# Truss Company: Date of drawings: Job No.: Wind Speed: Exposure: Truss Engineer: Adams Homes Lot 1 Blk. 2 Waterstone 8301 Cristelle Ct. 2169 A LHG 19-7726 Builders FirstSource 10/29/19 2146396 160 C Velez, Joaquin To whom it may concern, RECEIVED D E l i I :''19 ST: 6ude Geuntp, Permieang We have reviewed the truss design package for the project referenced above. This truss package complies with the original design intent and the underlying structure will accommodate all indicated loads. We approve the truss package without comment based upon the truss layout and truss profiles supplied to us by the Truss Company with truss profiles sealed by the Truss Engineer. Please note, this review is only for general conformance with the design concept of the project. Contractor or sub -contractor is responsible for matching all structural components and details shown in the construction documents. Contractor or sub -contractor is also responsible for confirming all quantities and dimensions; selecting appropriate fabrication processes and techniques; and coordinating work with all other trades. Note: Truss ID's may vary. If you have any questions, please do not hesitate to call. Sincerely, ,%,`%QP6L0'jp�ri�,� No 878 Carl A. Brow FL. #56126 13TATE F 'ri` Luis Pablo Torres' FL.#87864 11/5/2019 Todd M. Born, P.E. FL. # 82126 COP Mahmoud Mafoll,�&. FL. #48966 "Doing Business with a Service Mindset and an Eye for Detail" .1® .1� O h 58-08-00 26-OB-00 FE- I � -2 - Am 51 IPdIL•19Isr m CONNECTORS SCHEDULE ROOF TRUSS Q ID MODEL ROOF UPLIFT SYM 0 A' LUS24 / JUS24 895 / 835 4901510 "1, 2 A HTU26/ THD26 3600 / 3470 1555 / 2330 to 0 B HTU28 / THD28 4680 / 5040 2140 / 2330 11. 1 C HTU26-2 / THD26-2 3600 / 3355 2175 / 2340 t Ic 0 D HTU28-2 / THD28-2 4680 / 5005 3485 / 2595 J In 0 E HGUS26-2/THDH26-2 5320/5245 2165/2340 tie 0 F HGUS28-2 / THDH28-2 7460 / 8026 3235 / 3330 l U 0 G HGU526-3 / THDH26) 5230 / 5245 2155 / 2340 L w 0 H HGUS28J/THDH28) 7460/7835 3235/4370 1W 0 J THJA26 / HJC26 9100 / 8990 4095 / 4370 3 u 32 3 X 8 NOP 11 CAUTION!!! DO NOT ATTEMPT TO ERECT TRUSSES WITHOUT REFERRING TO THE ENGINEERING DRAWINGS AND BSCIAI SUMMARY SHEETS. ALL PERMANENT BRACING MUST BE IN PLACE PRIOR TO LOADING TRUSSES. (le. SHEATHING, SHINGLES, ETC.) ALL INTERIOR BEARING WALLS MUST BE IN PLACE PRIOR TO INSTALLING TRUSSES. PLIES AND BEARING BLOCK REQUIREMENTS. SCAB DETAILS QF REOUIREDJ UPLIFT AND GRAVITY REACTIONS. WARNING BackchaMes Will Not Be Accepted Regardless of Fault Without Prior Ne ilknedon By Customer Within 4a Hours And Investigation By Builders First source. NO INCPTIONS. Me Genera] Contractor Is Responsible For All Connections Other Than Truss to Truss, Gable Shear Wall, And Connections. Temporary and Permanent Bracing, And Ceiling And Roof Diaphragm Connections. 7 ROOF PITCH: 6112 CEILING PITCH: 0112 7-00-00 O g REVIEWED ❑ REVISE AND RESUBMIT TOP CHORD SIZE: 21[4 E7 eoTroM cxORo s¢E: 2x4 E7 a ❑ REVIEWED WITH NOTATIONS ❑ NOT REVIEWED OVERHANG ENGTH: 16" (SEE EXPLANATION) END CUT: Plumb E7 Corrections or OQmrrlert: made an equipment submittals LANmLEVER — or shop drawings during this review do not relieve eon TRUSS SPACING: 24' E7 tractor from compliance with requirements of 'the *draw- BUILDING CODE FBL2017 ings and specifications. This check is only for review of the BEARING HEIGHT SCHEDULE E7 general conformance with the design concept of project and general compliance with the information given n the contract documents. The contractor is responsible Hates Legend e'O �adn9 E7 for confirming and corelating all quantities and dimes ®1o'o'baaMg sions, selecting fabrication processes and techniques of o bea�g E7 construction, coordinating his work with that of all other trades and performing his work in a safe and satisfactory BUILDER E7 manner. Adams Homes FL !tI A DESIGN SOLUTIONS,INC. E7 I I I PROJECT: Single Family Date L/ / BY MODEL• 1 2169 A E7 Submittal Bo. ft)ect No. Eng ADDRESS: 8301 CRISTELLE COURT E7A Pmjt:ctName ' °, B 1n 1� \ ■I 1. 11 MANOR p1 I: 11 i ► I■ -.-- 0E1'. ��i!�iiii�l�if�•. ��I�I�I� �Ill�l�l�l�l�l\� '• I p1 1: 11 1 ���� �II�I�I�I��\� 111 11 1. 11 1: 11 Feats... srelanee xraemwvmancel-, I IMPORTANT eimeiao .1. resecre valitoio mhe,O°i m1 This Drawing Must Be Approved And wrm amsnraxc6l.e elm Returned Before Fabrication Will muuwr xae 1. A,aaler ..es cww a loan Begin. For Your Protection Cheek All rakF4¢u. xok wmunwrsa D.t Dimensions And Conditions Prior To Approval Of Plan. SIGNATURE BELOW INDICATES ALL ROOF LOADING FLOUR LOADING NOTES AND DIMENSIONS HAVE TOLL: 20 PSF TOLL: 40 PSF BEEN ACCEPTED. TCDL: 07 PSF TCDL 10 PSF BCDL: 10 PSF BCDl: 5 PSF By De[e_ TOTAL,37 PSF TOTAL: 55 PSF DURATION: 1.25 DURATION: 1.00 PLAN DATE: 1 2019 REVISIONS: 1. L �, EUMM Fr s1. tSoLffee 4408 Airport Road Plant City, FL 33563 PR (813) 305-1300 Fee (813) 306-1301 m :r MiTek® RECEIVED RE: 2146396 DEC 1 7 'r'Oi9 MiTek USA, Inc. LOT 1/2 FORT PIERCE / WATER TONE 6904 Parke East Blvd. ST. Lucie County, Permitting Tampa, FL 33610-4115 Site Information: Customer: Adams Homes Project Name: 2146396 Lot/Block: 1/2 Model: 2169 A Address: 8301 CRISTELLE COURT Subdivision: FORT PIERCE / WATERSTONE City: FORT PIERCE State: FL General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017fTP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 47 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T18513651 A1GR 10/29/2019 21 T18513671 D3 10/29/2019 2 T18513652 A2 10/29/2019 22 T18513672 D4 10/29/2019 3 T18513653 A3GR 10/29/2019 23 T18513673 D5 10/29/2019 4 T18513654 B1GR 10/29/2019 24 T18513674 D6 10/29/2019 5 T18513655 B2 10/29/2019 25 T18513675 D7 10/29/2019 6 T18513656 B3 10/29/2019 26 T18513676 E3 10/29/2019 7 T18513657 B4 10/29/2019 27 T18513677 E5 10/29/2019 8 T18513658 B5 10/29/2019 28 T18513678 E7 10/29/2019 9 T18513659 B6 10/29/2019 29 T18513679 E7A 10/29/2019 10 T18513660 B7 10/29/2019 30 T18513680 G1GR 10/29/2019 11 T18513661 B8 10/29/2019 31 T18513681 G2 10/29/2019 12 T18513662 B9 10/29/2019 32 T18513682 G3 10/29/2019 13 T18513663 B10 10/29/2019 33 T18513683 H3 10/29/2019 14 T18513664 B11 10/29/2019 34 T18513684 H5 10/29/2019 15 T18513665 C1 10/29/2019 35 T18513685 H7 10/29/2019 16 T18513666 C1P 10/29/2019 36 T18513686 K1GR 10/29/2019 17 T18513667 C3 10/29/2019 37 T18513687 K2 10/29/2019 18 T18513668 C5 10/29/2019 38 T18513688 PB9 10/29/2019 19 T18513669 D1GR 10/29/2019 39 T18513689 PB10 10/29/2019 20 T18513670 D2 10/29/2019 40 T18513690 VA1 10/29/2019 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc under my direct supervision 111 based on the parameters provided by Builders FirstSource (Plant City, FL). ,`%o% 1 rr N VF� er Truss Design Engineer's Name: Velez, Joaquin �. - ; •'� E •S ',? �e,� My license renewal date for the state of Florida is February 28, 2021. F '. Florida COA: 6634 N 81 IMPORTANT NOTE: The seal on these truss component designs is a certification * •1 that the engineer named is licensed in the jurisdiction(s) identified and that the 'k designs comply with ANSUTPI 1. These designs are based upon parameters 1 ' shown (e.g., loads, supports, dimensions, shapes and design codes), which were : TE OF : 41J given to MiTek. An project specific information included is for MiTek ••• customers file referencepurposeonly, and was not taken into account in the preparation of �le'��' ( R 19. P•: ��,�� these designs. MiTek has not independently verified the applicability of the design �� S •••••...... �� parameters p r the designs for any particular building.. BeBeforeuse,the building designer ��/ /Or A' �%% p �O should verify applicability of design parameters and properly incorporate these designs ///I� 1�� 11�� into the overall building design per ANSI/TPI 1, Chapter 2. Joaquin elez PE o.68182 0 MiTek U Inc. Cert 6634 6904P East Ivd.TwpaR.33610 October 29, 2019 I of 2 Velez, Joaquin RE: 2146396 - LOT 1/2 FORT PIERCE / WATERSTONE Site Information: Project Customer: Adams Homes Project Name: 2146396 Lot/Block: 1/2 Subdivision: FORT PIERCE / WATERSTONE Address: 8301 CRISTELLE COURT City, County: FORT PIERCE State: FL No. Seal# Truss Name Date 41 T18513691 VG1 10/29/2019 42 T18513692 VG2 10/29/2019 43 T18513693 VG3 10/29/2019 _.. _ 44 T18513694 VG4 10/29/2019 45 T18513695 VG5 10/29/2019 46 T18513696 VK1 10/29/2019 47 T18513697 VK2 10/29/2019 2of2 Job Truss ss Type OI Ply LOT 1/2 FORTPIERCE/WATERSTONE T18513651 2146398 A1GR THIPTruss 1 1 Job Reference o tiunal Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8240 s Jul 14 2019 MiTek Industries, Inc. Tue Oct 2915:00:48 2019 Page 1 ID:8F_prKerXEdKgaq_vOdyxCykKBZ-6iwYkpoTTO48VCEwKUlmxGNC)isCpAwVvoAEnyOW cD -1-0-0 5.0.0 7-0-0 12-4-0 13-B-0 1-4-0 1 5.0.0 —1 2-4-0 1— 5-0-0 1-4-0 Scale=1:24.4 416 = 4x6 = 3 15 4 Ib 3x4 = - 3x4 = so-o I z-a-o 5-0-0 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.09 7-14 >999 240 Mf20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.10 8-11 >999 180 BCLL 0.0 ' Rep Stress [nor NO We 0.12 HOrz(CT) 0.02 5 n/a n1a BCDL 10.0 Code FBC2017/1-PI2014 Matdx-MSH Weight: 501b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-13 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=757/0-8-0,5=761/0-8-0 Max Horz 2=11 B(LC 7) Max Uplift 2=-420(LC 8). 6=-435(LC 6) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=-1167/531, 3-0=-1008/525, 4-5=-1168/536 BOTCHORD 2-8=-334/995,7-8--.335/1008, 5-7=336/996 WEBS 3-8=-95/315,4-7=0/327 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsh h=15tt; B=45ft; L=24f; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 _ 3)-Provide adequate drainage to prevent waterponding. _ , 4) This truss has been designed fora 10 0 psf bottom chard live load noncdncovent wltli any other live loads. 5)= This truss ha; beentleslgriedfioraaiva-loaiJ of 20.0psf'6nthe bottom 666(d,in all areas Whe[B a rectangle 3-6-0 tall by 2-0-0 wide- - — wit fits bottom chord and any other m(mbers. - -- 6) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of Imes to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=420, 5=435. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 54 lb doom and 131 lb up at 6-2-0, and 75lb down and 246 Ib up at 7-4-0, and 57lb down and 29 lb up at 5-0-0 on top chord, and 150 lb down and 37 lb up at 5-0-0, and 52lb down at 6-2-0, and 150 lb down and 37 lb up at 7-2-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-S4, 3-4=-54, 4-6=-S4, 9-12=-20 Concentrated Loads (Ib) Vert: 3=-54(F) 4=45(F) 8=-126(F) 7=-126(F) 15— 54(F) 16=-26(F) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 29,2019 Q WARNING -Vdfytl.,,19m arameW..d BEADNOTES ON 1Fl/SANDWCLUDEDMI KBEFERANCEPAGEMX74n.re.. r6T32015BEFOBEMSE ' -7 Design valid for use on'wlm MIIeI� connectors. lhb deslgn b based only upon parameters shown, antl Is for an IntlNltlual bu�dbg component not a buss system. Before use, me building tlesigner musiveriry me appllcab�lty of tlesign parameters antl propetly Incarparate ihktleslgn Nto me overoll building design. &acing Indicated b to prevent buckling of IntlMtlual rasa web a1.nd/or chord members only. Atltlnbnortemporary and pemionent baling MiTek' e always required far stabt and to prevent collapse wlm possiblandepersonal Injury arW propeM odNa ymage. For general gultlance regmdNg the Safeh Worma6pnovc0oble Momrnnass Plate an and blWtlnRe, 218 NB Lea Sh at Suit. a 312 Ale as a VGA 22314�. DSII-09 antl SCSI Bultllnp Component TempaaFLe W610 East Ntl. Job Truss Truss Type Orr Ply LOT 1/2 FORT PIERCE / WATERSTONE _ T1B513652 2146396 A2 Common Truss 1 1 Job Reference (optional) bullcers 1-mabource (viam UIIy, FL), Plant Ulty, FL-33567, 6.Z4U 5 JU114 ZUIU Nu i ex lDauemes, Inc. I Ue Um 2U lb:UU:4U ZU1U Fagot Scale = 1:25.6 Axe 1 3 m Ia 3z4 = -- (yam.; u 3x4 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress lncr YES Code FBC2617/TPI2014 Get. TC 0.43 BC 0.40 WB 0.11 Matrix-MSH DEFL. in Ven(LL) -0.05 Ven(CT) -0.08 Horz(CT) 0.01 (loc) Well Ud 6-12 >999 240 6-12 >999 180 4 n/a n/a PLATES GRIP MT20 244/190 Weight: 481h FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=528/0-8-0, 4=528/0-8-0 Max Holz 2=138(LG 9) Max Uplift 2=-315(LC 10), 4=-315(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces. 250 (lb) or less except when shown. TOP CHORD 2-3=-634/475, 3-4=-634/475 BOT CHORD 2-6=-200/510, 4-6=-200/510 WEBS 3-6=-10/282 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh, BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. _ II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 3-2-0, Exterior(2) 3-2-0 to Intef or(1) 8-2-0 to 10-8-0, Extedor(2) 10-8-0 to 13-8-0 zone;C-C for members and farces & MW FRS for reactions shown; Lumber_DOL"=1.60 plate grip DOL=1.60 —3)This`trussT i s been designed fora 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) except (jt=lb) 2=315, 4=315. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 . 6904 Parke East Blvd. Tampa FL 33610 Date: October 29,2019 ®WARNING -Verey design paremeMrsend READ NOTES ON MS AND INCLUDED MDEKNEFENANCEPAGEMOJ=11rev. 1a11142015aEFORE USE Des�gn valld for use only with M6ekO connectors. This design Is based only upon parameters shown and Is for on Individual building component, not ��- a trvss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate tNs design Into the overall building design. Bracing Indicated Is to prevent budding of Individual buss web and/or chord members only. Additional temporary and permanent bracing MiTek' a always required for stability and to prevent collapse with posLble personal Injury and property damage. For general guidance regarding me fabrication, storage. delivery, erection and bracing of trusses and truss systems. seeANSVaxll Da Cmoda, DSB-89 and SCSI Balding Component 69M Parke East Blvd. Safety elf r mationc allable from Truss Plote Institute, 218 N. Lee Sheet Suite 312. Alexontlrio. VA22314. Tampa, FL M610 Job Truss Truss Type DI) Ply LOT 112 FORT PIERCE I WATERSTONE T78513653 2146396 A3GR Common Truss 1 n L Job Reference (optional) Builders RrsiSource (Plant City, FL), Plant City, FL - 33567. 8.240 s Jul 14 2019 MITeK Inoustnes, Inc. t ue Um 29 i5:U0:b0 20i9 Page 1 ID:8F_prKerXEdKgaq_vOdyxbjkKBZ-24219Vpk70Ks9vOH11W VrMUyW N2gXODZDHHIfyOWCB -1-0-0 3-6-t G2-1 8-9.12 12-0-0 13-8-0 1•a-o 1 3-6-4 2-7-12 1 za-1z I 3-5-4 Scale =1:25.8 4x6 110 1.5x8 STP = 5x6 = LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Verl 0.10 8-9 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.14 8-9 >999 180 BCLL 0.0 ' Rep Stress Incr NO WE 0.84 Horz(CT) 0.03 6 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix-MSH Weight: 141 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or3-11-6 oc pudins. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=2481/0-8-0, 6=4848/0-8-0 Max Hom 2=138(LC 7) Max Uplift 2=-1252(LC 8), 6=-2401(LC 8) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4930/2327, 3-4=-5210/2519, 4-5=-5207/2517, 5-6=-8426/4016 BOT CHORD 2-10=-1963/4383, 9-10=-1963(4393, 8-9=-3483/7529, 6-8=-0483/7529 WEBS 4.9= 2107/4435, 5-9=-0430/1686, 5-8=-1464/3164, 3-9=-144/377, 3-10=408/262 NOTES- 1) 2-ply truss to be connected togetherwith 10d (0.131'x3') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-0-0 oc. Webs connected as follows: 2z4-1 row at 0-9-0-bc:'- 2) All loads are considered equally applied to all plies, except if notedas front (17_or back:(B) face in the. LOAD- se CASE(S)cliomPly ply connections have been provided to distribute"onlyloads noted as�(Fror(B), unless otherwise ind(cated= 3) Unbalanced root live loads have been considered for this design. 4) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=42psfl BCDL=S.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) This truss has been designed fare 10.0 psi bottom chord live load nonconcurrent with anyother live loads. 6) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except Qt=1b) 2=1252, 6=2401. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1527 lb down and 755lb up at 9-0-12, and 1527 lb down and 7551b up at 11-0-12, and 33771b down and 1532 lb up at 7-1-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-4=-54, 4-7=-54, 2-6v--20 Concentrated Loads (Ib) Vert: B= 1527(B) 15=-3219(B)16=-1527(B) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 $904 Parke East Blvd. Tampa FL 33610 Date: October 29,2019 0 WARN/ND- Yer/fydesignparametersand BEAD NOTES ON THISAND INCLUDED MnrEKNEFEBANCEPAGEM27473rev. 1atxtvai59EFONEUSE Design valid for use odywlih MBeI6 connectors. This dedgn Is based any upon parameters shovm, and is for on individual building component, not a foss system. Before use. the building designer musiverlty, the applicability of design parameters and properly Incorporate this design Into me overall building design. Bracing indicated B to prevent budding of Individual toss web and/or chord members only. Additional temporary and permanent bracing MiTek- IsalwoysreguhedforstabllityandtoprevemcollapsewlinposslblepersonallnjuryOrdpropedydamage. For general gulden regarding the fabrication, storage, dalhery, erection and bracing of masses and truss systems, seeANSVRII Quality Celina, D5549 and IICSI Buktlelp Component 69M Palle But Blvd. Safely InfonnDlbrrnalioble from Tess Rate InstiMe. 218 N. Lee Street. Suite 312, Alexandria VA 22314. Tampa, FL 33610 _]` Truss Truss Type OtY Ply LOT 1N2 F�PIERCE/ WATERSTONE T18513654 F2146396 B1GR Hip Truss 1 2 Job Refere Builders l-ns1S0Uroe )Plant City, FL), 5.8 = 6.00 12 3 i*+ Plana City, FL-33567, o.zcusdul sw:aa mis rage I ID:8FyrKerXEdKgaq_vOdyxCykKBZ-P2rBCCtspYyBFhGEpl6gYP2TBXo_LpOy6V72_tyOWc6 12-5-13 k 17415 23-2-0 -0-I 33F3 I 394150 1 44--04--0 5.5-13 1 5fi1 5.53 Scale=1:73.8 Us = Sxe = 2x4 II 5x6 = 3x6 = Sxe = 24 25 4 2627 28 29 5 30 31 6 32 33 734 35 36 378 38 39 4D 9 4x6 1 20 42 1943 1844 45 46 17 47 48 16 49 15 50 145, 52 53 13 54 55 1L 56 11 3x6 = 2x4 II 4x6 = 3x6 = 3x4 = 3.8 = 3x6 = 4x6 = 34 = 3x6'11 3x12 NfT20FIS = LOADING (psf) SPACING- 2-0-0 C51. DEFL. in (too) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.69 16-17 >735 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Ved(CT)-0.8516-17 >594 180 MT20HS 187/143 BCLL 0.0 ' Rep States Incr NO WB 0.76 Hoa(CT) 0.17 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 451 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or3-10-0 oc purlins, BOTCHORD 2x4 SP No.1 *Except* except end verticals. 2-19:2x4 SP No.2 BOTCHORD Rigid ceiling directlyapplied or6-2-11 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=2838/0-8-0, 11=2941/Mechanical Max Horz 2=166(LC 8) Max Uplift 2=-1592(LC 8), l l=-1654(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5646/3048,3-4=-7391/4192,4-5= 8567/4867,5-6=-8671/4943,6-7= 8671/4943, 7-8=-7667/4383,8-9=-5586/3220,9-10=-2605/1481, 10-11=-2806/1583 BOTCHORD 2-20=-2718/4974, 18-20=-2719/4993, 17-18=-411417391, 16-17=AB12/8591, 14-16=-4341/7715,13-14=-3143/5586,12-13=-1246/2256 WEBS 3-20=-30/635,3-18=-1662/2938,4-18=-1379/1010,4-17=-812/1442,5-17=-590/547, 6-16=-501/497,7-16=-635/1164,7-14=-1172/870,8-14=-1397/2504,8-13_ 1959/1342, 9-13=-2260/39,76,9-12=:1353/919,10-12=-1543/2787 - NOTES-- 1) 2-ply truss to be connected together with 10d (0.131°xW) nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2M - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as from (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsh h=15tt; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water pending. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 9) Bearings are assumed to be: , Joint 11 SYP No.2 crushing capacity of 565 psi. 10) Refer to girder(s) for truss to truss connections. Joaquin Velez PE No.68182 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) MiTek USA, Inc. FL Ced 6634 2=1592,11=1654. 6904 Parke East Blvd. Tampa FL 33810 Date: October 29,2019 ® WARNING -Wdydoargnparemetms..dREADNOYESONMISANDWCLUDEDMREKREFERANCEPAGEMX74MmV.laNY101SBEFOR£USE Design v011d for use only with MRek9 connectors. This design is based only upon parameters shown, and is for on Individual budding component, not a truss system. Before use, the building designer must veiny the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual toss web and/or chord members only. Addillonal temporary and permanent bracing Is always required for #abOly and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truce systems, seeANSVIPII Cua1By Criteria, DSB49 and BCSI Building Component Safety tnfermalbmvallable from Tniss Plate Institute. 218 N. Lee Sheet Suite 312. Alexandria, VA 22314. MiTek' 69M Parke des[ Blvd. Tampa, FL 33610 Job Truss Truss Type Oly1' Ply LOT 1/2 FORT PIERCE/WATERSTONE T78513654 2146396 B1GR Hip Truss 1 2 Job Reference o tional Builders FrstSource(Plard City, FL), Plant City, FL-33567, 8.24OsJu1142019MiTeklndustnes,Inc. Iu9Uat291b:Uu:bb Lu19 rage[ ID:8F-prKerXEdKgagyOdyxCykKBZ-P2rBCCtspYy8FhGEpl6gYP2TBX0_LpOy6V?2_tyOWc6 NOTES- 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 87111 down and 164 lb up at 7-0-0, 87 lb down and 164 lb up at 9-1-1, 87 lb down and 164 lb up at 11-1-1, 87 Ib down and 164 lb up at 13-1-1. 87111 down and 164 lb up at 15-1-1, 87111 down and 164 lb up at 17-1-1. 87 lb down and 164 lb up at 19-1-1, 87111 down and 164 It, up at 21-1-1, 87 Ib down and 164111 up at 23-1-1, 87 lb down and 164 lb up at 25-1-1, 87 lb down and 164111 up at 27-1-1, 87 lb down and 164 Ib up at 29-1-1, 87 lb down and 164 lb up at 31-1-1, 87 Ib down and 164 lb up at 33-1-1, 87 lb down and 164111 up at 35-1-1, 87 It, down and 164 lb up at 37-1-1, and 87 lb down and 164 lb up at 39-4-0, and 23 lb down and 55111 up at 41-1-1 on top chord, and 325 lb down and 108 lb up at 7-0-0, 65111 down at 9-1-1, 65 lb down at 11-1-1, 65 It, down at 13-1-1, 65 lb down at 15-1-1, 65 Ib down at 17-1-1, 65 lb down at 19-1-1, 65 lb down at 21-1-1, 65 lb down at 23-1-1, 65 lb down at 25-1-1, 65 Ile down at 27-1-1, 65 lb down at 29-1-1, 65111 down at 31-1-1, 65111 down at 33-1-1. 65 lb down at 35-1-1, 65111 down at 37-1-1, and 65 lb down at 39-1-1, and 192 lb down and 126 lb up at 41-1-1 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) - Vert: 1-3 -54, 3-9=-54, 9-10=-54, 11-21=-20 Concentrated Loads (Ib) Vert: 3=-87(F) 9=-87(F) 20=-310(F) 6=-87(F) 16=-40(F) 12=-40(F) 24=-87(F) 25=-87(F) 26=-87(F) 28=-87(F) 29=-87(F) 30=-87(F) 31=-87(F) 32=-87(F) 33=-87(F) 35=-87(F) 36=-87(F) 37=-87(F) 39=-87(F) 40=-87(F) 41=33(F) 42=-40(F) 43=-40(F) 44=-40(F) 45=-40(F) 46=-40(F) 47=-40(F) 48=-40(F) 49=-40(F) 50=-40(F) 51=-40(F) 52=-40(F) 53=-40(F) 54=-40(F) 55=-40(F) 56=-192(F) Q WARNING- Vedrydeslgnparamefem and READNO7E9 ON MN MD&CLUDEDMREKHEFERANCEPAGEM&74M.. 10034015DEFONE USE Design volld for use onlywtih Mmeir6 connectors. This design Is based only upon parameters shown, and is for on individual bulding component, not ��- 0 truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate cols design into the overall bulaingtlesign. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. AdtliBonal temporary and permanent bracing MiTek' prevent b always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication storage, delivery, erection and bracing of muses and buss systems. seeANSWPII Quality Criteria, DSB-89 and BCSI Building Component 69M Parke East Blvd. Tampa, FL 33610 Safety Informatio avaflable from Truss Nate Institute. 218 N. Lee Sheet, Suite 312. AlexandAa VA 22314. Job Truss Truss Type 0,9 Ply LOT 112 FORT PIERCE I WATERSTONE T78513655 2146396 02 Hip Truss 1 1 Job Reference (optional) builders Fplrst5ource (Plant L; ty, FL), Ft-4-Y- 6-3.6 I 4-0 6 3.6 A no r9 Plant City, FL - 33567, A IN' 6 1-14 0 N'14 Sx8 = 3x4 = 4 23 24 25 5 n.C4V 5 J W 14 LV Itl MI I tlR IIIVUS'IIItlS, IIIU. 1 Utl V Vl Cy IJ:V V:] V CV IJ 6xe = 3x4 = 5x8 = 6 26 27 7 28 29 a Scale =1:73.8 00000 22 P;,AOMA 21 2 L i 3x6 = 17 76 15 3x4 = 3x6 = 3xe - 14 13 12 11 10 3xB = 4x6 = 4xB = 3x6 = 3.511 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.93 Vert(LL) 0.44 14-15 >999 240 MT20 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.62 14-15 >813 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.96 Horz(CT) 0.16 10 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-MSH Weight: 226 lb FT=20% LUMBER. BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 4-6,6-8: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOTCHORD 2x4 SP No.2 WEBS 1Row at midpt 8-12 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1634/0-8-0, 10=1560/Mechanical Max Horz 2=166(LC 10) Max Uplift 2=-840(LC 10), 10=-744(LC 10) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=-2988/1958, 3-4=-2791/1877, 4-5=3477/2347, 5-Fi=.9631/2405, 6-7=-3631/2405, 7-8=-3011/2039,8-9=-1763/1167, 9-10=-1518/1062 BOT CHORD 2-17= 1752/2631, 15-17=-1538/2467, 14-15=-2156/3477, 12-14=-1847/3011, 11-12=-929/1510 WEBS 3-17=-303/318,4-17=-156/426;4-1S=-733/1271,5-15=-552/462,5-14=-101/252, 6-14=-361/346,7-14=-4371758,7-12=-831/656,8-12=-1089/1808, 8-11=-501/448, 9-11=-976/1616 NOTES-- 1) Unbalanced roof live loads have been considered for this design.- 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsh h=15ft; B=45ft; L=24ft; eave=Sft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional)' and C-C Exter or(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 4-9-1. Extedor(2) 4-9-1 to 13-2-15, Interior(1) 13-2-15 to 33-1-1, Exterior(2) 33-1-1 to 42-2-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearings are assumed to be: , Joint 10 SYP No.2 crushing capacity of 565 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1OD It, uplift at joints) except (jt=lb) 2=840, 10=744. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: October 29,2019 Q WARN/NG-Verlfydes/gnparemetMMdNEADNOMS ON MSANDINCLUDEDMNEKRE MNCEPAGEMIF74T,trey. 1GN32015BEFOBEUSE Design volld for use onlywith MBek0 connectors. This design is based only upon parameters shown and Is form IndNidual building component, not a truss system. Before use, the building designer must verity the oppllcal ility of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated eto budding of Individual truss web and/or chord members only. Additicnal tempmmy antl permanent bracing MiTek' prevent Is clways rec iretl for stability, and to prevent collapse with possible personal Injury and property damage. For general gddance regarding the fabrication storage, delivery, erection and bracing of fusses and truss systems, seakfa Pl1 Quality CdfeM, DS549 and IIC51 Building Component 6904 Parke East Blvd. Safety lnfonnationavoilable from Truss Plate Institute. 218 N. We Street Suite 312, Alexandria. VA 22314. Tampa FL W610 Job Truss Type 4 0l9 LOT 112 FORT PIERCE WATERSTONE T78513656 2146396 ]Truss B3 Hip 1 �Ply 1 Jab Reference (optional) Builders FirslSource (Plant City, FL), Plant City, FL- 33567, Sx6 = 3x4 = 4 22 23 5 B.Z4VeJG114ZU1e Milexma1161nes,Ine. iueuclzuib:uwbtzule rages :BF-prKerXEdKgaq_yOdyxCykKBZ-LOzydw7L9CsU_Odr488dg7mDUgpl VFapU92lyO W c4 6-t-0 29.3-0 30 - 47-0.02-0-0 -' 6.1-05-4-1 ' Scale =1:73.8 sat = 3x4 = 5x6 = 6 24 257 8 16 15 ---' '-- -- 11 10 3x6 = 2x4 II 3.8 = 5x6 W B = 3x4 = 5x6 = 5x8 = 3.6 11 LOADING (psf) SPACING- 2-M CSL DEFL. in (lob) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.32 13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.5913-15 >862 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.63 Horz(CT) 0.14 10 Na No BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 234 lb F7=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.t BOT CHORD Rigid ceiling directly applied or4-6-12 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-15, 7-11, 9-11 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1634/0-e-0, 10=1560/Mechanical Max Horz 2=201(LC 9) Max Uplift 2=-840(LC 10), 10=-744(LC 10) Max Gray 2=1647(LC 15), 10=1560(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3067/2099, 3-4=-2648/1883, 4-5=-2335/1783, 5-6=-2952/2138, 6-7= 2777/2017, 7-8=-1678/1332,8-9=-1947/1349,9-10=-1500/1130 BOT CHORD 2-16=-1897/2807, 15-16=-1897/2807, 13-15=-1885/2870, 12-13=-1896/2956, 11-12=-1649/2535 WEBS 3-15=-509/451, 4-15=-490/882, 5-15=-831/509, 5-13-0/262,6-12=382/299, _ 7-12=-212/578,7-11=-1224/804,8-11=-165/565, 9-11=-1003/1656 NOTES- - - 1) Unbalanced roof live loads have been considered for this design. - - -- ---`� 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.OpsY h=15ft; B=45ft; L=42ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-4-0 to 2-10-13, Interior(1) 2-10-13 to 5-0-3. Exterior(2) 5-M to 17-1-0, Interior(1) 17-1-0 to 29-3-0, Exterior(2) 29-3-0to 42-2-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip.DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joim(s) except Qt=lb) 2=840,10=744. Joaquin Velez PE No.68187 MiTek USA, Inc. FL Cad 6834 6904 Parke East Blvd. Tampa FL 33610 Data: October 29,2019 AWARNING- Vedlydesigepmars.femand RE41) NOTES ON TNISANOWCLUOEONREKREFERANCEPAGEMh74YJrev. raPol2ore BEFOREUSE Design valid for use only with M6ela connectors. This design Is based only upon parameters snows. and b for an individual building component not a huss system. Before use, the bu/ding designer must vedy the applicablity, of design parameters and propedy incorporate thle design Into the overall bullding design. Bracing indicated is to prevent buclding of individual muss web and/or chord members oNy. Addilonal temporaryand permonent bracing MiTek' is always required for stcbllty and to prevent collopse with possible personal Injury and properly damage. For general guldonce regarding the fabrlcallon, storage, delivery, erection and bracing of trusses and truss systems seeANSUIPII Cpal6y Cmeda, DSB-69 and SCSI S09ding Component 6904 Parke East M. Safety edormatbnovaliable from Trost Plate Institute, 218 N. Lee Sheet. Suite 31Z Alexanddo. VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply LOT 1/�FORTPIPERCIEr'WATERSTONE T18513657 2146396 B4 Hip Tnus 1 1Jab Re t3UIWer9 hn515oarae (rlam clty, eL), elam uty, I-L- 3abbr, a.z.0 s Jul r 4 zm tl mlr e6 nmusne5, nu. due VVt zp m:w.eo cum 0.00 r12 54 = 16 5xB 4x6 = 6 28 18 17 2x4 I 1.Sx8 STP= 3.00 12 3x6 = 6x12 MT20HS = 5,,6 = 7 3a4 = 29 8 30 Sxe = 9 Scale=1:79.9 1.5xB STP = 32 11 m 12 �4 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.69 Vert(LL) -0.31 15-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.6815-16 >604 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.85 Horz(CT) 0.13 11 n/a n1a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 22511b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or3-3-13 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 3-9-8 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-15 REACTIONS. (lb/size) 2=-600/0-8-0, 17=2760/0-8-0, 11=1117/0-8-0 Max Horz 2=229(LC 9) Max Uplift 2=-772(LC 20), 17=1466(LC 10). 11-595(LC 10) Max Gmv 2=67(LC 10), 17=2760(LC 1), 11=1117(LC 1) FORCES. (lb) - Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3-875/1846, 3-4=-1293/2168, 6-7=-2335/1503, 7-8=-2335/1503, 8-9=-1637/1243, 9-10=-1903/1436, 10-11-1908/1243 BOT CHORD 2-18=-1632/823, 17-18=-1632J823, 16-17— 1991/1370, 15-16=-82/498, 14-15=-859/1686, 13-14=697/1389, 11-13-903/1648 WEBS 3-18=-256/203,3-17=-382/530,4-17=-2055/1380,4-1fi=-1121/1990,6-16-1242/834, 6-15-1117/2069, 7-15=-393/390, 8-15-296/817, 8-14=628/457, 9-14=-237/490, _ 9-13=-415/577,10-13=-346/410 NOTES- 1) Unbalanced mot live loads have been considered for this design. — 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=5ft; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 16-0, Interior(1) 1-8-0 to 8-9-1. Extedor(2) 8-9-1 to 17-2.15, Intedor(1) 17-2-15 to 29-1-1, Exterior(2) 29-1-1 to 37-6-15, Interior(1) 376-15 to 40-8-0, Extedor(2) 40-M to 43-8-0zone; porch left elposed;C-C for members and fames & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearings are assumed to be: , Joint 11 SYP No.2 crushing capacity of 565 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=772, 17=1468, 11=595. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 29,2019 A WARNWG- Vedlydeslgnperamelm=dREAONOTESONDASANOINCLUOEpa KHEFERANCEPAGEM1 7479nrv. 10=2015BEFOBEUSE Design valid for use only wim Mile& connectors. This design Is based only upon parameters shown, and Is for an Individual building campanent not �'- a truss system. Before use, ire builldi ng designer must veep the appllcabllity of design parameters and properly incorporate this design Into ire overall building design. Bracing Indicated B to prevent buckling of Individual truss web and/or chord members only. Additional temporary antl permanent bracing MiTek' Is always requlred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection end bracing of trusses and truss systems. weANSVIPIi CucrW Grtleria, DS549 and BCSI Buedesp Component Saf*ty Informatbmvolabie from Truss Plate Institute. 218 N. We Street Suite 311 Alexandria, VA 22314. 69M Palle Best Blvd. Temp., FL W610 Job Truss Truss Type ' Ott' Ply LOT 1/2 FORT PIERCE/WATERSTONE T78513658 2146396 B5 Hip Truss 1 1 Job Reference (optional) eunaers nrsraource Irian[ ury, I-L), ream ury, rL-JJapq 2 5x8 = 6.00 r12 17 16 2x4 II 1.5.8 STP= 3.00 12 3x6 = 7x10 = ID:8F—prKerXEdKgaq_yOdyxCykKBZ-17f4 29-10.8 �1-4-9 3'r9-0 6-11-4 1-5.8 45-0 Sx6 = 3x4 = 5x6 = 6 27 28 7 8 3-11-14 7-8-0 8.g,0 15-0-0 �22-11-4 29-70-8 35-9-0 423-11-0 � 'J.11.1d F 10.> n.aryn "/.MI 7.11d n.11d 5-1M10. I a-7� Scale = 1:79.9 to T Y a 1� Plate Offsets (X Y)- [4:0-3-00-3-01 [5:0-5-8 0-241 f6:0-3-00-0-41, f8:03-0 0-2-01 f 13:0-3-4 0-2-41 LOADING (psf) SPACING- 2-0.0 CSI. DEFL in (too) Well L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.96 Ved(LL) 0.21 14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Ved(CT) -0.3613-14 >999 ISO BCLL 0.0 ' Rep Stress Incr YES WB 0.74 Horz(CT) 0.12 10 n1a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MSH Weight: 228 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-9-14 as bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-15, 5-14 REACTIONS. (lb/size) 2=-005/D-8-0, 16=2396/0-8-0, 10=1186/0-8-0 Max Horz 2=266(LC 9) Max Uplift 2=466(LC 20), 16=-1309(LC 10), 10=-626(LC 10) FORCES. (lb) - Max. CompJMax. Ten. -All farces 250 (lb) or less except when shown. TOP CHORD 2-3=-526/1195, 34=-917/1497, 4-5=-697/491, 5-6-2086/1445, 6-7= 2086/1445, 7-8=-1492/1192,8-9=-1552/1137, 9-10=-2051/1322 BOT CHORD 2-17=-1087/518, 16-17=-1087/518, 15-16=-1366/1009, 14-15=-90/626, 13-14=-751/1538, 12-13_ 975/1775,10-12=975/1775 WEBS 3-17- 263/175,3-16=319/481,4-16=-1827/1300,4-15=-1111/1939, 5-15=-858/676, 5-14=-1008/1744, 6-14=455/452, 7-14=301/750, 7-13=-665/459, 8-13=431/652, 9-13=-571/405, 9-12=0/266 NOTES- „• .' --" - - 1) Unbalanced roof live loads have been considered for this design.- 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf;.BCDL=5.Opsf; h=15ft; B=45ft; I`24ft; ea- vex --.eft; Cat.` -- II; Exp C; Encl., GCpi=0.18; MWFRS (directions]) and C-C Exterior(2) -1-4-0 to 1-8-0, Intedor(1) 13-0 to 10-9-1, Extedor(2) 10-9-1 to 19-2-15. Interior(1) 19-2-15 to 27-1-1, Exterior(2) 27-1-1 to 35-9-0, Interior(1) 35-9-0 to 40-8-0, Extedor(2) 40-8-0 to 43-8-0zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 lost bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-3-0 tall by 2-M wide will fit between the bottom chord and any other members. 6) Bearings are assumed to be: , Joint 10 SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except at=lb) 2=466, 16=1309, 1D=626. Joaquin Velez PE No.68182 MiTak USA, Inc. FL Cad 6SM 6904 Parke East Blvd. Tampa FL 33610 Data: October 29,2019 A WABNBIG - Vedf7 design paremefers and BEAD NOTES ON MIS AND MCLUDED MNEK REFERANCE PAGE MLL7473 rev. 10,A512015 BEFORE USE Design valid for use only with MRekdD connectors. This design Is based only upon parameters shown and Is for an IndMtlual building component not a buss system. Before use, me balding designer must verify the clagicablllly of design paraneters and properly Incorporate this design Into the overall building design. Bracing Indicated h to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse Whin possible personal In)ury and property damage. For general guidance regarding the fobrli storage, delivery. erection and bracing of hisses and tnsss systems seeANSVIPII CaaSly Criteria, DSB-89 and BC61 Building Component 69M Palle East Blvd. Safety Infannatbrpvarable non Truss Plate Institute. 218 N. lee Street Sure 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Ory Ply LOT 1/2 FORT PIERCE/WATERSTONE T78513659 2146396 B6 Hip Truss 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Oct 29 15:01:01 2019 Page 1 ID:8FyrKerXEdKga"dyxCykKBZ-DCCSTGydPOil=jOAZC4oglXKy4llXsgURSMBXyOW cO r1-40 3-11-14 8-0-0 10-1142 17-0-0 23-2-0 1 ' 35-6-12 423-0 43-&0 0 32 11-14 1 4 o-z 12-11-12 ~ 6 }4 6 z-o 6-z-o 6-2-12 6-s a -41 4 Scale=1:81.0 6.00 FI2 5xB — 2x4 11 5xs = 6 26 7 27 280 W O 1.5x8 STP= 24 1 17 16 2x4 II 1.5x8 STP= 3.0012 3x5 — Sx12 = 28 5x6 O 9 1.5x8 STP= d 30 7 m 10 Ira ]o 13 12 Q 5x6 = 2x4 11 aN xe = LOADING (ps1) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.21 15-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Ved(CT)-0.4315-16 >968 180 BCLL 0.0 Rep Stress Mar YES WB 0.73 Horz(CT) 0.10 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (lb/size) 2— 181/0-8-0, 16=2244/0-8-0, 10=1214/0-8-0 Max Hom 2=3D3(LC 9) Max Uplift 2= 325(LC 20), 16=-1248(LC 10). 10=-637(LC 10) FORCES. (lb) - Max. CompJIVI . Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-359/962, 3-4=-811/1235, 4-5=-741/1248, 5-6— 10491750, 6-7=-1738/1277, 7-8=-1755/1296,8-9=-159811153, 9-10=-2112/1337 BOT CHORD 2-17=383/358, 16-17=-BBW358, 15-16=-245/257, 14-15=-264/941, 13.14=-642/1405, 12-13— 992/1830, 10-12=991/1831 WEBS 5-16=-2003/1384,5-15=556/1127,6-15=-588/465,6-14=-66611147, 7-14=-377/386, 8-14=-2101596,9-13=-622/440,9-12=0/264, 3-17=-258/147,3-16=-358/586 Weight: 232 lb FT=20% Structural wood sheathing directly applied or 3-7-11 ad purlins. Rigid ceiling directly applied or 5-10-5 oc bracing. 1 Row at midpt 5-16 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7A 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf,, h=15ft; B=45ft; L=24ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -14-0 to 1-8-0, Intedor(1) 1-8-0 to 12-9-1. Exterior(2) 12-9-1 to 21-2-15, Interior(1) 21-2-15 to 25-1-1, Exterior(2) 25-1-1 to 33-6-15, Intedor(1) 33-6-15 to 40-8-0, Exterior(2) 405-0to 43-8-0 zone; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 6) Bearings are assumed to be: , Joint 10 SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) 2=325, 16=1248, 10=637. Joaquin Velez PE No.68182 MTsk USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: October 29,2019 ,DWARN/NG-Vedlydeslgnparemefersend READNOWS ON TMSANDINCLUDWWEKRUF ANCEPAGEMX7Mmv. 101132015BEFOBE USE Design vclld for use only with Mitel6 connectors. IDS design Is based only upon parameters shown, cntl Is farm Individual building component, not a truss system. Before use, the bulldhg designer must verify Me applicability of design parameters and propedy Incorporate MN design Into the overall bullding design, BrcChg Indicated B to prevent buckling of lndMdual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse Win possible personal Injury and properly damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of musses and truss systems, WeAN5VMII QuaBly C1@eda, DSB49 and BCS1 Building Component 6904 Parke East Blvd. Sahly htloena6orwallabie from Truss Plate Institute, 218 N. Lee Street Sure 31Z Alexandrla, VA 22314. Tampa FZ 33610 Job Truss Truss Type Oty Ply LOT 1/2 FORT PIERCE / WATERSTONE T78513660 2146396 B7 Hip Truss 1 1 Job Reference (optional) eunoers rmsrsource tviam ury, Mh dent ury, rL - Jsbb r, beau s am w zu IV ran ex muumnes, Inc. i ua um zs i b:u rue zu ro Scale = 1:79.9 5x5 — 2x4 II 5x6 = 6.00 r12 6 7 8 . 3x4 G 26 27 5 Sx8 J 9 5x6 G m 4 0 1.5xB STP= � 3x4 G 28 m 1.Sx8 STP= 3 14 15 5x8 3b1 25 2 3x4 13 12 jo 1b m 1 16 5z6 2x4 It 3x6 = a C 3x6 � 18 17 2x4 II 1.5x8 STP= 3.0012 3x6 = 5x12 — 3-01-14 7-8-0 8-�0 136.0 1 19-0-0 1 22-11-4 29-10-6 I 341 O-7 L12E9 Plate Offsets MY)— f4:0-3-00-3-01,f6:0-6-00-2-e1 f8:0-4-00-2-e1 f9:0-4-00-3-01,f14:0-1-12,0-3-41 LOADING (psf) SPACING- 2-0-0 CS]. DEFL in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.14 13-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.3113-14 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.71 Horz(CT) 0.09 10 n1a n/a BCDL 10.0 Code FBC2017/IP12014 Matdx-MSH Weight: 242111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (Ho/size) 2=-112/0-8-0, 17=2158/0-8-0, 10=1230/0-8-0 Max Horz 2=340(LC 9) Max: Uplift 2=-243(LC 20), 17=-1204(LC 10), 10=-645(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-260/850, 3-4=-682/1087, 4-5=-644/452, 5-6=-1227/927, 6-7=-1474/1157, 7-8=-1483/1166,8-9=-162011176, 9-10=-2119/1333 BOT CHORD 2-111-7661271, 17-18=-766/271, 16-17=-994/809, 15-16=-125/684, 14-15=-357/1096, 13-14=-590/1362,12-13=-981/1830, 10-12=980/1833 WEBS 4-17=-1675/1134,4-16=-983/1628,5-16=-943f713,5-15=-287/627,6-15=397/264, 6-14=-439/828, 8-14=-56/407, 8-13=-123/259, 9-13=-667/486, 9-12=0/269, 3-17=-350/545 Structural wood sheathing directly applied or 3-5-7 oc purlins. Rigid ceiling directly applied or 5-10-2 oc bracing. NOTES- 1) Unbalanced met live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; B=45ft; Lz4ft; eave=51t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -14-0 to 1-8-0. Intedor(1) 1-8-0 to 14-9-1, Extedor(2) 14-9-1 to 31.6-15, Interior(1) 31-6.15 to 40-8-0, Extedor(2) 40-8-0to 43-8-0 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearings are assumed to be: , Joint 10 SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) except Ut=lb) 2=243. 17=1204, 1D=645. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cod 6834 6904 Parke East Blvd. Tampa FL 33610 Date: October 29,2019 Job Truss Truss Type Oy Ply LOT 112 FORT PIERCE I WATERSTONE 77 T78513681 2146396 BB Hip Truss 1 Job Reference o tional bunters ristsource )clam ury, ry, Plant cuy, I-L- 33bb/, e.zau s Jul 14 eUlu inn ea mcusrnas, Inc. i ue UM za m:u nav zo m rage s Sx6 = 6.00 12 6 3x4 4 25 5 5x6 G 4 3x4 1.5x8 STP= 3 24 'F� 2 15 d 3x6 17 16 2x411 1.Sx8 STP= 3.0012 3xfi — 5x12 Scale = 1:81.5 5x6 = 7 26 3x4 a 5x6 O 9 1.Sx8 STP = 27 14 5x8 13 5x12 = LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Vdefl L/d TOLL 20.0 Plate Grip DOL 1.25 TO 0.65 Vert(LL) -0.16 14-15 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.3414-15 >999 too BCLL 0.0 ' Rep Stress [nor YES WEI 0.90 Horz(CT) 0.09 10 n/a n/a BCDL 10.0 Code FBC2017/71`I2014 Matrix-MSH LUMBER- BRACING- TOPCHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (lb(size) 2=-79/0-8-0, 16=2117/0-8-0, 10=1238/0-8-0 Mal Horz 2=377(LC 9) Max Uplift 2=-216(LC 8), 16=-1187(LC 10). 10=-649(LC 10) Max Grav 2=29(LC 19), 16=2117(LC 1). 10=1238(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-183/807, 3-4=-597/1009, 4-5=-882/568; 5-6=-1409/994, 6-7=-126911016, 7-8=-1345/987,8-9=-1665/1133,9-10=-2173/1279 BOT CHORD 2-17=-724/204, 16-17=-724/204, 15-16=-9181726, 14-15=-221/899, 13-14=-666/1486, 12-13=-937/1882,10-12=-93611886 WEBS 4-16=-1659/1082,4-15=-954/1703, 5-15=-810/641, 5-14=-176/530, 6-14=-97/362, 7-14=-178/379, 8-14=-440/360, 9-13=-583/343, 9-12=0/267, 3-16=-333/529 12 2x4 II PLATES GRIP MT20 2441190 Weight: 239 lb FT=20% Structure[ woad sheathing directly applied or 3-7-0 oc pudins. Rigid ceiling directly applied or 5.10-13 oc bracing. 1 Row at midpt 8-14 NOTES- 1) Unbalanced roof live loads have been considered for this design. - 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=151t; B=45ft; L=24ft; eave=5f ; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1 A-0 to 1-8-0, Intedor(1) 1-8-0 to.16-9-1. Exterior(2) 16-9-1 to 29-6-15, Interior(1) 29-6-15 to 40-8-0. EMedor(2) 40-8-0to 43-M zone; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 6) Bearings are assumed to be: , Joint 10 SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except jt=lb) 2=216, 16=1187, 10=649. Joaquin Velez PE No.63182 MiTek USA, Inc. FL Cad 6834 6904 Parke East Blvd. Tampa FL 33610 Date: October29,2019 Q WARNING-VerlfyaeslSnperomefersenJREADNOn5SON WBANDDICLUDMM KREFERANCEPAGEMM17473rex. 10=20159E 17REUSE Deslgn valid for use 0 w8h MOek®connecto" 6 design a basetl oNy upon parameters shown, and b for an IntlNitlual bWIONg component, not �,- D husssystem. Before use, me building tleslgner musfverify the appiiwb�iry of design Parameters andprope4y Incomorafa tots design Info the overall building tleogn.Bracing IndicatedBto prevent be.BAof lndMdual huss web and/or chardmembers only. AddlaonDl temporary and peanpnent bracing MiTek' is alwoys requiretl for stabOBy antl to prevent pollapse with poseble persons inlury and propeM tlamage. For general gultlance regartling the fabticafloru srorage. tleMery, aracnon antl bracing of frusses and tnrss systems, seeAN5URi1 Du t:MOIID, D8a-09 and BC51 Buadbg tamponmt 6904 Parke Eest Blvd. spI.ly mtormafbmvWable from Trius Plate InsafWe, 218 N. tee Sheet, Suite 312. Alexandria. VA 72314. Tampa, FL 33610 Job Truss Oty Ply T 1/2 FORT PIERCE/WATERSTONE T18513662 2146396 ]TrussType B9 PIGGYBACK BASE TRUSS 2 1 LLOis Reference (optional) Builders Firsl50urce (Flan Cony, FL), 1.5x8 STP = 1 2 Plant Gay, FL - 03567, 6.00 r12 17 16 2x4 II 1.5xB STP= 3.0012 3xfi - Sx12 = 6.zaus4m weusa run ex mauanas, mc. iueUcsza I0:BF-prKerxEdKgaq_yOdyxCykKBZ-6zSz1d78TODkSD19POHOyW TEGZE Sx6 = 5x6 = 7 Scale = 1:79.9 LOADING (I SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Ven(LL) -0.18 14-15 >999 240 UT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.38 14-15 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.84 Horz(CT) 0.08 10 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-MSH Weight: 2391to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-6 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-104 oc bracing. WEBS 205P No.3 REACTIONS. (lb/size) 2= 82/0-8-0, 16=2121/0-8-0, 10=1237/0-8-0 Max Hou 2=361(LC 9) Max Uplift 2=-217(LC 8), 16=-1182(LC 10), 10=649(LC 10) Max Gmv 2=16(LC 19), 16=2121(LC 1). 10=1237(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-186/811, 3-4=-600/1017, 4-5=833/555, 58=-1430/1036, 6-7=-1335/1054, 7-8=-1630/1324,8-9=-166111156, 9-10=-2173/1309 BOT CHORD 2-17= 721/207, 16-17=-721/207, 15.16=-925/729, 14-15=-211/848, 13-14=-511/1324, 12-13=-965/1883,10-12=-963/1886 WEBS 4-16=,1665/1095, 4-15=-955/1679, 5-15=827/661, 5-14=-244/595, 6-14=-83/374, 7-14= 60/301,7-13= 383/476, 8-13=-289/358, 9-13=-592/355, 9-12=0/266, _ 3-16=-337/529 NOTES- 1) Unbalanced roof live loads have been considered for this design. - 2) Wind: ASIDE 7-10; Vult=i60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=1511; B=45ft; L=24ft; eave=5f1; Cat. II; Exp C; Encl:, GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -14-0 to 1-8-0, Intedar(1) 1-8-0 to 15-11-1. Extedor(2) 15-11-1 to 3D4-15, Interior(1) 304-15 to 40.8-0, Eeterior(2) 40-8-0 to 43-8-0 zone; porch left exposed;C-C for members and fames & MWFRS for reactions shown: Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 6) Bearings are assumed to be: , Joint 10 SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) except (jt=lb) 2=217, 16=1182, 10=649. Joaquin Vein PE No.68182 MiTek USA, Inc. FL Cart 6834 6904 Parke East Bind. Tampa FL 33610 Data: October 29,2019 ®WARNING - Verllydeslgn par4mefersanEREADN0rES ON TILSAND INCLUDED M?EKNEFERANCEPAGEM67479rev. 14ea¢815BEFONE USE Design valid for use only with Mirekda connectors. Ihis design Is based only upon parameters shown, and Is for on IndKi dual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall bWOing design. Bracing indlcated la to prevent buckling of lncMdual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for smialllry and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication image, doWery, erection and bracing of trusses and truss systems seeANSVIPI1 Gua@v Offers. DS349 and BCSI Buldhsp Component 64 Parke East M. Safety Informatbnavalloble from Truss Plate Institute. 218 N. Lee Sheet Suite 312 Alexandro. VA 22 14. Tampa, FL W610 Job Truss Truss Type OIF Ply LOT 1/2 FORT PIERCE/WATERSTONE T18513663 2146396 BID PIGGYBACK BASE TRUSS ::�j 2 1 Job Refence o tional re Builders FlrstSource (Plant City, FL), Plant City, FL - 33567, e nn17'�_ 16 15 _ 2x411 1.5x6 STP= 3DO 12 3z6 5x12 8.240 s Jul 14 ZUlU 5xfi = Sx6 = Ic. Tue Oct 29 15:00:512019 Page 1 zTaS1 kOZtrdwgUP_2MBtl gr6yO W cA Scale=1:79.6 P= LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loci Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Ven(LL) -0.18 13-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Ven(CT) -0.38 13-14 >999 180 BCLL 0.0 ' Rep Stress Incr YES We 0.88 Horz(CT) 0.08 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 237 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or3-5-14 on pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5„'-11 oc bracing. WEBS 2x4 SP No.3 .REACTIONS. (lb/size) 2= 83/0-8-0, 15=2124/0-8-0, 10=1164/0-8-0 Max Ho¢ 2=356(LC 9) Max Uplift 2=-210(LC 8), 15=-1210(LC 10). 10=-547(LC 10) Max Grew 2=16(LC 19), 15=2124(LC 1), 10=1164(LC 1) FORCES. (Ib) -Max Comp./Max Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2537799, 3-4=-66B/1019, 4-5=-833/539, 5-6=-1432/1058, 6-7=-1338/1078, 7-8=-1634/1338,8-9=-1666/1174, 9-10=-2188/1369 BOT CHORD 2-16=-722/199, 15-16=-722/199, 14-15=-928/723, 13-14= 26S/837, 12-13=-600/1327, 11-12=-1095/1898, 10-11=-1095/1902 WEBS 4-15=-1667/1137,4-14=-1005/1682, 5-14=-828/691, 5-13=-280/596, 6-13=-94/374, 7-13=-59P296,7-12=-374/477,8-12=-287/349,9-12=-604/412,9-11=0/268, 3-15=-337/531 - NOTES- 1) Unbalanced roof live loads have been considered for this design. - 2) Wind: ASIDE 7-10; VUIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=S.Opsf; h=151t; B=45ft; L=24ft; eave=5ft; Cal II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 15-11-1, Exterior(2) 15-11-1 to 3GA-1S. Interior(1) 30-4-15 to 39-4-0, Fxtenor(2) 39-4-0 to 42-0-0 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcumant with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearings are assumed to be: , Joint 10 SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=210,15=1210, 10=547. Joaquin Voted: PE No.68182 MiTek USA Inc. FL Cast 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 29,2019 Q WARNING. Vorrydos/gnparr dansand READ NOTES ON THIS AND INCLUDED MITECREFERANCEPAGEMx7sim v. inIu urwORE USE Design valid for use only with Mgek® connectors. This design a based only upon parameters shaven, and Is for an Individual building component not ��- a tress system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulding design. Bracing Indicated isto prevent buckling of Individual truss web and/or chord members only. Additional tempwory and permoneni bracing MiTek' U always required for stability and to prevent collapse wlm possible personal lNury and property damage. For general guidance iegardin Me fobrlcat om storage, delivery, erection end braoing of trusses and tnus systems seeANSVTPII Quality Cmrrdo, DS6-09 and SCSI Buildlty Component 69M Parke East BNd. Safety mlormationaveliable from Truss Plate kvttitut6. 218 N. Lee Sheet. Suite 312. Alexandria, VA 22314. Tampa, FL W610 Job Truss Tmse Type any Ply LOT 112 FORT PIERCE I WATERSTONE T78513664 2146396 B11 PIGGYBACK BASE TRUSS 4 1 Job Reference (optional) builders i-imrsource(elem uny, FL), 1-4-0 -14 HIM Uty, FL-33bb/, 8-0.0 142 20-2-0 o.24U suui i reulem,lez mduanie,,!,,.. T.Cv! 2915.00;52 cl.,o ye 1. ID:8FyrKerXEdKgaq_vOdyxCykKBZ._TA3aBr WdaaODXfBAYrvm07YKOj8R7WOXmONYyOWc9 2fi-2-0 2410-8 35-10-0 _ _ 42-4-0 43-8-0 h•4 -3-11 4-0-2 1 6.2--14 14 I 5-11-2 I 6.0-0 3&8 5-71-8 8.6-0 Y-4U • Scale=1:79.9 5x6 = 5x6 = 6.00 12 6 7 2x4 II 3x4 25 826 5 5x6 axis G 9 m 4 1.5x8 STP= d 3x4 i 27 rI' 1.5x8 STP= 3 14 1r�ym lm 5xs 24 m 2 15 13 12 IN 1 3x6 5z12 = 2x4 3x6 = 17 16 2x411 1.5xB STP= 3.0012 3z6 - 5x12 = LOADING (pso SPACING- 2-0-0 CS1. DEFL. in (too) VdeB Vd PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.56 Vert(LL) -0.18 14-15 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.3814-15 >999 780 BCLL 0.0 ' Rep Stress Incr YES We 0.84 Hom(CT) 0.08 10 n/a n/a BCDL 10.0 Code FBG2017/-rP12014 Matrix-MSH Weight: 239 lb FT 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-6 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-10-4 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=-82/0-8-0, 16=2121/0-8-0, 10=1237/0-8-0 Max Holz 2=361(LC 9) Max Uplift 2=-217(LC 8), 16=-1182(LC 10), 10=-649(LC 10) Max Grav 2=16(LC 19), 16=2121(LC 1). 10=1237(LC 1) FORCES. fib) - Max. CompJMax. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=-186/811, 3-4=-600/1017, 4-5=833/555, 5-6- 1430/1036, 6-7= 1335/1054, 7.8=-1630/1324,8-9=-1661/1156,9-10=-2173/1309 BOT CHORD 2-17=-721/207, 16-17= 721/207, 15-16=-925/729, 14-1S=-211/848, 13-14_ 511/1324, 12-13=-965/1883,10-12=-963/1886 WEBS 4-16=-1665/1095,4-15=-955/1679, 5.15=-827/661, 5-14=-244/595, 6-14=-83/374, 7-14=-60/301,7-13=38W476, 8-13=-289/358, 9-13=-592/355, 9-12=0/266, 3-16=337/529 _ NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDI^5.Opsf; h=15ft; B=45ft; L=248; eave=511; Cat. II; Exp C; Encl., GCpi=0.18LMWFRS (directional) and C-C Extedor(2) -1-4-0 to 13-0, Intedor(1) 1-8-0 to 15-11-1. Extedor(2) 15-11-1 to 3D-4-15, Interior(1) 30-4-15 to 40-8-0. Exterior(2) 40-8-0 to 433-0 zone; porch left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrem with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearings are assumed to be: , Joint 10 SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 2=217, 16=1182, 10=649. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Carl 6634 8904 Parke East Blvd. Tampa FL 33610 Date: October 29,2019 ®FAMNINO-Verily Eeslgn parametersand aEADNOTES ON TNISAND INCLUDED MNEKREFEg NCEPAOE9X7473 nv. 10/03,2015eEFORE USE. Design volitl far use onlywifh M6ek® connectors. fib design Is bored only upon parameters shown, and Is for an Individual bulldmo component, not a huss system. Before use, the bulltllno tlesioner must verity me appllcabalry of tlesion parameters and pope Incorporate iNs dedon Info the overall bu0tlino tlesion. BrocNg Ntlicated bfo prevent bucNino o/IntlMtluolfmss web antl/ar chard memberAtldMonal temporary and permanent bracing MiTek' aalwoyarequUetlforabblllfyontltopreventcai-psewlihpossiblepersonolNjuryandmaperlydo_F. Fo'generalguitloncereoortlingme fob8catlon, storooe. tl.I, . ea an and brodn8 of susses and truss systems, es. SUIPII Q. CMnk, DS6d9 anE BC91 luedNp ComppnoOt 8804 Parke East BNtl. Seloly We bri mov.1.ble from Truss Rote Imtirute, 218 N. Lee Sheet. Sulfa 312 Maxondtla, VA U 14. Tampa, FL 33610 Job Truss Truss Type 09/ Ply=1/2FORT/WATERS70NET18513665 2146396 C1 Jack -Open 12 munaers rusmource tnam try, rL), narn wy, rL-ueaoq .,.mot.,., ... .- ...... .......- .. ID:BF orKerXEdKaaa_vOdvxCvkKBZ-a9OLWzOmDwLb3NcLz6oFVk?UdzvhOzaZejA7sl LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud TCLL 20.0 Plate Grip-0OL 1.25 TIC0.20 Vert(LL) 0.00 5 >999 240 TCDL 7.0 Lumber DOL 1.25 SC 0.04 Vert(CT) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 rda n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (IWsize) 3=.3/Mechanical,2=158/0-8-0,4=-15/Mechanical Max Harz 2=79(LC 10) Max Uplift 3=-3(LC 1), 2=-195(LC 10), 4=-15(1-C 1) Max Gmv 3=20(LC 10), 2=158(LC 1), 4=44(LC 10) FORCES. (Its) - Max CompJMax. Ten. -All forces 250 (to) or less except when shown. Scab =1:7.6 PLATES GRIP MT20 2441190 Weight: 5lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCOL=4.2psf; BCDL--5.Opst h=15ft; B=45ft; L=24f; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.0pst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4) Bearings are assumed to be: Joint 3 SYP No.2 crushing capacity of 565 psi, Joint 4 SYP No.2 crushing capacity of 565 psT- 5)Refer to girder(s) for truss to truss connections. - --- 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 4 except Qt=11c) 2=195. Joaquin Velez PE No.68182 MiTek USA, Inc FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October29,2019 A WARNING. Vedrydes19r; a metersend REAONOTES ON MSANGINCLUUEOMREKNEFENANCEPAGEMIP74]amv. 1GT22015BEF0NE USE Design valid for use only with Mrolds connectors. This design Is based only upon parameters snown, and Is for an IndMtlual buldng component not �- a truss system. Before use, the building designer must verify me applicability of design porameters and property Incorporate this design Into the overall building tlesgn Bracing Indicated is to buckling of lntlNldual truss web and/or chord members only. Additional temporcry and permanent bracing M!Tek' prevent Is always required for stablllty and to prevent collapse with possible personal hjury and property damage. For general guidance regarding me fabdcotion. storage, delivery. erection and bracing of trusses end truss systems, seeANSUIPiI Quality Criteria, DS049 and BC31 BuBdef Component 6904 Parke East BW. Safety Informationavcllable from Truss Plate Inslltute, 218 N. We Street Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Cry Ply LOT 112 FORT PIERCE/ WATERSTONE T18513666 2146396 CIP Jack -Open Truss 4 1 Job Reference o ional Builders RrstSource (Plam City, FL), Plant City, FL-33567, 8.240 s JW Ia. I ue Oc12e le:el:er 2U3a Scale =19.6 LOADING (psf) SPACING- 2-M CSL DEFL in (Inc) Wall L/d PLATES GRIP TCLL 20.0 Plate Grip-0OL 1.25 TC 0.20 Ven(LL) -0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.00 5 >999 180 BCLL 0.0 Rep Stress ]nor YES WB 0.00 Horz(CT) 0.00 3 rVa n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 5lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=-88/Mechanicel, 2=366/0-3-0, 4=-137/Mechanical Max Ho¢ 2=79(LC 10) Max Uplift 3=-88(LC 1),.2=493(LC 10). 4=-137(LC 1) Max Gray 3=130(LC 10), 2=366(LC 1), 4=196(LC 10) FORCES. (lb) - Max. CompJMax. Ten. -All tomes 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 0-114 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C EMedor(2) zone; cantilever left exposed; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearings are assumed to be: Joint 3 SYP No.2 crushing capacity of 565 psi, Joint 4 SYP.No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb) 2=493, 4=137. Joaquin Velez PE No.68182 MiTak USA, Inc. FL Cott 6834 6904 Parke East Blvd. Tampa FL 33610 Date: October 29,2019 ®WARNMG-Medydeaignparameteraantl READNOTES ON MMANDINCLUDWMREKREFFAANCEPAGEMg74mm.. 1M 0158EFORE USE. Design yard for use only with MBe& connectors. This design Is based any upon parameters shown, and Is for on Individual bundling component, not a truss system. Before use, me bundling designer must verity The applicobllity, of design parameters and properly Incorporate mis design Into in. overall building design. Bracing Indicated is to buckling of individual truss web and/or chord members only. AddMonal temporary and permanent bracing M!Tek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection antl bracing of trusses and truss systems, seeANSVIPII Qually C18pM. DSO-09 and SCSI Building Component 69N Parke East Blvd. Safety Informatbnovailable from Taus Plate Institute. 218 N. We Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply LOT I2 FORT PIERCE/WATERSTONE T18513667 2146396 C3 Jack -Open 12 1 Job Reference o banal Builders RrstSource (Plant City, FL), Plant City, FL-33567, o.zvvsum ivmm run ert muuxnes, mc. .eG i2915:01.o.w,9 pagwl I D:8F—prKerXEdKgag_vOdyxCykKBZ-2LajkJ1 O_ETRhXBYWPJUI xYfNNG790gjtNvgOAyO W bw -1-4-0 2-114 1-0-0 2-11-4 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 TCDL 7.0 Lumber DOL 1.25 BC 0.09 BCLL 0.0 ' Rep Stress ]nor YES We 0.00 BCDL 10.0 Code FBC20177TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 - REACTIONS. (lb/size) 3=59/Mechanical, 2=195/0-8-0, 4=30/Mechanical Max Hom 2=132(LC 10) Max Uplift 3=-52(LC 10). 2=-157(LC 10) Max Gmv 3=68(LC 15), 2=195(LC 1), 4=49(LC 3) FORCES. (Ib) - Max Conrl Ten. -All forces 250 (Ib) or less except when shown. Scale=1:12.7 l6 DEFL. in (loc) VdeB Ud PLATES GRIP Vert(LL) -0.00 4-7 >999 240 MT20 244/190 Vert(CT) -0.01 4-7 >999 180 Horz(CT) -0.00 3 n/a n/a Weight: 12 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; B=45ft; L=24ft; eave=4f ; Cat. 11; Exp C; Encl., GCpr=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas wherea rectangle 3-6-0 fall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearings are assumed to be: Joint 3 SYP No.2 crushing capacity of 565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections.. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Gt=lb) 2=157. Joaquin Velez PE NoX8182 MiTek USA, Inc. FL cart6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 29,2019 O wMwWG-Vedry Jesignx.tersaeEREADNOTES ON MMANOMCLUDEDMREKREFERANCEPAGEMIP7V3.e tDN320159EFOREUSE Design valid for use only with Mnek® connectors. This design Is based only upon parameters shown and Is for an IndMduol building component, not �'- a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated b to prevent bucking of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' S always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication storage, delivery, erection and bracing of Indies and truss systems, WeANSVIPII Quality criteria, DSB-69 and BCSI BWtlatg Component 6904 Parke East Blvd. Softly Informatbmvallobie from Truss Plate Institute. 218 N. lse, Street. Suite 312, Alexandria, VA 22314. Tampa. FL 33610 Job Truss Truss Type Ory Ply LOT 112 FORT PIERCE /WATERSTONE ' TI8513668 2146396 C5 Jack -Partial 8 1 Job Reference (optional) emlaers rusrbource lriem wy, rL1, riam cl1y, M- JJZ01, 9 knz ID:8F—prKerXEdKgaq-vOdyxCyWBZ-W Y86rd101YblJgmk4Xgja95mPnY W u13s61 fEw LOADING (psf) SPACING- 2-M CSI. DEFL in (luc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) 0.05 4-7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Ven(CT) -0.06 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 We n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD REACTIONS. (lb/size) 3=112IMechanical, 2=262/0-8-0, 4=59/Mechanical Max Horz 2=185(LC10) Max Uplift 3=-107(LC 10), 2=-167(LC 10) Max Gmv 3=126(LC 15), 2=262(LC 1), 4=87(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown Stale = 1:17.6 PLATES GRIP MT20 2441190 Weight: 18 to FT=20% Structural wood sheathing directly applied or4-11-4 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=151t; B=45tt; L=24h; eave=, fp Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Fxtedor(2) zone;C-C for members and fames & MWFRS for reactions shown; Lumber DOL-1.60 plate gdp DOL=1.60 2) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 4) Bearings are assumed to be: Joint 3 SYP No.2 crushing capacity of 565 psi, Joint 4 SYP ND.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except 01=11o) 3=107, 2=167. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 29,2019 ®WARNWG-V0' design pardmehraendflEDN07ESON THIS ANO WCLG0E0 MDEKDEFEDANCE PAGE M6747J rev. fNGY2afSBEFOHE USE. Design vd for use only with Mgek® connectors. fib design Is based oNy upon parameters snows and Is for an'Edual bu'dmg component, not E�- a fruss Inset.'use, the bulltling tleegner must ver9y the applicability of design parameters antl prapenV Ncarporafe ih6 design Info the overall bu'lot 0design.&acNglndlcatedkfopreventbucklingoflndMdualfmsswebantl/or chord mambasoNy. AdtlHlonaltempaaryandpertnwenfbroeNg MiTek' b always requlretl for stab0lty antl to preventcollapse wits po55mle personal Injury antl propeM tlamage. For general BDitlanee regartltr�g the fobricotton, eoroge. delivery- erection and bracing of tosses antl tore systems seeAN6gIP11 Du CMoM, DSE419 and lC618u1tlelp Gmppnent 69a4 parts East BNd. smolt' Inlopnplbnwaliable tram Truss plate Ire Me. 218 N. Lae Street Suite 31Z Alezondrla, VA 22314. Tempe. R W610 Job Truss Truss Type ° Ory Ply LOT 1/2 FORT PIERCE IWATERSTONE T78513669 2146396 D1GR Half Hip Girder 1 1 Job Reference o iorlal Builders RrstSource (Plant City, FL), Plant City, FL-33567, 14 2019 MI 1 ek InCUSInes. Inc. I ue Uc129 1 b:UI:U9 2U19 N 6x12 MT20HS SxB = 6x12 MT20HS = 4x6 = 5x8 = . _. 1- 3 4 17 18 5 19 6 20 7 6xB = 2x4 II 6z12 MT20HS WB =4x12 = Sxe = 5xB = 7-0-0 12-5-11 1&7-0 2- 30.2-0 7-0-0 6-5-11 6-1.5 I 6.1-54&5 ~ 5.5-11 Scale=1:54.8 3xB MT20HS II Plate Offsets(XY)- [2.0-1-11Edae][9:0-3-80-2-81 [13.0-3-80-3-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL, in (loc) Udell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.95 VBrt(LL) 0.47 10-12 >770 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.5610-12 >639 180 MT20HS 187/143 BOLL 0.0 ' Rep Stress Incr NO WB 0.85 Hom(CT) 0.13 8 n/a r/a BCDL 10.0 Code FBC2017ITP12014 Matrix-MSH Weight: 1571b FT=20% LUMBER - TOP CHORD 2x4 SP No.1 *Except* 1-3: 2x4 SP M 31 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 *Except* 4-13,7-9: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 8=2458/0-3-8, 2=2312/0-8-0 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-3-1 oc bracing. WEBS 1 How at midpt 7-8, 4-13, 5-10, 7-9 Max Ho¢ 2=243(LC 8) Max Uplift 8=-1537(LC 8), 2=-1462(LC 8) Max Gmv 8=2835(LC 13), 2=2734(LC 13) FORCES. (lb) -Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5398/2761, 3-4=-4866/2574, 4-5=-5902/3186, 5-6=-5902/3186, 6-7=-3667/1986, 7-8=-2727/1576 BOT CHORD 2-13=-2541/4789, 12-13=-3352/6231, 10-12=-3352/6231, 9-10_ 1986/3667 WEBS 3-13=-805/1894,4-13=-1722/936,4-12=0/357,4-10=-380/226,5-10=-843f736, 6-10=-1388/2586,6-9= 2155/1449,7-9=-2354/4349 -- - NOTES- --__ 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCOL=4.2psf; BCDL=5.Opsf; h=15ft; B=45fY, L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) 1 This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) except at=lb) 8=1537,2=1462. 9) Girder carries hip end with 0-0-0 right side setback, 7-0-0 left side setback, and 7-M end setback. 10) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 7621b down and 360 Ib up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6034 6904 Parke East Blvd. Tampa FL 33610 Date: October 29,2019 AWARNPIG-VeNtydesgnpvemehrsandREAONOTESONTN6AN0WCLUDEDMIFEKNEFENANCEPAGEh10J4TJrev.1WU201SBEFOREUSE Design valid for use only Win MBeks8connectors. This design Is based only upon parameters shown. and Is for an IrdNktual building component, not a truss system. Before use, the building designsf must venry me applicability of design parameters and properly Incorporate this; design Into the overall building design. Bracing lnclooted is to prevent buckling of lndIvldual loos web and/or chord members only. Additional temporary, and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabrication, storage, delivery, erectlon and brocing of trusses and truss systems, seeANSU1Pll QuaMMyy Crlhi 011E-9 and acin Udhp Component 69M Parke East Blvd. Safety Wormatbmvollable from Truss Plate Institute. 218 N. Lee Street, Suite 312 Alexandria, VA 22314, Tampa. R 33610 b Truss Thus Type ' Ory Ply LOT 112 FORT PIERCE I*ATERBTONE T18513669 r246396 D1GR Half Hip Girder 1 1 Job Reference (optional) Builders FlrstSOUrCe(Plant City, FL), Plant City, FL-3356y, a.zaU sam wze is mu en n�uusnas, sic. ,ue wrca m.a..,.a wa yo r_ ID:POeOU2xO7hvJ8aTgFs8WXzzjc9l_khU872eWd9wgLweEMy6Mdp9AgHd730KgOnS3yOWbu LOAD CASE(S) Standard Uniform Loads (pif) Vert: 1-3=-54, 3-7=-118(F=-64), 13-14=-20, 9-13=-44(F=-24) Concentrated Loads (Ib) Vert: 13=-075(F) A WANN/NG- Venrydes/gn paramNemmdNEADNOTES ON THIS AND INCLUDED REFENANCEPAGEMLL7=mv. 1ND.Y1015BEFONE USE Deugn valitl for use only wMh Mgels�eonnectors. ilils doslgn is based oNy upon parameters snows. and b for an NOMtlual bulld0 Componem, not a buss system. Before use, me bu0ding tleugner musfverdy me appilcabYHy of tle9gn parameters and propaM Ncomorote ttrs tleugn into me overall bulitling design. &-clog Indicated is to pr.VentbucklNg of NtlMiduai hussweb and/or chord members oNy. AddiHonai temporary and permanent bracing MiTek' b always requlretl far stability antl to prevent collapse wlM possible personal injury and property damage. For general gultlance regarding the f-brkaHon, storage. tla1N.ry, erection and bracing of trusses ontl truss rystems seeANSUR11 CualBv CMaM, DSE-09 o. BCSI BUBdlnp Cemponenf 890a Pada East Blvd. Sabfy Intonnotbrtovot.u. from Truss Flat. ins0tute. 218 N. Lee Shaat Suite 312'a..tlria. VA 22314. Tampa, R 33610 Job Truss Truss Type Ply LOT 1/2 FORT PIERCE/ WATERSTONE�T185136702146396 D2 Half Hip r 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL-33567, 142019 MI I eK mm6t0es, Inc. I ue Uat 29 15',01:10 Zo19 Pagel n dl Scale = 1:53.0 5x8 = PA II Sx6 = 3x6 = 4 1617 18 5 619 20 21 7 Sire !� 3x4 = 5x8 = 3x6 = 3x6 II LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber OOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.64 BC 0.78 WB 0.61 Matrix-MSH DEFL. in (loc) Vde6 Ud Vert(LL) 0.16 10 >999 240 Vert(CT) -0.3311-14 >999 180 Horz(CT) 0.06 8 n/a n1a PLATES GRIP MT20 2441190 Weight: 162 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-4 oc putting, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-10-9 oc bracing. WEBS 1 Row at midpt 7-9 REACTIONS. (Ib/size) 8=1109/0-3-8, 2=1184/0-8-0 Max Horz 2=297(LC 10) Max Uplift 8— 545(LC 10). 2=-61 l (LC 10) FORCES. (lb) - Max Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2068/1361, 3-4=-1808/1177, 4-5=-1876/1270, 5-6=-1885/1279, 6-7=-1366/882, 7-8=-10461`757 BOT CHORD 2-11=-1438/1827, 10-11=-1137/1578, 9-10=-903/1389 WEBS 3-11=-339/341, 4-11= 73/400, 4-10-191/458, 5-10=-397/397, 6-10=-451/594, 6-9=-726/647,7-9=-1031/1600 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=24f; dii =oft; Cat. It; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -"-0 to 1-8-0. Interior(1) 1-8-0 to 4-7-5, Ededor(2) 4=7-5 to 13-2-15, Interior(1) 13-2.15 to 27-0-4, Exterior(2) 27-0-4 to 30-0-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 psf bottom chard live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3E-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 8=545, 2=611. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cott 6834 6904 Parke East Blvd. Tampa FL 33610 Date: October 29,2019 AWANNWG-VerfydesignperemefamanCREADNOTESONTHIS AND WCLUOEDMREKN£FENANCEPAGE MX7473mv.11111 ISBEFOREUSE Design volid for use onlywSM Mgeldeconnectors. Aa desIgn b based only upon parameters shown, and It for an individual bullding component, not a truss system. Before use. Me bullding deagner mustverify the opplicolatly of design parameters and properly incorporate thisdedgn Into Me overall butcIng design. Bracing Indicated 6 to prevent buckling of IndMdual truss web and/or chord members only. Additional temporary and permanent bracing b always required for stability and to prevent collapse with posable personal injury and property damage. For general guldonce regarding Me fabrication, storage, delivery, erection and bracing of trusses and truss systems seeANS"II Quality Criteria, DSB419 and SCSI Building Componont So/e1y NIellnatblpvailoble from Truss Rafe Irssftiute, 218 N. Lee Street Suite 312. Alexontlrb, VA 22314, MiTek' 69N Parke East BI Tampa, FL 33610 Job Truss Thus Type crly Ply LOT 112 FORT PIERCE /WATERSTONE T1B513671 2146396 D3 Half Hip 1 1 Job Reference (optional) Builders FlretSouroe (Plant Clly, FL), Plant City, FL-33bey, a.Z4U a JUI 14 LUIU MI I eK ,no. I ue urm zu I o:U I: I I zum rage I m 61 Scale = 1:53.0 5.8 = 2x4 11 5xB = 2x4 11 4 19 20 5 21 6 22 23 7 3x4 = 2x4 II 3x4 = 3x4 = 3xB = 2x4 II ass = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ld TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.12 10-12 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.1810-12 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.61 Horz(CT) 0.07 8 rda n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD WEBS REACTIONS. (lb/size) 8=1109/0-3-8, 2=1194/0-8-0 Max Horz 2=351(1-C 10) Max Uplift 8=-554(LC 10), 2=-602(LC 10) FORCES. (Ib) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2088/1246,3A---1642/1074,4-5=-1503/1042,5-6=-1503/1042 BOT CHORD 2-13— 1381/1818,12-13=-1381/1818, 10-12=-1051/1415, 9-10=-69311041, 8-9=-693/1041 WEBS 3-12=-525/378,4-12=-125/399,5-10=-365/364,6-10=-466/617,6-9=0/273, 6-8=-1368/910 PLATES GRIP MT20 244/190 Weight: 1741b FT=20% SWclural wood sheathing directly applied or 3-10-4 oc pudins, except end verticals. Rigid calling directly applied or 5-0-8 oc bracing. 1 Row at midpt 6-8 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; B=45ft; L=2411; eaLe�311:; Cat. II; Eigl C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Interior(() 1-8-0 to 6-9-1, Extedor(2) MI to 15-2-15, Interior(1) 15-2-15 to 27-0-4, Extedar(2) 27-0-4 to 30-0-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designedfor a 10.0 pst bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except OWb) 8=554, 2=602. Joaquin Vela PE No.68182 MiTek USA, Inc. FL Cliff 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 29,2019 QwmNWO-vedrydssrr;m Mrametmaand REAONDTES ON 11ASMI)MCLUDED)NMEKNEFERANCEPAGEM&s74mrsv. laft"166EFORE USE Design valid for use only with Mireld) connectors. This dedgn Is based only upon parameters shown. and Is for an Individual bulding component not �■ a truss system. Before use, the bu0ding designer must verify the apWlcabIlty, of design parameters and properly Incorporate MStlesign Into Me overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addtional temporary and permanent bracing `■ MiTek' Is always mouthed for stability and to prevent collapse with possbe personal Injury and property damage. For general guldonceregarding Me fabrication. storage, delivery, erection and bracing of trusses and truss systems. seeANSWIj Qua 01y GBollo, DSB49 and BCSI Building Component 6904 Parke Best Blvd.Safety hrf sdncflo x a6able from Truss Plate institute. 218 N. Lee Sheet. Suite 312 Alexandria. VA 22314. Tampa, R 33610 Job Truss Truss Type CAY Ply LOT 1/2 FORT PIERCE/WATERSTONE T18513872 2146396 D4 Half Hip 1 1 Job Reference (optional) nurmers rusroourcu Iriarn miry, ry, nam uty, r�-aaoo.. 6.00 12 Scale =153.4 5XS = 2x4 II 5,6 = 3x8 = 4 19 20 21 5 22 6 23 24 7 3x4 = 20 II _- 3x4 = 3x4 = 3xe = 3x6 = 3x6 11 LOADING (psf) SPACING- 2-" CS]. DEFL. in (loc) 11de8 Ud PLATES GRIP TCLL 20.0 Plate GripDOL 1.25 TC 0.62 (LL) 0.12 12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 SC 0.57 Vert(CT) -0.19 12-13 >999 180 BCLL 0.0 Rep Stress [nor YES WB 0.69 Horz(CT) 0.06 8 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-MSH Weight: 183 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-11 oc purlins, ROT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-0-9 oc bracing. WEBS 1. Row at midpt 7-8,4-10,7-9 REACTIONS. (lb/size) 8=1109/0-3-8, 2=1184/0-8-0 Max Hom 2=404(LC 10) Max Uplift 8=-564(LC 10). 2=-591(LC 10) Max Gmv 8=1174(LC 15), 2=1218(LC 15) FORCES. (lb).- Max. CompJMax. Ten. -All fames 250 (lb) or less except when shown. TOP CHORD 2-3=-2130/1176, 3-4=-1549/952, 4-5=-1260/866, 5-6=-1260/866, 6-7=-835/548, 7-8=-10741786 BOT CHORD 2-13=-1367/1931, 12-13=-1369/1927, 10-12— 958/1350, 9-10=-563/852 WEBS 3-13=0/276,3-12=-654/461,4-12=141/471, 5-10=-320/311, 6-10=-472/637, 6-9=-803/695, 7-9--829/1265 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-4-0to 1-8-0, Interior(1) 1-8-0 to 8-9-1, Exterior(2) B-9-1 to 17-2-15, Interior(1) 17-2-15 to 27-0-4, Exterior(2) 27-0-4 to 30-0-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) All bearings are assumed to be SYP N0.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 8=564, 2=591. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 29,2019 Job Thus Truss Type Oty Ply LOT 1/2 FORT PIERCE/ WATERSTONE T78513673 2146396 D5 Half Hip 1 1 Job Reference (options!) eunaers I-MAdOume IN= katy, I-L7, vim clty, VL- aabbf, O.L4V 5 JVI 14 LV Ip IVII I CR IIIYU]IIItlJr Illli. 1 Ytl VN CO IJ. V I.IL crr,v Scale =1:53.9 4x6 = 3x4 = 3x6 = 6.00 12 4 17 5 18 19 6 3xd = 2x4 II 30 = 3x8 = 3z8 11 3z8 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-M Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017ffP12014 C51. TO 0.71 BC 0.70 WB 0.79 Matdx-MSH DEFL. Vert(LL) Vert(CT) Hom(CT) in (loc) Udefl Ud 0.16 11-14 >999 240 -0.2311-14 >999 180 0.05 7 We n/a PLATES GRIP MT20 244/190 Weight: 1751b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-9 oc pur ins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3'Except' BOT CHORD Rigid coiling directly applied or4-11-10 oc bracing. 5-10,6-8: 2x4 SP No.2 WEBS 1 Row at midpt 6-7. 3-10. 6-8 REACTIONS. (lb/size) 7=1109/0-3-8, 2=1184/0-8-0 Max Hoa 2=458(LC 10) Max Uplift 7=-577(LC 10), 2=-579(LC 10) Max Gran, 7=1215(LC 15), 2=1214(LC 15) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2045/1077, 3-4=-1386/833, 4-5=-1193/855, 5-fi=-937/625, 6-7=-1077/813 BOT CHORD 2-11=-1312/1854, 10-11=-1314/1850, 8-10=-625/937 WEBS 3-11=0/322, 3-10=-753/520, 4.10=0/326, 5-10=-327/364, 5-8=-717/711, 6-8=-879/1314 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opst h=15ft; B=45ft; L=24ft; eave=4ft; Cat. It: Exp C; Encl., GCpii=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 10-9-1, EMedor(2) 10-9-1 to 19-2-15, Interior(1) 19-2-15 to 27-0-4, Exterior(2) 27-0-4 to 30-0-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurnard with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members, with BCDL= IO.Opsf. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001la uplift at joint(s) except bt=lb) 7=577, 2=579. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 29,2019 Q WARNING- Vedlydesl9nparametem end READ NOTES ON MMANO INCLUOEOMMEKREFERANCEPAGEARW473mv. MAKIAzU15BEFORE USE. , Design valid for use only with MfTekO connectom fhb design h based only upon parameters shown, and Is for an Individual budding component not Nit a truss system. Before use, me building designer must verify me applicabfllly of design Parameters and property Incorporate this design Into the overall building design. Bracing Indicated bto prevent bucking of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracng of trusses and inas systems, seeANSVrPll Qua' ltya. CrIMM, DSM9 and SCSI Building component 69N Parke East Blvd. Sal�}y mlpenatbrt ,arable ham Truss Rate Institute, 218 N. Lee Street Sum 312 Alexandria, VA 22314. Tampa, FL W610 Joo Truss Truss Type Cry Ply LOT 12 FORT PIERCE / WATERSTONE T78513674 2146396 D6 Hip I 1 1 Job Reference (optional) nullaers ri arbourae tram ury, I-L), vim ury, M- azbbl, m d O.C4V .l'JW 14 LV Ii ID:BF.prKerXEdKaaa_vOdvxCvkKBZ 4%6 = 3%4 = 5 19 20 6 21 2x4 II 5x6 = 227 B 3x4 = SO = 3.6 = 6xB = 3%6 = 3uB = Scale=1:64.9 LOADING (psQ TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.:5 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI, TC 0.48 BC 0.84 WB 0.86 Matrix-MSH DEFL. Vert(LL) Vert(CT) Hoa(CT) in (too) Vdefl Ud -0.15 11-13 >999 240 -0.32 13-16 >999 180 0.05 9 n/a n/a PLATES GRIP MT20 244/190 Weight: 201 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directty applied or3-6-10 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 *Except' BOT CHORD Rigid ceiling directly applied or 5-0-2 oc bracing. 6-11.7-10: 2x4 SP No.2 WEBS t Row at midpt 6-10, 7-10, 8-9, 7-9 REACTIONS. (lb/size) 2=1184/0-8-0, 9=1109/0-3-8 Max Horz 2=492(LC 10) Max Uplift 2=-570(LC 10), 9= 586(LC 10) Max Grav 2=1264(LC 15), 9=1256(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2170/1054; 3A-1986/1001, 4-5=-12601755, 56=-1096/766, 6-7=-797/550 ` BOT CHORD 2-13=-1331/1999, 11.13=-1076/1567, 10-11=-521/792 WEBS 3-13=-339/299, 4-13=-159/648, 4-11=688/484, 5-11=-7279, 6.11=-369/510, 6-10=-741n07.7-10=-779/1204, 7-9=1124/890 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; B=45ft; L=2411; eave-,lft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-4-0 to 16-0, Interior(1) 1-8-0 to 12-9-1, Exterior(2) 12-9-1 to 21-2-15, Interior(1) 21-2-15 to 25-1-1, Exterior(2) 25-1-1 to 3D-0-4 zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 - 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed fora 10.0 psi bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) All bearings are assumed to be SYP No.2 crashing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 It, uplift at joint(s) except (jt=lb) 2=570, 9=586. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6034 6904 Parke East Blvd. Tampa FL 33610 Date: October 29,2019 Q WARNING - Verily design pansmeters and READ NOTES ON MIS AND INCLUDED Aram REFENANCE PAGE M&74M rev. 14N2/2015 BEFORE USE Design valid for use only with MBeI) connectors. This deugn Is bond only upon parometea shown. and is for an Individual building component, not �� a true system. Before use, the bupoing designer must verify the applicability of desIgn parameters and properly Incorporate fh5 design Into Me overall building design. Bracing Indicated Ls to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stabmty and to prevent collapse Win possible personal Injury and property damage. For general guidance regarding the fabrication storage, delivery, erection and brodng of tames and bras systems. seeANSVrl Quality Cr9eda. DSB.89 and BCSI Building Component 69" Parke East BNd. Safety hdorm itionavulcble from Trim Rate InstlMe, 218 N. Lee Street, Suite 31Z Alexandra, VA22314. Temp., FL 33610 Job Truss Tnas Type T18513675 2146396 D7 ::�]PIYL.0 honal Builders RrstSource (Plant City, FL), Plant City, FL-33567. 12 3x4 i 6xB = B.•240 s JW 14 ZUIB mi I eK Inamines, Inc. I u9 um 2u io:um 4 LDI e ID:BFyrKerXEdKgaq_vOdyxCykKBZ.UVNCi6nLOLS1 bDuRnx7pOKkYBVdIMGIUy6YBGyOW by 19-0.0 22-11-4 2'p2-0 27-0-0 30-2-0 5.6.0 3.71-4 0. -12 4-2-0 2-10-0 Sx6 = Scale=1:61.4 2x4 I 5x6 = 5 619 7 I II 1 3.00112 13 LOADING (psQ TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL . 1.25 Rep Stress Incr YES Code FBC2017/rP12014 CS'. TC 0.65 BC 0.74 WB 0.91 Matnx-MSH DEFL. in (loc) I/de8 Ud Vert(LL) 0.16 12-16 >607 240 Vert(CT) -0.46 10-11 >580 180 Horz(CT) 0.09 13 n/a n/a PLATES GRIP MT20 244/190 Weight: 185 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x4 SP No.2 'Except* except end verticals. 2-12:2x4 SP No.2 P BOT CHORD Rigid ceiling directly applied orb-0-0oc bracing. WEBS 2x4 SP No.3'Fxcepr WEBS 1 Row at midpt 8-13, 5-11 8-13: 2x4 SP No.2 REACTIONS. All bearings B-0.0 except Qt=length) 13=0.3-8. (Ib) - Max Horz 2=492(LC 10) Max Uplift All uplift 100 Ile or less at joint(s) 2 except 12=-673(LC 10), 13=-407(LC 10) Max Grav All reactions 250lb or less atjoint(s) except 2=267(LC 19), 12=1285(LC 15), 13=775(LC 1), 2=265(LC 1) FORCES. (lb) -Max. CompJMax. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 2-3=-392/296, 3-4=-689/352, 4-5=-682/547, 5-6=-652/609, 6-7=-652/609, 9-13=-775/619 BOTCHORD 10-11=-537/639,.9-10=-226/285 WEBS 3-12=-11131867, 3-1 1=-517/761,4-11=.319/389, 6-10=-255/277, 7.10=A82/659, -� 7-9= 747/635 NOTES- _ 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psF BCDL=S.Opsh h=158; B=45ft; L=2411; eave=oft; Cat. II; Fxp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 1-8-0, Interior(1) 1-8-0 to 14-9-1, Exterior(2) 14-9-1 to 30-04 zone;C-C for members and fames & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Lumber designated with a °P°is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20 % where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if It does not corrode the plates. If ACO, CBA, or CA-S treated lumber is used, improved corrosion protection is required, and 0185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 7) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 8) Bearing at joint(s) 13 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verity Joaquin Velez PE No.68182 capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 2 except Qt=lb) MiTek USA, Inc. FL Cert6634 12=673, 13=407. 6904 Parke East Blvd. Tampa FL 33610 Date: October 29,2019 Q WMNPIG-Veraydea/g.PWnt.tersandilADNOTES ON TN/SANDDICLUDWMREKREF ANCEPAGEMX74flrev. laN340158EFOREUSE OFDesign valld for use aNywith MReI� connectors. Phis dedgn Is based only upon paraneters shown, and is for on Individual building component not a truss system. Before use, Me building designer must verity the applicablllty of tlesgn parametersand properly Incorporate thlsd eslgn Into the overall bukling design Bidding Indicated is to buckling of Individual truss web and/or chord members only. Additional temporaryand permanent bracing MiTek' prevent Is always required for stabilily and to prevent collapse with Possible personal injury and property damage. For general guidance regarding the fabrication storage, delNery, erection and bracing of trusses and true systems. seeANSVrP11 Quality CMeda, DS5419 and BCSI Building Component 6904 Parke East Blvd. Safety Wormatbmvoilable from Truss Plate IruMMer, 218 N. We Street Suite 31Z Alexandria, VA 22314. Tampa, FL 33610 Job Thus Truss Type Oty Ply LOT 112 FORT PIERCE / WATERSTONE T7861367fi 2146396 E3 Jack -Open Truss 2 1 Job Reference (optional Builders FrstSource (Plant City, FL), Plant City, FL- 33567, 8.24U s JU1 14 2U19 Milek lndmtne5, Inc. I ue UM ZV 1b:U1:1b 2Ule Pagel EdKgaq_yOdyxCykKBZ-pu31P27P6hTJ8o4_VTMMdtOMbrA11 ou4cr5gjyO W bo Scale = 112.6 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014, CS'_ TC 0.20 BC 0.20 We 0.00 Matdx-MP DEFL in Vert(LL) -0.00 Vert(CT) -0.00 Horz(CT) 0.00 (lac) Well L/d 5 >999 240 9 >999 180 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 13lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 3=37/Mechanical, 2=239/0-3-6, 4=13/Mechanical Max Hoe 2=133(LC 10) Malt Uplift 3=-39(LC 7). 2=-260(LC 10), 4=-32(LC 7) Max Grav 3=40(LC 15), 2=239(LC 1). 4=36(LC 3) FORCES. (lb) - Max CompJMax Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; B=45H; L=24ft; eave-411t; Cat. II; Exp C; Encl., GCpi=0.16; MWFRS (directional) and C-C Extedor(2) zone; cantilever left exposed; porch lefTexposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL--1.60 2) This truss has been designed for a 10.0 psf bottom chord live load n-noncurrent with any other live loads. 3) `This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2V-0-vide Will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Previde mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except 0=11b) 2=260. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 29,2019 Q WARNING. Verily design pemmetem end READ NOTES ON MM AND INCLUDED MREK REFENANCE PAGE MD7A7a rev. l aNa2015 BEFORE USE DeyB^ v-Ild for use oNywim M6el� wnnecfora.lNs tlesign Ld hosed oNy upon parameter shown Ono k for On IndNiduat bwidNg component not ��- atruss syslam.8efore use, me balding detlgner must vetlty the applicab�ity of deslBn parameters Ontl propetly Ineoryorafe tNstleslgn Into the overall bMtlNg tlesign. &-clog indlcg'ad uto prevent bucWing of lntlNltluol truss web Ono/or chord member only. Atltll6anal fempaary and permanent bracing MiTek° b always required for sfab0ify and to prevent collapse calm possible personal lnJury antl property tlamage. For general Buitlanca reBprtlNB me fobricotbn norage, tlelNery. erection Ond bracing of trusses Ono truss systems, seeAN91/tPll Cpp0p1tyy CMpM, D36d9 and 6D316u9d1ng Campon nl 6904 Perko East BNtl. sobry Nlonnalbmvet.U. from Truss Pole InsNtufe, 216 N. tee Street suite 3,2 Alexandria VA 22314. Tampa, FL 33610 Truss Tess Type Dry Ply LOT 112 FORT PIERCE I WATERSTONE T1B513677 F2146396 ES Jack-PerBal Truss 3 1Job Reference o tional guilders; RrstSource (Plant City, FL), Plant City, FL- 33567, b.z41J s Jw 14 zme Mu eK maustnes, no. i us um ze w:u r: is zu m rage i ID:BFyrKerXEdKgaq_vOdyxCykKBZ-pu31P27P6hTJ8o4_VTMMdtyPb1L11 oujcrSgjyOW bo -1-40 2-7-6 5.0-0 1-0-0 2-7-8 2-0-8 Scale=1:17.8 3x4 = LOADING (psi) SPACING- 2-0-0 CS1. DEFL in (loc) Udefl Ld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Ven(LL) 0.05 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.34 Ven(CT) -0.06 4-7 >999 180 BOLL 0.0 ' Rep Stress ]nor YES WB 0.00 HDm(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 18 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No-2 REACTIONS. (lb/size) 3=113/Mechanioa1, 2=264/0-8-0, 4=59/Mechanical Max Horz 2=187(LC 10) Max Uplift 3=-109(LC 10), 2=-167(LC 10) Max Gray 3=128(LC 15), 2=264(LC 1), 4=88(LC 3) FORCES. (lb) - Max. Comp.(Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsh h=15f ; 8=45ft; L=24h; eave-oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-CExtedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for .truss to truss connections. - 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jElb) 3=109,.2=167. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 29,2019 O WARNING.Ver/fydesignprameferoend READN07E5 ON MIS ANDWCLUDEDMREKR0MRANCEPAGEAAIA7473rev. 101=4WISBEFOREUSE Design valid for use only wHh Mnek®connectors. This design is based only upon parameters shown, and b for on individual buldhg component not ��- a huss"am. Before we. Me buueing designer must vedfy Me appppllcabAHy of design parameters and properly incorporate ft design into me overall building design. Bracing hdlcated uto prevent bucMhg of individual muss web and/or chord members only. Addlflonal temporary and permanent bracing MiTek' Ls always required for stability and to prevent callopse wim posmle personal Injury and property damage. For general guldance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems seeAN5V rFII Quo �y CdNrb, DSB419 and BCSI Building Component 69" Parke East Bind. Sally Info mallatxrva0abie from Truss Plate Institute. 218 N. Lee Street, Susie 312 Alexandra. VA 22314. Tampa, FL M610 Job Truss Truss Type Oty Ply LOT 112 FORT PIERCE/WATERSTONE T78513678 2146396 E7 JACK -PARTIAL 33 1 Job Reference (optional) Builders FrstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Oct 2915:01:16 2019 Pagel ID:BF-prKerXEGKgaq_vOdyklOykKBZ-H4c7cO81t?bAGvNGYC bvr0?Y?CymU22xGbfC9yOWbn -1-4-0 3-7-8 7-0-0 1-4-0 3-7-8 &4-8 Scale =1:22.6 Plate Offsets(XY)-- f2:0-2-100-1-81 LOADING (psQ SPACING- 2-M CSI. DEFL in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.18 4-7 >453 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.22 4-7 >385 180 BCLL 0.0 ' Rep Stress Mar YES WB 0.00 Horz(CT) -0.01 3 n(a rva BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 241b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size). 3=164/1dechanical, 2=336/0-8-0, 4=86/Mechanical Max Horz 2=241(LC 10) Max Uplift 3_ 161(LC 10), 2=-185(LC 10) Max Gmv 3=185(LC 15), 2=336(LC 1). 4=126(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All farces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCOL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=241t; eave=41t; Cat. II; E1p C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exteriar(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 2-8-5, Extedor(2) 2-8-5 to 6-11-4 zone;C-C for members and fames & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 270-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. = - - -5)-Rater to girder(s) for truss to.truss connections. - 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at jolnt(s) excep -Ib) 3=161, 2=185. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Data: October 29,2019 A WARNING- Vedrydesfgn Peremetereond REAUNO7ES ON TNUSIMIDNCLUDEDaRMEKREFERANCE PAGE UJF7Mrev. 10NY1015 BEFORE USE valid form onlywlth Mlrek®connectars. Ms design b based oNy upon parametersshown. and Is for on Individual bustling component not Nil' a host system. Before use, the bu9ding designer mustver8y the applicability of design parameters and properly incoporate thts tlesign Into the overall busdingdesIgn. Bracing Indicated htoprevent buckling ofIndividual trussweband/or chord members any. Additional temporary and permanent bracing MiTek' Is olways required for stability and to prevent collapse with possible personal injury and property carnage. For general gdconce regarding the fobticnHon, storage, delivery, erection and bracing of usses and truss systems. seeANSVIP11 Du Cmula, DS&89 and BC91 Building Compor 1 6904 Parka East Bind. Safety Infomtatbrnvaliable from Truss Plate Institute, 218 N. Lee Sheet Suite 31Z Alexandria; VA 22314. Tempe, FL M610 Job Truss Thus Type Oly Ply LOT 112.FORT PIERCE I WATERSTONE - T18513679 2146396 ETA Jack -Open Truss 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL-33567, 8.240 aJul 142019 MiTek Industries, Inc. Tue Oct 29 15:01:17 2019 Page 1 ID:BF,prKerXEdKgac)_vOdyxCykKBZ.IHAVgk8feJj1 u3yT6wVgR2yEKPaFVwtBAwKCIbyOWbm -1-0-0 6-2-0 7-0-0 1-4-0 I 6-2-0 0- 01 3x4 = 06 1 3-]-8 6.2-0 7-0-0 3-7-B 2-6-8 0-1D-0 Scale-1:23.2 Plate Offsets (X,Y)- [2:0-0-4.Edpel, f3:0-0-2.0-2-0I LOADING (psQ SPACING- 2-0-0 CSI: DEFL. in (too) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(L-) 0.24 6-9 >344 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.25 6-9 >327 180 BCLL 0.0 ' Rep Stress ]nor YES WB 0.09 Hom(CT) 0.10 4 n1a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 29 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=21/Mechanica1, 2=336/0-8-0, 5=229/Mechanical Max Horz 2=199(LC 10) Max Uplift 4=-23(LC 10), 2=-203(LC 10), 5=-117(LC 10) Max Gmv 4=24(LC 16), 2=336(LC 1), 5=244(LC 15) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. WEBS 3-6=-188/306 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-D-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45D; L=24f ; eave=411; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-04) tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 2=203, 5=117. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 29,2019 O WARNING-Vedrydeslgnpemme nsand READ NOTES ON TMSANDWCLUDEDMm KREFERANCEPAGEMX7473me. 1SID11 IISBEFORE USE Design valid for use only with MBekly connectors. This design is based only upon parameters shown, and Is for an haNitlual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bu8ding design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always requaed for stability and to prevent collapse win possible personal Injury and property damage. For general guidance regarding the fabrication. storage, del"ry, oreetlon and bracing of trusses and truss systems. seeAN3U1Plt Quo' s. Cdkeda, DSB49 tend BCSI Buldbp Component Bakery Informte6onovok,ble from Truss Rote Institute, 218 N. Ise Street Suite 312. Plexandda, VA 22314. ��- MiTek' 69" Perks East Blvd. Temp., FL 33610 Job Truss Thus Type - rA3' Ply=WATERSTONET18513681 2146396 G1GR Hip Thus 1 8240 S Jul 14 2019 Mi 1 ex Inaustnes, Inc. 1 ue Uct 29 1 b:ul:l / zul a Builders RrstSource (Plant City, FL), Plant City, FL - 33567. a IMBF. 5X8 = 06 = 3x6 = 2x4 II Axe — 3x4 — - 3X6 = Scale=1:36.9 0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (lac) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.14 7-15 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.19 9-12 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.25 Horz(CT) 0.06 5 n1a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 86 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 34:2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or5-8-10 oc bracing. BOTCHORD 2x4SPNo.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1366/08-0, 5=1394/0-8-0 Max Ho¢ 2=-154(LC 6) Max Uplift 2=-763(LC 8), 5=-795(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2416/1229, 3-4= 2169/1236, 4-5= 2480/1299 BOT CHORD 2-9=931/2093, 7-9=-932/2114, 5-7= 994/2150 WEBS 3-9= 24/658, 3-7=-261/190, 4-7=0/651 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsh h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. - 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=763, 5=795. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 87 lb down and 164 lb up at 7-0-0, 87 lb down and 164 lb up at 9-1-1, and 87 lb down and 164 lb up at 11-1-1, and 174lb down and 327 lb up at 13-0-0 on top chord, and 325lb down and 108 lb up at 7-0-0, 65 lb down at 9-1-1, and 65lb down at 11-1-1, and 325 lb down and 108lb up at 12-10-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanceci):.Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-3-54, 3-4=-54, 4-6=-54, 10-13=-20 Concentrated Loads (Ib) Vert: 3=-87(F) 4=-174(F) 9— 310(F) 7=-310(F) 16=-87(F) 17= 87(F) 18=-40(F) 19=d0(F) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 29,2019 O WARNNG-Vedtydeslge Parameter.dREADNOTES ON MSANDNCLUDEOMREKREFERANCEPAGEMg74mJ v. ih9Y10156EFOREUSE. De9gn volld for use only with MmeldOconnectcrs. Thb design 6 based only upon parameters shown and Is for on InaNldual bOdng component, not ��- o muss system. Before use, me bueding designer must verify me applicability of design pammeters and property Incorporate this design into me overall buliding design. Bracing indicated Is to prevent budding of Individual truss web and/or chord members only. Additional temporory and permanent bracing MiTek' is always reclUmd for stability and M prevent collapse with possible personal lNury and property damage. For general guidance regarding the fobncation. sarage, delmery, erection and bracing of trusses and truss systems seeANSMII CuoOry CRe4a, DSB49 and 801 Building Component 69M Pale Fast BNd. Safety Nformatbnavollable from Truss Plate Institute, 218 N. We street. Sulte 312. Alexandria VA 22314. Tampa, FL 33610 Job Taus Thus Type Oly Ply LOT 1/2 FORT PI ERCE/WATERSTONE T78513681 2146396 G2 Hip Truss 1 1 Job Reference (optional) Builders RrstSource(Plant City, FL), Plant City, FL-33567. 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Oct 2915:01:18 2019 R ID:BF 4x6 = 46 = 4x6 = 3x4 = nxb = 3x4 = y 3x6 LOADING (psQ TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 SPACING- 2-" Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/rP12014 REACTIONS. (lb/size) 1=724/0-3-8, 6=801/0-8-0 Max Hom 1=-183(LC 8) Max Uplift 1=342(LC 10), 6=-448(LC 10) Scale=1:35.2 CSI. DEFL in (too) Udell Ltd PLATES GRIP TIC 0.44 Vert(LL) -0.15 8-16 >999 240 MT20 244/190 BC 0.69 Vert(CT) -0.33 8-16 >719 180 WB 0.13 Horz(CT) 0.03 6 We n/a Matrix-MSH Weight: 90lb FT=20% BRACING- TOPCHORD Structural mod sheathing directly applied or 4-9-15 oc puffins. BOT CHORD Rigid ceiling directly applied or 7-7-9 oc bracing. FORCES. (Ib) - Max. CompJMax Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1141/871, 2-3=-932/772, 3-4=-796/726, 4-5=-944/771, 5-6=-1157/865 BOT CHORD 1-10=-576/978, 8-10=-3247796, 6-8=-568/1001 WEBS 2-10=-316/377, 3-10=-226/296,4-8=-221/359, 5-8=-372/364 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 3-0-0, Interior(l) 3-0-0 to 449, Exterior(2) 4-4-9 to 14-10-7, Interior(1) 14-10-7 to 17-11-8, Extedor(2) 17-11-e to 20-11-8 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearings are assumed to be: Joint 1 SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except fit=lb) 1=342, 6=448. Joaquin Velez PE N0.68182 MiTek USA, Inc. FL Cart 6634 69114 Parke East Blvd. Tampa FL 33610 Date: October 29,2019 Q WARNMG- Veriydesfan Prametivs.d RE4O110TESON MISANOMCLUOEDMREKI? F NCEPAGEM6747Jrev. lattzcOlSBEFOREUSE Design valld fa use onlywith Milek®connectors. Tins design Is based only upon parameters shown, and Is for on individual buRdng component. not a tnus system. Before use. the building designer must vedfy the applicability of design parameters and properly Incomorate tins design Into the overall buRtlingdesign. Bracing Indcated Isto prevent budding of individual truss web and/or chorcl members only, Additional temporary and permanent bracing MiTek' Is always required for stabRM, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Qua11II11yy OMedo. DS849 and 11031 building component 6904 Parke East Bind. Safely infamurliaravaiable from Truss Plate Institute, 218 N. Lee Sheet. Suite 312. Alexandrlm VA 22314. Tampa, FL 33610 Job Truss Tess Type Oly Ply=IWATERSTONET18513682 2146396 G3 COMMON TRUSS 5 Builders RrstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Oct 2915:01:19 2019 ID:8F_prKerXEGKgaa_vOdyxCykKBZ-ifIGFOAwAwzk7N6rDKXIWT2d1 CEgmOUdEpJpL Scale = 1:35.6 46 i US = DSO = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-M Plate GOPOIL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CS]. TC 0.54 BC 0.87 WB 0.22 Matrix-MSH DEFL In Ved(LL) 0.22 Vert(CT) -0.30 Horz(CT) 0.04 (too) Well Ud 7-9 >999 240 7-9 >793 180 5 Na n/a PLATES GRIP MT20 2441190 Weight: 92lb FT=20% LUMBER. BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or4-0-12 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied orb-3-14 oc bracing. WEBS 2x4 SP No.3 WEDGE Leh: 2x4 SP No.3 REACTIONS. (lb/size) 1=833/0-", 5=903/0-8-0 Max Harz 1=-201(LC 8) Max Uplift 1=-394(LC 10), 5=-497(LC 10) FORCES. (Ib) - Max. Comp✓Max. Ten. -Aft forces 250 (lb) or less except when shown. TOP CHORD 1-2_ 1526/1093, 2-3=-1348/965, 3-4=-1394/959, 4-5=-1596/1081 BOT CHORD 1-9=-825/1387, 7-9=-381/858, 5-7— 809/1404 WEBS 3-7=-277/590, 4-7=-338/334,3-9=-287/528,2-9=-284/346 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-sewnd gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsh h=15tt; B=45tt; L=24iq eav'e-Xf', Cat. 11; Exp C; Encl.,,GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-M to 3-0-0, Intedor(1) 3-0-0 to 6-7-8, Extedor(2) &7-8 to 12-7-8, Interior(1) 12-7-8 to 17-11-8, Extedor(2) 17-11-8 to 20-11-8 zone;C-C for members and forces & MWFRSfor reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed fora 10.0 psi bottom chord live load nonwncurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-64) tall by 2-M wide Will fit between the bottom chord and any other members. 5) Bearings are assumed to be: Joint 1 SYP No.2 crushing capacity of 565 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except (t=1b) 1=394,5=49T 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Root Live (balanced): Lumber Increase=1.25, Plate Incrai 25 Uniform Loads (plf) Vert: 1-3=-54, 3-6=-54, 9-10=-20, 9-20=-50(F=-30), 13-20=-20 j$ Joaquin Velez PE No.68185 MiTek USA, Inc. FL Cut 6634 6904 Parka East Blvd. Tampa FL 33610 Date: October29,2019 A WARNWG-Vaftdaefgn pammeays end READ N01E5 ON WMAND INCLVDE0MfrWREFEBANCEPAGEM67413 rev. faWtusI5BEFONE USE. Design valid for use only with Mnelsw connectors. This design Is based only upon parameters shown, and Is for an IndrAduol bulding component not ��- a truss system. Before use, me building designer must verity the applicability of design parameters and property Incorporate this design into the overall balding design. Bracing indicated is to prevent bucding of individual We web and/or chord members only. Additional temporary and parmonent bracing MiTek' Is always required for stab08y and to prevent collapse with possible personal iniury and property damage. For general guidance regarding me fabrication, storage, delNery, erection and bracing of trusses and truss systems. meANSVTPII Quality Cdbda, DS549 and SCSI euIldmg Component 6904 Parke East Blvd. Safety m/oanatBnavalable from Truss Plate IrsstMute, 218 N. Lee Street Sure 312 Alexonddo, VA 22314. Tampa, FL M610 Job Truss Truss Type Ply LOT 1/2 FORT PIERCE I WATERSTONE T78513683 2146396 HIS DIAGONAL HIP GIRDER �Qty 2 i Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 a Jul 142019 MITek lndustnes,Inc. Tue Uct 2915:U120-L019 Scale=1:12.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vde6 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.01 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(CT) -0.01 5 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/7PI2014 Matdx-MP Weight: 17 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural woad sheathing directly applied or 4-2-3 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 3=43IMechanical, 2=284/0-4-9, 4=9/Mechanical Max Herz 2=133(LC 8) Max Uplift 3=-44(LC 5), 2=-337(LC 8), 4=-38(LC 13) Max Gmv 3=43(LC 1), 2=284(LC 1), 4=39(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. -- 3) *This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by Zed wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ile uplift at joint(s) 3, 4 except Qt=lb) 2=337. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 33 lb down and 771b up at 1-4-15, and 331b down and 77 lb up at 1-4-15 on top chord, and 231b up at 1-4-15, and 23 lb up at 14-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3— 54, 4-5=-20 Concentrated Loads (lb) Vert: 8=48(F=24, B=24) 9=23(F=11, B=11) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 29,2019 ®WARNING -wdlydeslgrparzmelera and READ NOTES ON THISAND INCLUDED MREKREFERANCEPAGEM/A74M rev. MM015611YORE USE De9gn valid for use only wim Mnel�w connectors. Ab deugn b bosetl only upon parameters shown, and b for an Ind' ual bulltling component, not �'- a tnm system. "afore bu0tling de9gner n vetlN Me oppllcab0lty of deggn parameters end propetly Incorporate fhb design Infd the overall bulid design."raringIndeloetedbtopreventbu-MingofN"du.1bussweband/or chord member0Ny. Additional temporcryend permanentbmtlng MiTek' b always required far stab011y antl M prevent wilopse with possible personal Nlury ontl propeM damage. For general gWtlance regartling the fobticaHon storage, 0e -ry, erection and brgg of busses ontl buss systems seeAN5Umit ct. CM.M. OSM9 end SCSI INBding Cerrlponent woo East 6Nd. Solely WonnalbMvollabie ham T.Rofe Intlaute. 218 N. Lee Sheet Sun. 312 Plexondrlo, VA 22314. a. R_ Tampa, FL 33610 Job Truss Truss Type O y Ply LOT 112 FORT PIERCE / WATERSTONE T78513684 2146396 H5 DIAGONAL HIP GIRDER 2 1 Jab Reference (optional) Builders RrstSource (Plant City, FL), Plant City, FL - 33567, 8.240 a Jul 14 2019 MiTek Industries, Inc. Tue Oct 29 15d11:20 2019 Page 1 ID:BF-prKerxEdKgaq-vOdyxCykKBZ-AsseSIBYwE6blWg2n22X3gamcbFtill dsuzsLWYOWbj -1-10-10 3-9-0 7-0.2 1-10-10 3-9-0 l 3-3-2 Scale = 1:17.3 LOADING (Ps' SPACING- 2-0-0 CSI. DEFL. in (lac) Udell • Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.09 4-7 >935 240 MT20 244/190 TOOL7.0 Lumber 1.25 BC 0.52 Vert(CT) -0.19 4-7 >433 180 BCLL O.O ' Rep Stress Incr NO We 0.00 Horz(CT) 0.00 3 n/a n1a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 25 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 SO No.2 BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. REACTIONS. (lb/size) 3=196/Mechanical, 2=266/0-8-0, 4=91/Mechanical Max Holz 2=168(LC 8) Max Uplift 3=-177(LC 8), 2=-193(LC 8) Max Grav 3=201(LC 13), 2=266(LC 1), 4=136(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All tomes 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=S.Opsf; h=15ft; B=4511; L=24ft; eave=4ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate gdp DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chard live load nonconcurrent with any other live loads. 3) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearings are assumed to be: , Joint 4 SYP No.2 crushing capacity of 565 psi, Joint 3 SYP.No.2 crushing capacity of 565 p5177 5) Refer to girder(s) for truss to truss connections. - 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=177, 2=193. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as from (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2— 54 Trapezoidal Loads (plo Vert: 2=0(F=27, B=27)-to-3=-95(F= 20, B=-20), 5=0(F=10, B=10)-to-4=-35(F=-8, B— 8) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6984 Parke East Blvd. Tampa FL 33610 Date: October 29,2019 Q WAANWG. Vedtydeslgnperametereand NEADNOTES ON MISANDWCLUDEDMI/EKNEFENANCEPAGEM&74TJmv. lame*015BEFONE USE Design valid for use aNy with MRek8connectars. This design b based only upon parameters shown. and Is for an IncIvidual building component, not a truss system. Before use, the building designer must verify the applicabllihy, of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckiing of lndMduol huss web and/or chord members only. Additional tempamry and permanent bracing MiTek' 6 always required for stability and to prevent collapse wine possible personal Inlury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems meANSMII Quality Criedo, DSM9 and SCSI Mdhg Component 69M Parka East Blvd. Safety Informalbnvvc0able from Truss Plate Institute. 218 N. tee Street, Suite 312. Alexandria, VA 22314. Tampa, FL M610 Job Truss Truss Type Oly Ply LOT 119 FORT PIERCE / WATERSTONE T78513685 2146396 H7 Diagonal Hip Girder 4 1 Join Reference (optional) Striders FrstSource (Plant City, FL), Plant City, FL- 33567, 8.240 a Jul 14 2019 MiTek Industries, Inc. Tue Oct 29 15:01:21 2019 ID:BF 5-11-3 9-10-13 5-11-3 I 3-11-10 Scale =1:22.7 Plate Offsets (X 1)— f2:0-2-10 0-0-101 LOADING (psQ SPACING- 2-" CSI. DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.03 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.05 7-10 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.27 Horz(CT) 0.01 5. Na n/a BCDL 10.0 Code FBC2017frP12014 Matrix-MSH Weight 42 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=188/Mechanical, 2=412/0-8-0, 5=403/MechanimI Max Harz 2=291(LC 8)' Max Uplift 4=-198(LC 8), 2=.233(LC 8), 5=-152(LC 8) Max Grav 4=228(LC 13), 2=412(LC 1), 5=416(LC 13) FORCES. (lb) - Max Comp./Mam Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-677/142 BOT CHORD 2-7=-338/637, 6-7=-338/637 WEBS 3-7=0/283,3-6=-736/391 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsh h=15ft; B=45ft; L=24ft; eave=41t; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. - 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except 01=11c) 4=198, 2=233, 5=152. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=125 Uniform Loads (pIQ Vert: 1-2=-54 Trapezoidal Loads (plQ Vert 2=0(F=27, B=27)-t0-4— 134(F=-40, B=-40), 8=0(F=10, B=10)-to-5=-49(F=-15, B=-15) Joaquin Velez PE No.88182 MiTek USA, Inc. FL Cart 6834 6904 Parka East Blvd. Tampa FL 33610 Date: October 29,2019 Q WABNWG-Vmfy design Pmsmefers and BEAD NOTES ON WISAND WCLUDED MGEK BEFENANCEPAGEMB-74tts Y. laasclol5BEFOBE USE Dedgn valid for use only with MOeM connectors. This design 6 based only upon parameters shown, and 6 far on Individual building component, not ��- a truss system. Before use, the building designer must verify fine applicability of design parameters and properly Incorporate this desgn Into Me overall buadingdedgn. Bracing Indicated Istoprevent bucklingofIndividual Muss web and/or chord members only. Additional temporary and permanent bracing M(Tek' Is always required for stobillty and to prevent collapse with possible personal hlury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of truces and truss systems, WeANSVIPII Qualify Criteria, DSB49 and SCSI Building Component 6904 Parke East Blvd. SaNly Informalkinavailobie from Truss Rate Institute, 218 N. Lee Sheet Suite 312. Alexanddo, VA 22314. Tempe, FL 33610 Job Truss Truss Type city Ply LOT 112 FORT PIERCE/WATERSTONE T78513686 2146396 K1GR Hip Truss 1 1 Job Reference o tional Builders RrstSoures (Plant City, FL), Plant City, FL- 33567, 8.240 sJul 14 2019 MTek Industries, Inc. Tue Oct 29 15:01:22 2019 Page 1 ID:BF-prKerXEdKgaq_yCdyxCykKBZ-6E_OtRCoSrMJ_ggOvT5785gEJON5AC•jwKC2zOpy0 W bh -1-40 3-0.0 5-4-0 8-40 9.8-0 3-0-0 1 2-40 1 3-0-0 1 14-0 Scale = 1:20.6 Us = 2x4 = 3x6 It 4x6 = 0 3-0.0 47-92 B-4-0 0-6.-G44 2-5-12 2-4-050 as1-12 Plate Offsets (XJn-- 12:0-1-4 Edgel [2:0-1-4 0.9-111 [5:0-1.4 Edge] [5:0-1-4 0-9-111 LOADING (psf) SPACING- 2-M CSI: DEFL. in (loc) Udefl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(L-) -0.01 7-8 >999 240 MT20 244/190 TOOL 7.0 Lumber COL 1.25 BC 0.19 Vert(CT) -0.01 7-8 >999 180 BCLL 0.0 ' Rep Stress [nor NO WB 0.04 Horz(CT) -0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TP]2014 Matrix -MP Weight: 361b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=.451/0-3-8,5--451/0-M Max Horz 2=81(LC 7) Max Uplift 2=-459(LC 8). 5=-459(LC 8) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-403/351, 3-4=-334/320, 4-5=-403/351 BOT CHORD 2-8=-240/328, 7-8=-246/334, 5-7=-238/328 BRACING - TOP CHORD Structural wood sheathing directly applied of 6-M oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; B=45ft; L=24ft; eave=41t; Cat. '11; Exit C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; porch left and right exposed; Lumber DOL--1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be SVP No.2 crushing rapacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=459, 5=459. 8) Girder carries hip end with 3-0-0 end setback. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 89 Ito dawn and 42 lb up at 5-4-0, and 89 lb down and 42lb up at 3-" on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(5) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plQ Vert: 1-3=-54, 3-4=-64(17=-10), 4-6=-54,6-9=-20, 7-8=-24(F=-4),7-14=-20 Concentrated Loads (Ib) Vert: 8=-56(F) 7=-56(F) Joaquin Velez PE No.68182 MiTak USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 29,2019 AWARNNG-VUAydea/gnperemetersandREADN0ns3ONMArMONCLUDEDMmEKIISTRANCEPAGEM1r-74TJrev.faAMN59EFOREUSE Design valid tot use aN whin MRek®connadors. Thb tledgn is basotl Only upon parameters shown, and Is for an IntlNldual bufe- component, not �F a buss system. Before use. the building tle9gner must veray the applicabllky of tledgn parameters antl properly Neorporole tlilsdesign Into Ina overall binding design. &adng lnolcatetl is to prevent bucWing of indNitlual ho5s web antl/orch.rdmern en Iy. PAcl6onaltemporary and permanent bracng MiTek' Is always required (or stability antl to prevent collapse with pas4ble personal Injury antl properly tlamage. For general guitlance mgartling }ha fabrlca8on storage. tlelNery. arec6on and bracing of busses antl tmss systems seeAN51/1PII CuaNv CReM, DSfi-09 antl lCSI6Wdalp Comppnrrnf 69a4 Petite East BNd. �IpH Informo8orgvo'obie hem Lust Rafe InsHlute, 218 N. Les Sfreet. Sulfa 312 Alexonddo, VA 22 74. Tampa, FL 33810 Job Truss Truss Type Ply LOT 112 FORT PIERCEIWATERSTONE T1B513687 2146396 K2 COMMON TRUSS 1 7 Job Reference (optional) Builders RrstSource (Plam City, FL), Plant City, FL - 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Oct 29 15:01:23 2019 ID:BFjrKerXEdKgagyOdyxCykKBZ-a0Yn4nDOD9UAc_PcSAcEhICOjgi7vt74YsnxyF �1-4-0 4-2-0 1 B-4-0 1 9-8-0 4x6 1 I Scale v 1:20.3 li LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20171TPI2014 CSI. TC 0.24 BC 0.21 WE 0.05 Matdx-MP OEFL. in Ve t(LL) 0.01 VBd(CT) -0.01 Horz(CT) -0.00 (loc) Udell Ud 6 >999 240 6-11 >999 180 4 n/a n/a PLATES GRIP MT20 244/190 Weight: 36 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD Stmctural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=380/D-3-8, 4=380/0-3-8 Max Horz 2=102(LC 9) Max Uplift 2=406(LC 10), 4=406(LC 10) FORCES. (lb) - Max. CompJMax- Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-261/574, 34=-261/574 BOT CHORD 2-6=-287/194, 4-6=-287/194 WEBS 3-6=-292/133 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL--5.Opsf; h=15ft; B=45ft; L=24tt; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ; porch left and right exposed;C-C for members and forces BMW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This buss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) All bearings are assumed to be SYP Not crushing capacity of 565 psi. 6) Provide mechanical connection (by others) of tress to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) 2=406, 4=406. Joaquin Velez PE No.68181 MiTek USA, Inc. FL Cad 6634 6904 Parka East Blvd. Tampa FL 33810 Date: October 29,2019 Job Truss Truss Type Ply LOT 112 FORT PIERCE/ WATERSTONE T78513688 2146396 PB9 Piggyback Truss r 1 Job Reference (optional) Builders FlrstSource (Plant City, FL), - Plant City, FL - 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Oct 2915:01:24 2019 Page 1 ID:BFyrKarXEdKgaq_vOdyxCykKBZ-2d5917E2 Sc1 E8y0u7TDW1akD5re6TDnWX4UhyOWbf 2-10-0 3-2-0 6.0.0 2-10.0 0.4-0 -2-10-0 - - Scale - 1:11.9 4x6 1 6.00 12 4 2 5 1 1 2x4 = 2x4 II 2x4 = Plate Offsets (X Y)- f3:0-3-0 0-1-121 LOADING (psf) SPACING- 2-M CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) 0.00 4 n/r 180 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 5 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WS 0.04 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 17 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=111/4-0-6,4=111/4-0-6,6=140/4-0-6 Max Harz 2=48(LC 9) Max Uplift 2=-102(LC 10), 4=-102(LC 10), 6=-25(LC 10) FORCES. fib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or oc pudins. SOT CHORD Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ff; B=45ft; L=24f ; eave=4f; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) 6 except (jt=1b) 2=102, 4=102. 8) See: Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 29,2019 Job Truss Truss Type Oly Ply LOT 1/2 FORT PIERCE /WATERSTONE T785136B9 2146396 PB10 Piggyback Truss 6 1 Job Reference (optional) nunaam rimlagurae Irlanl t,I1y, I'Ll, ream Uny, rL -. oar, 3 2x4 = ID:BFyrKerXEGKgaq_vOdyxCykKBZ-a0Yn4nDOD9UAc__PcSAcEKJCOfgi6vin4YsnXyf 3c4 2x4 = LOADING (pst) SPACING- 2-0-0 CS'. DEFL in (lac) VdeB Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) 0.00 5 Nr 180 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(CT) 0.00 5 Nr 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 Na Na BCDL 10.0 Code FBC2017/TPI2014 Matdz-P Scale = 1:11.7 PLATES GRIP MT20 244/190 Weight: 16lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purms. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (It✓size) 2=181/4-0-6, 4=181/4-0-6 Max Horz 2=48(LC 9) Max Uplift 2=-115(LC 10), 4=-115(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45f : L=24ft; eave=4tt; Cat. II; Ekp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. - 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. --� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Qt=lb) 2=115, 4=115. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cad 6634 $904 Parke East Blvd. Tampa FL 33610 Date: October 29,2019 A WARNING-Ver/rydestgn parameWmand READ NOTES ON TH/SANO INCLUDED WEKREFERANCEPAGEMX7473rev. fa=2015BEFOREUSE Deslgn vdld for use oNy with MBek® connactors. lnb design a bated oNy upon parameters shown. antl Is for on 1^ d,N of bWidng component not ��- a huss system. Before'ae. the bmldog designer must veaty me Opplimbility of design parpmeters and propa4y Incorporate mistlesign info the overall buVdo design. BrocNgNOiwtedlsfoorevanibueklingofIndMdu-1bussweband/or chord In mbersonly. AdtllibnoltemporaryandpermanentbrpcNg MiTek' b always required for stabllBy antl to prevent collapse vAm possible personal Inlury antl property tlampge. For general guidance regarding be fabtic0aoa storage, tlelNery erection and brodng of trusses and tact systems seeAN31/IPII Gua➢Iv CReIb, DS849 mItl fiC41 BuOdMp Cempononf 6904 Parke EazI BNtl. snbty or.o ratbnov.".oe from Tntss Plale Institute, 2,8 N. Ise Sfreat Suite 312 Alexandria VA 22 14. Tanp, FL 33610 Jab Triers Truss Type City Ply LOT 1/2 FORT PIERCE/ WATERSTONE T1B513690 2146396 VA1 Valley Thus 1 1 Job Reference (optional) bullaers 1-asl6ource Imam ulty, FL), Flam tarty, FL- 33bd/, 0 6 d 2x4 i e.zau s am w m, s mi i ex'Mm's, ma. I ue �a ze mm,:ea au i e raga i ID:BF—prKerXEdKga"dyxCykKBZ.Wp1XVTFNmkurlZ7abeimkllZdR7NZHMOAGdl ByOWbe 2x4 II 2 3 LOADING (lost) SPACING- 21.25 GCS1. DEFL in (roc) Vdefi Ud TCLL 20.0 Plate Grip DOL 1.25 T0.09 Vert(LL) Na - Na 99 999 TOOL 7.0 Lumber DOL 1.25 BC 0.04 09 Vart(DT) Na - Na 999 BCLL 0.0 ' Rep Stress Incr YES WR 0.00 Horz(CT) 0.00 Na Na BCDL 10.0 Code FBC2017/TPI2014 Matrix-P LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=70/2-M.3=70/2-SA Max Horz 1=51(LC 10) Max Uplift 1=-20(LC 10), 3=-46(LC 10) Max Gmv 1=70(LC 15), 3=77(LC 15) FORCES. (lb) - Max CompJMa Ten. -All tomes 250 (lb) or less except when shown. Scale = 1:9.5 PLATES GRIP MT20 2441190 Weight: 8lb FT=20% Structural wood sheathing directly applied or 2-8-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Wind: ASCE 7-10; Vu1t=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=1Sit; B=45ft; L=24ft; eave=41t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces $ MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed fora 10.0 lost bottom chord live load nonconcunent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-O=O:wide will fit between the bottom chord and any other members. 5) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. - 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1. 3. - Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6034 6904 Parke East Blvd. Tampa FL 33610 Date: October 29,2019 AWARNING-Venlydash. tammoresandf? ADNOTESONTNLSANDZVOLUDED/RIEKOEFENANCEPADEMl4la] rov.1ae:vavI56EFOgEUSE Design volld for use only with MreW connectors. This design Is based only upon parameters shown and b for an hdMdual bu0ding component, not a trim system. Before use, the building dedgner must verity the appllcalelllN of design parameters and properly Mcorparate this design Into me overall bullding design, Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with posdble personal Infury and property damage. For general guidance regarding the fobdcallon, storage. delivery. erection and bracing of trusses and fare systems, seeMSIM11 Qual ly Crltedo, DS"Ir and SCSI 6ullding Component from Into Plate Instime. 218 N. Lee Sheet Sulfa 312, Alexandria. VA 22314. 6906 Pahl East Bind. Tampa, FL 33610 Safety mtormaaamvailable Job Truss Truss Type Oty Ply LOT 112 FORT PIERCE / WATERSTONE T78513691 2146396 Vol Valley 1 1 Job Reference o tional builders-mabource lrlam coy, I-L1, rlam arty, rL- daour, d.xnasaa wm,e,w„ux„.awr„ua,n,u.,ae..u,�e .ye, ID:8F-prKerXEdKgagyOdyxCykKBZ-W pfXVTFNmkurlZ7abeimklgldLVNYUMOAGd18yOW be Scale =1:42.5 4 3x6 i 7 10 6 5 2x4 II 2.4 II 2x4 II LOADING (psO TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate GOP DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CS]. TC 0.43 BC 0.40 WB 0.12 Matrix-SH DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) Well Ud n/a - n1a 999 n/a n/a 999 0.00 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 69 to FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOTCHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 95-1-8. (Ib) - Max Hoe 1=386(LC 10) Max Uplift All uplift 10011bor less atjoint(s) 5 except 6=-158(LC 10), 7=-325(LC 10) Max Grav All reactions 250 lb or less at joint(s) 5, 1 except 6=400(LC 15), 7=562(LC 15) FORCES. (lb) - Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-413/203 WEBS 3-6=-212/260,2-7=-377/387 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psY BCDL=5.Opsh h=15ft; B=45ft; L=24ft; say"- it; Cat. 11; Expi C; Encl.. GCpi=0.18; MW FRS (directional) and C-C 6oerior(2) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 12-04, Exterior(212-0-4 to 15-04 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate,grip DOL=1.60 2) Gable requires continuous bottom chord bearing. _ 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. _ 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Tit between the bottom chord and any other members, with BCDL=10.Opsf. 5) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except Ot=lb) 6=158, 7=325. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 29,2019 AWANNNG- Ved/ydesrgnpuremetars.ndNEAONOTESONiMMA DNCLUDEOMUEKNEFENANCEPAGEM 7.V.70=Z015BBFONEUSE Design valid for use only with Mltek® connectors. TM design a based only upon parameters shown. and Is for an Individual building component not �� a truss system. Before use, me bulling designer must verlfy the applicability of design parameters and properly Incorporate fit design Into me overall buliding dedgn. Bracing Indicated Is o prevent budding of indMduol buss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is dways required for spolity and to prevent collapse with pole personal injury and property damage. For general guidance regarding me fabricaflon, storage. delivery. erection and bracing of trusses and huts systems. seeµ6igP11 QuaT Cs6ede, OSB49 and BCSI Building Component 69M Parke EastB". Safety InformaMnavo0able from Truss plate Institute, 218 N. Lee Sheet Suite 312, Alexandria. VA 2214. Tampa, FL 33610 Job Truss Truss Typey Ply LOT 1/2 FORT PIERCE/WATERSTONE _ T18513692 2146396 VG2 Valley 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plana City, FL-33567, 8.240 a Jul 14 2019 MITek Industnes, Inc. Tue Oat 29 15:01:26 2019 Page 1 ID:8F,.prKerXEGKgaq_vOdyxCykKBZ-77DrypFJW4sITR8B8J9xJxquIlin675W EgOBZayOWbd Scale = 1:36.8 3x4 G 7 6 52x4 II 2x4 II 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) n/a - Na 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(CT) n/a - rda 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 5 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 58 lb Fr=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. All bearings 13-1-8. (lb) - Max Horz 1=333(LC 10) Max Uplift All uplift 100lb or less atjoint(s) 5 except 6= 195(LC 10), 7=-23B(LC 10) Max Grav All reactions 250 Ile or less at joints) 1, 5 except 6=396(LC 15), 7=386(LC 15) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-390/186 WEBS 3-6=-250/305, 2-7=-282/311 Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=S.Opsh h=15ft; B=45ft; L-24ft; eave=4ft,, Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-7-9 to 3-7-9, Intedor(1) 3-7-9 to 10-0-0, Extedor(2) 10-0-4. to 13-0-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. - 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= IO.Opsf. 5) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) 5 except{p=1b) 6=195, 7=238. Joaquin Velez PE No.68182 MRek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 29,2019 OWARN/NO-VsHydes/gn PeraveI.. and READ NOTES ON 7NISAND INCLUDED AUTSKREFERANCEPAGEM/F7473 rev. laN.31?015 SEFOREUSE Design valid for use only wRh MRek® connectors. This design a based only upon parameters shown, and Is for on hdMdual building component not a true system. Before use, the bulltling designer must verlN me opplicablllty, of design parameters and propery Incorporate this design Into me overall buhding design. Bracing Indicated Is o prevent buckling of IndMduai hues web and/or chord members only. Additional temporary and permanent bracing MOW a alwaysreeuhetforstabflltyandtopreventcollapsewithpossblepersonallnluryandpropertydamage. For general guidance regarding Me fabrication storage, delivery, erection and brochg of trusses and truss systems, seeANSVIPil CuNSy Criteria. DS849 and SCSI BWdbp Component 6904 Palle East Blvd. Safety Infomsaftc wcicbie from Truss Plate IrdItUe. 218 N. Lee Sheet, Sulte 312. Alexandria, VA 22314. Tampa, FL 33610 Job Tnas Truss Type Ply LOT 1/2 FORT PIERCE/WATERSTONE T78513693 2146396 VG3 Valley 1 1 Jab Reference (optional) Hunters hlrstbource kviam Gay, FLd, Plant City, FL- 33587, 8.24U S JW 142W 9 Mi 1 ex Industries, Inc. 1 us Cat 29 15:01:27 2019 Vega ID:8F-pMerXEdKga"dyxCykKBZ-TCnHw9G1d4N_c5bjOhOgAr9N7HROnrR9TUlk50yO W be 3x4 = 3 20 II 4 y� 6 9 5 2x4 II 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(-L) n/a - n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(CT) n/a - Na 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.17 Horz(CT) 0.00 5 Na Na BCDL 10.0 Code FBC2017/rP12014 Matrix-SH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=196/11-1-8, 5=65/11-1-6, 6=508/11-141 Max Horz 1=252(LC 10) Max Uplift 1=-3(LC 10). 5=-36(LC 7), 6=-331(LC 10) Max Gmv 1=196(LC 1). 6=109(LC 16), 6=587(LC 15) FORCES. fib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-297/137 WEBS 2-6=-388/563 Scale=1:29.3 PLATES GRIP MT20 244/190 Weight: 45111 FT=20% Structural wood sheathing directly applied or 6-0-0 oc purins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10: VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eays=oft; Cat. II; Exp C; Encl., GCpi-0.18; MWFRS (directional) and C-C Extedor(2) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 5-9-1, Exterior(2) 5-9-1 to 11-0-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) Gable requires continuous bottom chard bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcum nt with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except (jt=lb) 6=331. Joaquin train PE No.68182 MTek USA Inc. FL Cell 6634 69D4 Parke East Blvd, Tampa FL 33610 Date: October 29,2019 Q WARNING - Vadrydas/gn paramalenenCREAD NOTES ON TN/SAND INCLUDED WEKREFE1b4NCEPAGEM/F747a rev, lamv)ISBEFOREUSE Design volltl for use only with Mgek® connectors. Tins design Is based Only upon parameters shown, and Is (Or an Inct,d win building component, not a Muss system. Before use, the budding designer must verify the applicabRity, of design parameters and properly Incorporate this design Into me overall building design. Bracing indicated is to prevent buckling of lndMdual buss web and/or chord members ordy. Addiflonal temporary and permanent bracing WOW is always required for stabillty and to prevent collapse wen posdWe personal injury and properly damage. For general guldance regarding the fabrleCtion storage, delNery. erection and bracing of trvsses and truss systems, seeANSVrPIt Qua Cdfeda, DS549 and BCSI Building Component 6904 Parke East Blvd. Safety Informa8orcuallable from Teas Rate InstMe. 218 N. Lee Street, State 312 Alexcntldo. VA 22314, Tampa, FL 33610 Job Truss Truss Type Chy, Ply LOT 1/2 FORT PIERCE / WATERSTONE 851 T73694 2146396 VG4 Valley 1 1 Job Reference (optional Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Jul 14 2019 MTek Industries, Inc. Tue Oct 2915:01:27 2019 Page 1 ID:BF_prKerXEdKgaq_yOdyxCykKBZ-TCnHw9GxHN_cSbjOhOgAr9N26R3irR WfTUlk50yOW be 3x4 = 2x4 II 4 6 5 3x4 i 2x4 II 2x4 II Scale=1:19.0 Plate Offsets (X,Y)— 13:0-2-0,0-2-81 LOADING (psf) SPACING- 2-0-0 CS]. DEFL in (loc) VdeB L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Ven(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.14 Horz(CT) -0.00 5 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix-SH Weight: 341b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=138/9-1-8, 5=107/9-1-8, 6=375/9-1-8 Max Horz 1=145(LC 10) Max Uplift 1=-19(LC 10), 5=-63(LC 6), 6=-229(LC 10) Max Grav 1=138(LC 1), 5=107(LC 1), 6=392(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-6=-272/484 Structural wood sheathing directly applied orb-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ABC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=S.Opsh, h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) zone;C-C for members and fames & MWFPS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except Ot=lb) 6=229. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: October 29,2019 Job buss Type Gy Ply LOT 112 FORT PIERCE/WATERSTONE T�S T18513695 2146396 Valley 1 1 Job Reference (optional) gmlaers t-ambource tviam ury, Ply, Plant idly, FL-33buf, a.Z411 a Jul to 2u lU Mn en mauemeS, Inc. I ue Val en IOw 1;20 zal U rage ID:8F—prKerXEdKgagyOdyxCykKBZ-xOLg8UHZ2h6TillaFjBPOMwBW rNMawOpiBVHdTyOWbt 2-0-0 7-2-0 6.00 r12 3x4 = 2 3x44 _- I 46 II 3 4 Scale = 1:13.5 LOADING (ps1) SPACING- 2-M CSI: DEFL in (too) Vdee L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Ve artn/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(CT) rVa - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matriz-R Weight 21 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 SP ND.2 except end verticals. WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 9-3-8 oc bracing. REACTIONS. (lb/size) 1=236/7-1-8,4=236/7-1-8 Max Horz 1=38(LC 10) Max Uplift 1=-110(LC 10), 4=-127(LC 7) FORCES. (lb) - Max. CompJMax. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 1-2=-342/416, 2-3=-290/365, 3-0=-160/277 BOT CHORD 14=-365/290 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft B=45ft; L=24N; eave=4tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C EMedor(2) zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - - 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Gt=lb) 1=110, 4=127. . Joaquin Velez PE Nc.68182 MiTek USA, Inc. FL Cert 66U 8904 Padre East Blvd. Tampa FL 33810 Date: October 29,2019 OWARNING-Vedlydedgnp sneh se d READ NOTES ON TNL9 AND/NCLUDEOM1UlEKREFERANCE PAGE MIP7473mv. 100312015REFORE USE. Design valid for use onlywlth Mifekl0connecto0. ihLs design is based only upon parometers shown. and k form IndMdual bwdalg component, not ��- a truss system. Before use, the bulding designer must verify the oppllcab0lty, of design parameters and properly Incorporate this design Info me overall bullding dedgn. Bracing mdlcofed is to prevent buckling of lndlAduol truss web and/or chord members only. Additional temporary and permanent bracing 0 always required for stability and to prevent collapse with posdble personal Injury and property damage. For general guidance regarding the fobdcation, storage, delNery. erection and bracmg of busses and m as systems seeANSVrPII Qual ly CrBnq, DS54 9 and SCSI BuBding Component Safety Informalbnava6oble from Truss Plate Institute, 218 N. Lee Street. Sulfe 312. Alexandria, VA 22314. M!Tek' 6904 Parke East Blvd. Tampa, FL M610 Job Truss Truss Type Ply LOT 1/2 FORT PIERCE / WATERSTONE T78513696 2146396 VK1 Valley Truss 1 1 Job Reference optional) Builders FrstSource (Plant City, FL), Plaid City, FL- 33567, 2x4 i 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Oct 29 15:01:28 2019 Page 1 ID:BF-prKeTXEdKgaq_vOdyxCykKBZ-xOLg8UHZ2h6Til IaFjjBPOMwDZrRcavvpiBVHdTyO W bb 4x6 C 2x4 Scale-1:15.2 Plate Offsets (XY)-- [2:0-3-2 0-2-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (loc) Vclefl Lrd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Ved(LL) n/a - rva 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(CT) n/a - Na 999 BCLL 0.0 Rep Stress [nor YES WB 0.07 Horz(CT) 0.00 3 We rVa BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 251to FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP.No.3 REACTIONS. (lb/size) 1=126/8-0-0, 3=126/8-0-0, 4=248/8-0-0 Max Herz 1=62(LC 9) Max Uplift 1=-80(LC 10), 3=-80(LC 10), 4=-78(LC 10) Max Gmv 1=126(LC 1), 3=128(LC 16), 4=248(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directlyapplied or 10-0-0 oc bracing. NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15f ; B=45ft; L=24ft; eave=4tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exlerior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 .. - 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. . — 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0=0_wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1, 3, 4. Joaquin Velez PE No.68182 MiTek USA, Inc. FL CeR 6634 6904 Parke East Bind. Tampa FL 33610 Date: October 29,2019 Q WARNING- kerilydesf9n ParsmerersanCREAD NOTES ON TN/SAND WCLUDEO MREKRE 1UINCEPAGEMb747a.v. iN0.V1015BEFOREUSE Design valid for use only with Waste connectors. This design Is based only upon parameters shown, and Is for an individual building component, not ��- a Muss system. Before use, Me building designer must verity the applicability of design parameters and property Incorporate this design Into Me overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Addihoncl temporary and permanent bracing MiTek' is always required for stobllity, and to prevent collapse win possible personal injury and property damage. For general guidance regarding Me fabricatloh, storage, delivery, erection and braiding of fusses and truss systems, seeANSVrpit Quality Criteria. DSB419 antl BCSI Building Component 6904 Parke East Blvd. Safety Informatbmv rilable from Truss Plate Institute. 218 N. Lee Sheet. Suite 312, Alessandro, VA 22314. Tampa, FL 33610 Jab Truss Truss Type Ply LOT 12 FORT PIERCE / WATERSTONE T78513697 2146396 VK2 Valley Thus 1 1 Job Reference o 0onal Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 624u s am 14 Lulu mi r ex mausums, Inc. I ue um ea m:u cAa zms rage l I D:BFyrKerXEdKgaq-yOdyxCykKBZ-Pav2LglBp7EKKvsmpRjewaSRuEnFJNGyxoErAvyOW ba I 2x4 i 3x4 1 2 2x4 Scale -1:7.7 i LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) Na - Na 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) Na - Na 999 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 HOrz(CT) -0.00 3 Na Na BCDL 10:0 Code FBC2017rrP12014 Matrix-P Weight: 10 lb Ff=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purling. BOT CHORD :2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=101/4-0-0, 3=101/4-0-0 Max Horz 1=-26(LC B) Max Uplift 1=-48(LC 10), 3=-48(LC 10) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chard live load nonconcument with any other live loads. 5) a This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2=04rvride will fit between the bottom chord and any other members. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1. 3. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 29,2019 A WARNWG - Verify design pammereer and READ NOTES ON MISMD INCLUDED MMEKREF IbUICE PAGE UX74M rex VIT12015 BEFORE USE Design valid for use only with Mffek® connectors. Ills design Is based only upon parameters shown, and Is for an Individual building component. not a trm system. Before use, the building designer must verity Me applicability of design parameters and property Ncarporate iris design Into the overall building design. Wooing Indicated b to prevent budding of Individual truss web and/or chord members only. AddlHonal temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fablicaaon, storage. delivery. erection and bracing of trusses and truss systems. seeANSVIPII GuapplIyy Criteria, DS949 and SCSI Building Component 69M Parke East Blvd. Sally Infoonalbmvallable from Truss Rate Institute, 218 N. Lee Street. Suite 31Z Nexanddo. VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 14- 13 j4 Center plate on joint unless x, y offsets are indicated. Dimensions are In ft-In-sixteenths, Apply plates to both sides of truss and fully embed teeth. 0 �rl�r For 4 x 2 orientation, locate plates 0-1/0 from outside edge of truss. This symbol Indicates the required direction of slots In connector plates. Plate location details available in MTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension Is the length parallel to slots, LATERAL BRACING LOCATION *�5 Indicated by symbol shown and/or by Text in The bracing section of the, output. Use T or I bracing If Indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section Indicates joint number where bearings occur. Min size shown Is for crushing only. Industry Standards: ANSI/TPII: National Design Speciflcation for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCS11 Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System I 6-4-8 I dimensions shown In sixteenths scale) IIII (Drawings not to scale) JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS. PRODUCT CODE APPROVALS CC -ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSIrrPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MITek® All Rights Reserved MiTek® MITek Engineering Reference Sheet: Mll-7473 rev. 10/03/2016 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing. Is always required. See BCSI. 2, Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this taus design to the building designer, erection supervisor, property owner and all other Interested parties. .11 II, 5.' Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/tPI 1. 7. Design assumes trusses will be suitably protected from the environment In accord with ANSI/IPI 1, B. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design Is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13, Top chords must be sheathed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, If no ceiling Is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17, Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Qualify Criteria.